July 26, 2023
Nina Gallardo
CRM TECH
Via Email to: [email protected]
Re: Proposed 200 Unit Apartment Project, Riverside County Dear Ms. Gallardo:
A record search of the Native American Heritage Commission (NAHC) Sacred Lands File (SLF) was completed for the information you have submitted for the above referenced project. The results were negative. However, the absence of specific site information in the SLF does not indicate the absence of cultural resources in any project area. Other sources of cultural resources should also be contacted for information regarding known and recorded sites.
Attached is a list of Native American tribes who may also have knowledge of cultural resources in the project area. This list should provide a starting place in locating areas of potential adverse impact within the proposed project area. I suggest you contact all of those indicated; if they cannot supply information, they might recommend others with specific knowledge. By contacting all those listed, your organization will be better able to respond to claims of failure to consult with the appropriate tribe. If a response has not been received within two weeks of notification, the Commission requests that you follow-up with a telephone call or email to ensure that the project information has been received.
If you receive notification of change of addresses and phone numbers from tribes, please notify me. With your assistance, we can assure that our lists contain current information.
If you have any questions or need additional information, please contact me at my email address: [email protected].
Sincerely,
Andrew Green
Cultural Resources Analyst
Attachment
ACTING CHAIRPERSON
Reginald Pagaling
Chumash
SECRETARY
Sara Dutschke
Miwok
COMMISSIONER
Isaac Bojorquez
Ohlone-Costanoan
COMMISSIONER
Buffy McQuillen
Yokayo Pomo, Yuki,
Nomlaki
COMMISSIONER
Wayne Nelson
Luiseño
COMMISSIONER
Stanley Rodriguez
Kumeyaay
COMMISSIONER
Vacant
COMMISSIONER
Vacant
COMMISSIONER
Vacant
EXECUTIVE SECRETARY
Raymond C.
Hitchcock
Miwok, Nisenan
NAHC HEADQUARTERS
1550 Harbor Boulevard
Suite 100
West Sacramento,
California 95691
(916) 373-3710
[email protected]
NAHC.ca.gov
Native American Heritage Commission
Native American Contact List
Riverside County
7/26/2023
Tribe Name Fed (F)
Non-Fed (N)
Contact Person Contact Address Phone # Fax # Email Address Cultural Affiliation
Counties
Agua Caliente Band
of Cahuilla Indians
F Patricia Garcia, Director of
Historic Preservation
5401 Dinah Shore Drive
Palm Springs, CA, 92264
(760) 699-6907 (760) 699-6919 [email protected] Cahuilla Imperial,Riverside,San Bernardino,San Diego
Augustine Band of
Cahuilla Mission
Indians
F Amanda Vance, Chairperson 84-001 Avenue 54
Coachella, CA, 92236
(760) 398-4722 (760) 369-7161 [email protected] Cahuilla Imperial,Riverside,San Bernardino,San Diego
Cabazon Band of
Mission Indians
F Doug Welmas, Chairperson 84-245 Indio Springs Parkway Indio, CA, 92203
(760) 342-2593 (760) 347-7880 [email protected] Cahuilla Imperial,Riverside,San Bernardino,San Diego
Cahuilla Band of
Indians
F BobbyRay Esaprza, Cultural
Director
52701 CA Highway 371
Anza, CA, 92539
(951) 763-5549 [email protected] Cahuilla Imperial,Riverside,San Bernardino,San Diego
Cahuilla Band of
Indians
F Daniel Salgado, Chairperson 52701 CA Highway 371
Anza, CA, 92539
(951) 972-2568 (951) 763-2808 [email protected] Cahuilla Imperial,Riverside,San Bernardino,San Diego
Cahuilla Band of
Indians
F Anthony Madrigal, Tribal
Historic Preservation Officer
52701 CA Highway 371
Anza, CA, 92539
(951) 763-5549 [email protected] Cahuilla Imperial,Riverside,San Bernardino,San Diego
Los Coyotes Band of
Cahuilla and Cupeño
Indians
F Ray Chapparosa, Chairperson P.O. Box 189
Warner Springs, CA, 92086-0189
(760) 782-0711 (760) 782-0712 Cahuilla Imperial,Riverside,San Bernardino,San Diego
Morongo Band of
Mission Indians
F Ann Brierty, THPO 12700 Pumarra Road
Banning, CA, 92220
(951) 755-5259 (951) 572-6004 [email protected] Cahuilla Serrano
Imperial,Los Angeles,Riverside,San
Bernardino,San Diego
Morongo Band of
Mission Indians
F Robert Martin, Chairperson 12700 Pumarra Road
Banning, CA, 92220
(951) 755-5110 (951) 755-5177 [email protected] Cahuilla Serrano
Imperial,Los Angeles,Riverside,San
Bernardino,San Diego
Quechan Tribe of the
Fort Yuma
Reservation
F Jill McCormick, Historic
Preservation Officer
P.O. Box 1899
Yuma, AZ, 85366
(928) 261-0254 [email protected] Quechan Imperial,Kern,Los Angeles,Riverside,San
Bernardino,San Diego
Quechan Tribe of the
Fort Yuma
Reservation
F Manfred Scott, Acting
Chairman - Kw’ts’an Cultural
Committee
P.O. Box 1899
Yuma, AZ, 85366
(928) 210-8739 [email protected] Quechan Imperial,Kern,Los Angeles,Riverside,San
Bernardino,San Diego
Quechan Tribe of the
Fort Yuma
Reservation
F Jordan Joaquin, President,
Quechan Tribal Council
P.O.Box 1899
Yuma, AZ, 85366
(760) 919-3600 [email protected] Quechan Imperial,Kern,Los Angeles,Riverside,San
Bernardino,San Diego
Ramona Band of
Cahuilla
F Joseph Hamilton, Chairperson P.O. Box 391670
Anza, CA, 92539
(951) 763-4105 (951) 763-4325 [email protected] Cahuilla Imperial,Riverside,San Bernardino,San Diego
Ramona Band of
Cahuilla
F John Gomez, Environmental
Coordinator
P. O. Box 391670
Anza, CA, 92539
(951) 763-4105 (951) 763-4325 [email protected] Cahuilla Imperial,Riverside,San Bernardino,San Diego
Santa Rosa Band of
Cahuilla Indians
F Lovina Redner, Tribal Chair P.O. Box 391820
Anza, CA, 92539
(951) 659-2700 (951) 659-2228 [email protected] Cahuilla Imperial,Los Angeles,Orange,Riverside,San
Bernardino,San Diego
Soboba Band of
Luiseno Indians
F Jessica Valdez, Cultural
Resource Specialist
P.O. Box 487
San Jacinto, CA, 92581
(951) 663-6261 (951) 654-4198 [email protected] Cahuilla Luiseno
Imperial,Los
Angeles,Orange,Riverside,San
Bernardino,San Diego
Soboba Band of
Luiseno Indians
F Joseph Ontiveros, Tribal
Historic Preservation Officer
P.O. Box 487
San Jacinto, CA, 92581
(951) 663-5279 (951) 654-4198 [email protected] Cahuilla Luiseno
Imperial,Los
Angeles,Orange,Riverside,San
Bernardino,San Diego
Torres-Martinez
Desert Cahuilla
Indians
F Cultural Committee, P.O. Box 1160
Thermal, CA, 92274
(760) 397-0300 (760) 397-8146 Cultural-Committee@torresmartineznsn.govCahuilla Imperial,Riverside,San Bernardino,San Diego
This list is current only as of the date of this document. Distribution of this list does not relieve any person of statutory responsibility as defined in Section 7050.5 of the Health and Safety Code, Section 5097.94 of the Public Resource Section 5097.98 of the Public Resources Code.
This list is only applicable for contacting local Native Americans with regard to cultural resources assessment for the proposed 200 Unit Apartment Project, Riverside County.
Record: PROJ-2023-003687
Report Type: List of Tribes
Counties: Riverside
NAHC Group: All
LANDMARK 780 N. 4th Street
El Centro, CA 9224 3
Geo- Engi neers and Geologi sts (760) 370-300 0
(760) 337-890 0 fax
77-948 W ildcat Drive
Palm Desert, CA 92211 June 15, 2023 (760) 360-066 5
(760) 360-052 1 fax
Mr. Stefan Vogel
Coachella Valley Community Development Group, Inc.
36101 Bob Hope Drive, Suite E5
Rancho Mirage, CA 92270
Subject: APN 670-110-043
Cathedral City, California
LCI Report No.: LP23130
Reference:
Dear Mr. Vogel:
Geotechnical Report for Living Care Assisted Living, prepared by LandMark Consultants, Inc., dated October 12, 2016.
As requested, LandMark Consultants, Inc., is providing an update letter for the referenced geotechnical report located at 30260 Date Palms Drive, Cathedral City, California. The initial field investigation was conducted in September 2016.
Our site visit on June 12, 2023, found that the site conditions were similar as those encountered during the initial site investigation conducted in September 2016. Based on our present field observations and the proposed multi-family residential project, it is our opinion that the findings, recommendations, and conclusions in the referenced geotechnical investigation report are still applicable, except for the seismic parameters and site preparation.
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 44-mile (70 kilometer) radius of the project site (Table 1).
Review of the current Alquist-Priolo Earthquake Fault Zone maps (CGS, 2000a) indicates that the nearest mapped Earthquake Fault Zone is the San Andreas – San Bernardino (south) fault located approximately 3.7 mile north-east of the project site.
APN 670-110-043 LCI Report No. LP23130
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. 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. 2022 CBC General Ground Motion Parameters: The California Building Code (CBC) requires that a site-specific ground motion hazard analysis be performed in accordance with ASCE 7-16 Section
11.4.8 (ASCE, 2016) for structures on Site Class D with S1 greater than or equal to 0.2 and Site Class E sites with Ss greater than or equal to 1.0 (CBC, 2022). This project site has been classified as Site Class D and has an S1 value of 0.872, which would require a site-specific ground motion hazard analysis. However, ASCE 7-16 Section 11.4.8 Supplement 3 provides exceptions which permit the use of conservative values of design parameters for certain conditions for Site Class D and E sites in lieu of a site-specific hazard analysis. The exceptions are:
• Site Class D sites: A ground motion hazard analysis is not required where the value of the parameter SM1 determined by Equation 11.4-2 is increased by 50% for all applications of SM1 in ASCE 7-16. The resulting value of the parameter SD1 determined by ASCE 7-16 Equation 11.4-4 shall be used for all applications of SD1 in ASCE 7-16. • Site Class E sites: A ground motion hazard analysis is not required:
a. Where the equivalent lateral force procedure is used for design and the value of CS is determined by ASCE 7-16 Equation 12.8-2 for all values of T, or b. Where (i) the value of Sai is determined by ASCE 7-16 Equation 15.7-10 for all values of Ti and (ii) the value of the parameter is replaced with 1.5 in ASCE 7-16 Equation 15.7-10 and ASCE 7-16 Equation 15.7-11.
Based on our understanding of the proposed development, the seismic design parameters presented in Table 2 were calculated assuming that one of the exceptions listed above applies to the proposed structures at this site. However, the structural engineer should verify that one of the exceptions is applicable to the proposed structures. If none of the exceptions apply, our office should be consulted to perform a site-specific ground motion hazard analysis.
The 2022 CBC general ground motion parameters are based on the Risk-Targeted Maximum Considered Earthquake (MCER). The Structural Engineers Association of California (SEAOC) and LandMark Consultants, Inc. Page 2
APN 670-110-043 LCI Report No. LP23130
Office of Statewide Health Planning and Development (OSHPD) Seismic Design Maps Web Application (SEAOC, 2020) was used to obtain the site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters. Design spectral response acceleration parameters are defined as the earthquake ground motions that are two-thirds (2/3) of the corresponding MCER ground motions. The Maximum Considered Earthquake Geometric Mean (MCE ) peak ground acceleration adjusted for soil site class effects (PGA ) value to be used for G M liquefaction and seismic settlement analysis in accordance with 2022 CBC Section 1803A.5.12 (PGAM = FPGA*PGA) is estimated at 0.98g for the project site. Design earthquake ground motion parameters are provided in Table 2.
Site Preparation
Clearing and Grubbing: Any surface improvements, debris or vegetation including grass, brush, 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, landfill, and buried obstructions such as old foundations, swimming pool and utility lines exposed during rough grading should be traced to the limits of the foreign material by the grading contractor and removed under our supervision. Any excavations resulting from site clearing should be dish-shaped to the lowest depth of disturbance and backfilled under the observation of the geotechnical engineer’s representative.
Building Pad Preparation: The existing surface soil within the proposed house pad areas should be removed to 24 inches below the lowest foundation grades or 48 inches below the existing grade (whichever deeper), extending five feet beyond all exterior wall/column lines (including adjacent concrete areas). The exposed sub-grade should be scarified to a depth of 8 inches, uniformly moisture conditioned to at least 2% over optimum moisture content and re-compacted to a minimum of 90% of the maximum density determined in accordance with ASTM D1557 methods.
Auxiliary Structures Foundation Preparation: Auxiliary structures such as free standing or retaining walls should have footings extended to a minimum of 24 inches below grade. The existing soil beneath the structure foundation prepared in the manner described for the house pad except the preparation needed only to extend 18 inches below and beyond the footing.
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APN 670-110-043 LCI Report No. LP23130
Sidewalk and Concrete Hardscape Areas: In areas other than the building pad which are to receive concrete slabs, the ground surface should be over-excavated to a depth of 8 to 12 inches, uniformly moisture conditioned to at least 2% over optimum moisture, and re-compacted to at least 90% of ASTM D1557 maximum density.
Street Subgrade Preparation: The native soils in street areas should be removed and recompacted to 12 inches below the design subgrade elevation. Engineered fill in street areas should be uniformly moisture conditioned to at least 2% over optimum moisture, placed in layers not more than 6 to 8 inches in thickness and mechanically compacted to a minimum of 90% of the ASTM D1557 maximum dry density.
The native granular soil is suitable for use as compacted fill and utility trench backfill. The native soil should be placed in maximum 8-inch lifts (loose), uniformly moisture conditioned to at least 2% of optimum moisture content and re-compacted to a minimum of 90% of the maximum density determined in accordance with ASTM D1557 methods.
Imported fill soil (if needed) should be like 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.
Imported granular fill should be placed in lifts no greater than 8 inches in loose thickness, uniformly moisture conditioned to at least 2% over optimum moisture content and re-compacted to a minimum of 90% of the maximum density determined in accordance with ASTM D1557 methods.
Closure
We have prepared this report for your exclusive use in accordance with the generally accepted geotechnical engineering practice as it existed within the site area at the time of our study. No warranty is expressed or implied. It should be noted that the submitted plans were not reviewed for conformance with other clients’, governmental or consultant requirements.
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APN 670-110-043 LCI Report No. LP23130
We recommend that Landmark Consultants, Inc. be retained to provide 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.
Landmark Consultants, Inc. recommendations for this site are, to a high degree, dependent upon appropriate quality control of subgrade preparation, fill placement, and foundation construction.
Accordingly, the findings and professional opinions in this report are contingent upon the opportunity for Landmark Consultants, Inc. to observe grading operations and foundation excavations for the proposed construction.
If parties other than Landmark Consultants, Inc. are engaged to provide observation and testing services during construction, such parties must be notified that they will be required to assume complete responsibility as the geotechnical engineer of record for the geotechnical phase of the project by concurring with the recommendations in this report and/or by providing alternative recommendations.
Additional information concerning the scope and cost of these services can be obtained from our office. We appreciate the opportunity to be of service. Should you have any questions, please call our office at (760)360-0665.
Sincerely Yours,
LandMark Consultants, Inc.
Greg M. Chandra, P.E., M.ASCE
Principal Engineer
LandMark Consultants, Inc. Page 5
a MBE Company 780 N. 4th Street
ElCentro, CA 92243
(760) 370-3000 October 12, 2016 (760) 337-8900 fax
77-948 Wildcat Drive
Palm Desert, CA 92211
Mr. Skip Goodell (760) 360-0665
Desert Care, LLC (760) 360-0521 fax
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.
Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 Page
TABLE OF CONTENTS
Section 1 ......................................................................................................................................... 1 INTRODUCTION ...................................................................................................................... 1
1.1 Project Description........................................................................................................... 1
1.2 Purpose and Scope of Work............................................................................................. 1
1.3 Authorization ................................................................................................................... 2 Section 2 ......................................................................................................................................... 3 METHODS OF INVESTIGATION ........................................................................................... 3
2.1 Field Exploration ............................................................................................................. 3
2.2 Laboratory Testing........................................................................................................... 4 Section 3 ......................................................................................................................................... 5 DISCUSSION............................................................................................................................. 5
3.1 Site Conditions................................................................................................................. 5
3.2 Geologic Setting............................................................................................................... 5
3.3 Faulting ............................................................................................................................ 6
3.4 General Ground Motion Analysis.................................................................................... 6
3.5 Seismic and Other Hazards.............................................................................................. 7
3.6 Subsurface Soil ................................................................................................................ 8
3.7 Groundwater .................................................................................................................... 8
3.9 Hydro-consolidation ........................................................................................................ 9
3.9 Regional Subsidence........................................................................................................ 9 Section 4 ....................................................................................................................................... 10 DESIGN CRITERIA ................................................................................................................ 10
4.1 Site Preparation.............................................................................................................. 10
4.2 Foundations and Settlements ......................................................................................... 12
4.3 Slabs-On-Grade.............................................................................................................. 13
4.4 Concrete Mixes and Corrosivity.................................................................................... 14
4.5 Excavations.................................................................................................................... 15
4.6 Lateral Earth Pressures .................................................................................................. 15
4.7 Seismic Design............................................................................................................... 15
4.7 Permanent Slopes........................................................................................................... 16
4.8 Pavements ...................................................................................................................... 16 Section 5 ....................................................................................................................................... 18 LIMITATIONS AND ADDITIONAL SERVICES ................................................................. 18
5.1 Limitations ..................................................................................................................... 18
5.2 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 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.
LandMark Consultants, Inc. Page 1
Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 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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Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 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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Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122
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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Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 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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Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 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.
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Loving Care Assisted Living - Cathedral City, CA
Table 1
LCI Project No. LP17122
Summary of Characteristics of Closest Known Active Faults Maximum
Moment
Distance (km) Magnitude
(Mw)
Approximate
Distance Approximate Fault Length
(km)
Slip Rate
(mm/yr) Fault Name
(miles)
Garnet Hill *
San Andreas - San Bernardino (South)
San Andreas - San Bernardino (North)
Eureka Peak
1.0 1.6
3.7 6.0 7.4
7.5 6.4
103 ± 10
103 ± 10
19 ± 2
30 ± 7
5.6 9.0 24 ± 6
12.0 12.7
12.9 13.3
16.0 16.3
18.6 20.8
23.3 25.6
27.7 32.5
33.0 33.2
33.6 37.5
40.0 40.1
44.0 19.2
20.3 20.6
21.2 25.6
26.1 29.8
33.3 37.2
41.0 44.3
52.0 52.8
53.2 53.8
60.1 63.9
64.2 70.3
0.6 ± 0.4
Indio Hills *
Blue Cut *
San Andreas - Coachella
Burnt Mtn.
7.2 6.5
96 ± 10
21 ± 2
25 ± 5
0.6 ± 0.4
Morongo *
Pinto Mtn. 7.2
7.2 7.3
6.8 6.9
6.7 7.3
6.7 7
74 ± 7
91 ± 9
83 ± 8
41 ± 4
43 ± 4
35 ± 4
89 ± 9
27 ± 3
54 ± 5
145 ± 15
51 ± 5
95 ± 10
97 ± 10
2.5 ± 2
San Jacinto - Anza 12 ± 6
Landers 0.6 ± 0.4
San Jacinto - Coyote Creek 4 ± 2
San Jacinto - San Jacinto Valley
Johnson Valley (northern)
Pisgah Mtn. - Mesquite Lake
North Frontal Fault Zone - Eastern
S. Emerson - Copper Mtn.
Lenwood - Lockhart - Old Woman Springs
North Frontal Fault Zone - Western
Calico-Hidalgo
12 ± 6
0.6 ± 0.4
0.6 ± 0.4
0.5 ± 0.3
0.6 ± 0.4
0.6 ± 0.4
1 ± 0.5
7.5 7.2
7.3 7.3
0.6 ± 0.4
Helendale - S. Lockhart 0.6 ± 0.4
* Note: Faults not included in CGS database.
100 km
N
Source: California Geological Survey 2010 Fault Activity Map of California http://www.quake.ca.gov/gmaps/FAM/faultactivitymap.html# Regional Fault Map Figure 1 Project No.: LP17122
Project Site
N
Source: California Geological Survey 2010 Fault Activity Map of California http://www.quake.ca.gov/gmaps/FAM/faultactivitymap.html# Map of Local Faults Figure 2 Project No.: LP17122
Figure
3a
Fault Map Legend
Project No.: LP17122
Figure
3b
Fault Map Legend
Project No.: LP17122
Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 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 (MCE ) peak ground acceleration (PGA ) G M 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).
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Loving Care Assisted Living - Cathedral City, CA LCI Project No. LP17122 Table 2
2016 California Building Code (CBC) and ASCE 7-10 Seismic Parameters CBC Reference
Soil Site Class:
Latitude: 33.8283
Longitude: -116.4569 W
D Table 20.3-1
N
Risk Category:
Seismic Design Category:
II
E
Maximum Considered Earthquake (MCE) Ground Motion
Mapped MCER Short Period Spectral Response
Mapped MCER 1 second Spectral Response
Short Period (0.2 s) Site Coefficient
Ss
S1
Fa
Fv
SMS
SM1
2.191 g
1.072 g
1.00 Figure 1613.3.1(1)
Figure 1613.3.1(2)
Table 1613.3.3(1)
Table 1613.3.3(2)
= Fa * Ss
Long Period (1.0 s) Site Coefficient 1.50
MCER Spectral Response Acceleration Parameter (0.2 s)
MCER Spectral Response Acceleration Parameter (1.0 s)
2.191 g
1.608 g
Equation 16-37
= Fv * S1 Equation 16-38
Design Earthquake Ground Motion
Design Spectral Response Acceleration Parameter (0.2 s) SDS SD1
CRS
CR1
TL
1.461 g
1.072 g
0.963
= 2/3*SMS
= 2/3*SM1
Equation 16-39
Design Spectral Response Acceleration Parameter (1.0 s) Risk Coefficient at Short Periods (less than 0.2 s)
Risk Coefficient at Long Periods (greater than 1.0 s)
Equation 16-40
ASCE Figure 22-17
ASCE Figure 22-18
ASCE Figure 22-12
0.914
8.00 sec
TO
TS
0.15 sec =0.2*SD1/SDS
0.73 sec =SD1/SDS
Peak Ground Acceleration PGA 0.85 g M ASCE Equation 11.8-1 Period Sa MCER Sa
T (sec) (g)
0.00 0.15
0.73 1.05
1.06 1.07
1.08 1.10
1.20 1.20
1.40 1.50
1.75 2.00
2.20 2.40
2.60 2.80
3.00 3.50
4.00 (g)
0.58 1.46
1.46 1.02
1.01 1.00
0.99 0.97
0.89 0.89
0.77 0.71
0.61 0.54
0.49 0.45
0.41 0.38
0.36 0.31
0.27 0.88
2.19 2.19
1.53 1.52
1.50 1.49
1.46 1.34
1.34 1.15
1.07 0.92
0.80 0.73
0.67 0.62
0.57 0.54
0.46 0.40
Loving Care Assisted Living – Cathedral City, CA
Other Potential Geologic Hazards.
LCI Report No. LP17122
► 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 finegrained 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.
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Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 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.
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Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 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.
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Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 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.
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Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 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 undesirable 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.
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Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 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.
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Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 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 lowwater 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).
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Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 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
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Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 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.
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Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122
RECOMMENDED PAVEMENTS SECTIONS
R-Value of Subgrade Soil - 60 (estimated) Design Method - CALTRANS 2012 Flexible Pavements
Asphaltic Aggregate
Base
Thickness
(in.)
Traffic
Index
(assumed)
Concrete
Thickness
(in.)
5.0 6.0
7.0 8.0
3.0 3.5
4.5 5.0
4.0 4.0
4.0 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)
3)
Aggregate base shall conform to Caltrans Class 2 (¾ in. maximum), compacted to a minimum of 95% of ASTM D1557 maximum dry density.
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.
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Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 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.
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Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 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.
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APPENDIX A
Project Site
N
LANDMARK
Geo-Engineers and Geologists Plate
Project No.: LP17122 Vicinity Map A-1
B-5 T-4
T-3
B-4
T-1 T-5
B-1
T-2
T-6
B-2
B-3
Legend N
Approximate Boring Location
Approximate Test Pit Location
LANDMARK
Geo-Engineers and Geologists Plate
Project No.: LP17122 Site and Exploration Plan A-2
Project Site
N
LANDMARK
Geo-Engineers and Geologists Plate
A-3
USDA Soil Conservation
Project No.: LP17122 Soil Service Map
Soil Map—Riverside County, Coachella Valley Area, California Map Unit Legend
Riverside County, Coachella Valley Area, California (CA680) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI MaB Myoma fine sand, 0 to 5
percent slopes
88.6 100.0%
Totals for Area of Interest 88.6 100.0%
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/27/2017
Project Site
LANDMARK
Geo-Engineers and Geologists Plate
Project No.: LP17122 Topographic Map A-4
Project Site
LANDMARK
Geo-Engineers and Geologists
Riverside County
Geographic Information System (GIS)
Fault Map
Plate
Project No.: LP17122 A-5
Project Site
LANDMARK
Geo-Engineers and Geologists Plate
A-6
FEMA Flood Zones
Project No.: LP17122
APPENDIX B
FIELD LABORATORY LOG OF BORING No. B-1
SHEET 1 OF 1
OTHER TESTS DESCRIPTION OF MATERIAL
Passing #200 = 7.1%
SAND (SP-SM): Grayish brown, dry, fine grained,
medium dense to dense
5 10
15 21 107.3 1.9
0.3 1.0
0.6 0.3
1.4 1.4
3.0 0.6
Passing #200 = 9.2% 18
27 115.0
20 25
19 30
Passing #200 = 7.2%
30 35
40 45
50 55
60 18 Passing #200 = 8.1%
31 SILTY SAND (SM): Grayish brown, dry, fine grained, very dense 41 Passing #200 = 18.1%
SAND (SP-SM): Grayish brown, dry, fine grained, very dense, some gravel
50/6”
44 Passing #200 = 5.6%
Total Depth = 51.5'
Groundwater not encountered at time of drilling
Backfilled with excavated soil
DATE DRILLED:
LOGGED BY:
SURFACE ELEVATION:
8/31/17 TOTAL DEPTH:
TYPE OF BIT:
HAMMER WT.:
51.5 Feet DEPTH TO WATER: NA
Hollow Stem Auger DIAMETER:
DROP:
G. Chandra 8 in.
Approximately 370' 140 lbs. 30 in.
PROJECT NO. LLP17122 PLATE B-1
FIELD LABORATORY LOG OF BORING No. B-2
SHEET 1 OF 1
OTHER TESTS DESCRIPTION OF MATERIAL
SAND (SP-SM): Grayish brown, dry, fine grained,
medium dense to dense
5 10
15 24
12 42
33 26
107.8 0.6 Passing #200 = 10.3%
1.7 8.5
0.9 106.0
20 25
SILTY SAND (SM): Grayish brown, dry, fine grained, dense Passing #200 = 15.5% SAND (SP-SM): Grayish brown, dry, fine grained,
medium dense to dense
30 35
40 45
50 55
60 Total Depth = 26.5'
Groundwater not encountered at time of drilling
Backfilled with excavated soil
DATE DRILLED:
LOGGED BY:
SURFACE ELEVATION:
8/31/17 TOTAL DEPTH:
TYPE OF BIT:
HAMMER WT.:
26.5 Feet DEPTH TO WATER: NA
Hollow Stem Auger DIAMETER:
DROP:
G. Chandra 8 in.
Approximately 370' 140 lbs. 30 in.
PROJECT NO. LP17122 PLATE B-2
FIELD LABORATORY LOG OF BORING No. B-3
SHEET 1 OF 1
OTHER TESTS DESCRIPTION OF MATERIAL
SAND (SP-SM): Grayish brown, dry, fine grained,
medium dense
5 10
15 22
9 96.5 1.5
SILTY SAND (SM): Grayish brown, dry, fine grained, loose 2.1
0.6 0.7
0.5 0.4
0.8 0.2
Passing #200 = 15.3%
26 22
18 22
19 64
SAND (SP-SM): Grayish brown, dry, fine grained,
medium dense to dense
85.5 20
25 Passing #200 = 7.1%
30 35
40 45
50 55
60 Passing #200 = 4.1%
trace gravel Passing #200 = 7.0%
Total Depth = 41.5'
Groundwater not encountered at time of drilling
Backfilled with excavated soil
DATE DRILLED:
LOGGED BY:
SURFACE ELEVATION:
8/31/17 TOTAL DEPTH:
TYPE OF BIT:
HAMMER WT.:
41.5 Feet DEPTH TO WATER: NA
Hollow Stem Auger DIAMETER:
DROP:
G. Chandra 8 in.
Approximately 370' 140 lbs. 30 in.
PROJECT NO. LP17122 PLATE B-3
FIELD LABORATORY LOG OF BORING No. B-4
SHEET 1 OF 1
OTHER TESTS DESCRIPTION OF MATERIAL
SAND (SP-SM): Grayish brown, dry, fine grained,
medium dense
5 10
15 22
10 32
25 114.8 0.6 Passing #200 = 7.5%
1.9 3.8
0.6 SILTY SAND (SM): Grayish brown, dry, fine grained, dense 111.1 Passing #200 = 26.0% SAND (SP-SM): Grayish brown, dry, fine grained,
medium dense 20
25 30
35 40
45 50
55 60
Total Depth = 21.5'
Groundwater not encountered at time of drilling
Backfilled with excavated soil
DATE DRILLED:
LOGGED BY:
SURFACE ELEVATION:
8/31/17 TOTAL DEPTH:
TYPE OF BIT:
HAMMER WT.:
21.5 Feet DEPTH TO WATER: NA
Hollow Stem Auger DIAMETER:
DROP:
G. Chandra 8 in.
Approximately 370' 140 lbs. 30 in.
PROJECT NO. LLP17122 PLATE B-4
FIELD LABORATORY LOG OF BORING No. B-5
SHEET 1 OF 1
OTHER TESTS DESCRIPTION OF MATERIAL
SAND (SP-SM): Grayish brown, dry, fine grained,
medium dense to dense
5 10
15 22
13 27
29 104.7 2.2
4.2 1.1
0.4 SILTY SAND (SM): Grayish brown, dry, fine grained, dense Passing #200 = 32.0% SAND (SP-SM): Grayish brown, dry, fine grained,
medium dense to dense 105.5
20 25
Passing #200 = 6.9%
30 35
40 45
50 55
60 Total Depth = 21.5'
Groundwater not encountered at time of drilling
Backfilled with excavated soil
DATE DRILLED:
LOGGED BY:
SURFACE ELEVATION:
8/31/17 TOTAL DEPTH:
TYPE OF BIT:
HAMMER WT.:
21.5 Feet DEPTH TO WATER: NA
Hollow Stem Auger DIAMETER:
DROP:
G. Chandra 8 in.
Approximately 370' 140 lbs. 30 in.
PROJECT NO. LP17122 PLATE B-5
FIELD LABORATORY LOG OF TEST PIT NO. T-1
SHEET 1 OF 1
OTHER TESTS DESCRIPTION OF MATERIAL
SAND (SP-SM): Grayish brown, dry, fine grained 104.4 1.8 5 10
15 20
25 30
increase in silt content
Total Depth = 15.0’
Moisture and density values by Nuclear Densometer (ASTM 6938) Backfilled with excavated soil
DATE EXCAVATED:
LOGGED BY:
5/14/17 TOTAL DEPTH:
TYPE OF BIT:
HAMMER WT.:
15 Feet
Backhoe
N/A
DEPTH TO WATER:
DIAMETER:
N/A
J. Lorenzana N/A
SURFACE ELEVATION: Approximately 370’ DROP: N/A
PROJECT NO. LP17122 PLATE B-6
FIELD LABORATORY LOG OF TEST PIT NO. T-2
SHEET 1 OF 1
OTHER TESTS DESCRIPTION OF MATERIAL
SAND (SP-SM): Grayish brown, dry, fine grained 105.4
104.0
2.5 2.8
5 10
15 20
25 30
increase in silt content
Total Depth = 15.0’
Moisture and density values by Nuclear Densometer (ASTM 6938) Backfilled with excavated soil
DATE EXCAVATED:
LOGGED BY:
5/14/17 TOTAL DEPTH:
TYPE OF BIT:
HAMMER WT.:
15 Feet
Backhoe
N/A
DEPTH TO WATER:
DIAMETER:
N/A
J. Lorenzana N/A
SURFACE ELEVATION: Approximately 370’ DROP: N/A
PROJECT NO. LP17122 PLATE B-7
FIELD LABORATORY LOG OF TEST PIT NO. T-3
SHEET 1 OF 1
OTHER TESTS DESCRIPTION OF MATERIAL
SAND (SP-SM): Grayish brown, dry, fine grained 105.3
105.1
2.3 3.0
5 10
15 20
25 30
increase in silt content
Total Depth = 15.0’
Moisture and density values by Nuclear Densometer (ASTM 6938) Backfilled with excavated soil
DATE EXCAVATED:
LOGGED BY:
5/14/17 TOTAL DEPTH:
TYPE OF BIT:
HAMMER WT.:
15 Feet
Backhoe
N/A
DEPTH TO WATER:
DIAMETER:
N/A
J. Lorenzana N/A
SURFACE ELEVATION: Approximately 370’ DROP: N/A
PROJECT NO. LP17122 PLATE B-8
FIELD LABORATORY LOG OF TEST PIT NO. T-4
SHEET 1 OF 1
OTHER TESTS DESCRIPTION OF MATERIAL
SAND (SP-SM): Grayish brown, dry, fine grained 98.9 2.0 100.0 2.6
5 10
15 20
25 30
increase in silt content
Total Depth = 15.0’
Moisture and density values by Nuclear Densometer (ASTM 6938) Backfilled with excavated soil
DATE EXCAVATED:
LOGGED BY:
5/14/17 TOTAL DEPTH:
TYPE OF BIT:
HAMMER WT.:
15 Feet
Backhoe
N/A
DEPTH TO WATER:
DIAMETER:
N/A
J. Lorenzana N/A
SURFACE ELEVATION: Approximately 370’ DROP: N/A
PROJECT NO. LP17122 PLATE B-9
FIELD LABORATORY LOG OF TEST PIT NO. T-5
SHEET 1 OF 1
OTHER TESTS DESCRIPTION OF MATERIAL
SAND (SP-SM): Grayish brown, dry, fine grained 109.0
103.0
1.6 2.3
5 10
15 20
25 30
increase in silt content
Total Depth = 15.0’
Moisture and density values by Nuclear Densometer (ASTM 6938) Backfilled with excavated soil
DATE EXCAVATED:
LOGGED BY:
5/14/17 TOTAL DEPTH:
TYPE OF BIT:
HAMMER WT.:
15 Feet
Backhoe
N/A
DEPTH TO WATER:
DIAMETER:
N/A
J. Lorenzana N/A
SURFACE ELEVATION: Approximately 370’ DROP: N/A
PROJECT NO. LP17122 PLATE B-10
FIELD LABORATORY LOG OF TEST PIT NO. T-6
SHEET 1 OF 1
OTHER TESTS DESCRIPTION OF MATERIAL
SAND (SP-SM): Grayish brown, dry, fine grained 104.0
105.9
1.8 1.9
5 10
15 20
25 30
increase in silt content
Total Depth = 15.0’
Moisture and density values by Nuclear Densometer (ASTM 6938) Backfilled with excavated soil
DATE EXCAVATED:
LOGGED BY:
5/14/17 TOTAL DEPTH:
TYPE OF BIT:
HAMMER WT.:
15 Feet
Backhoe
N/A
DEPTH TO WATER:
DIAMETER:
N/A
J. Lorenzana N/A
SURFACE ELEVATION: Approximately 370’ DROP: N/A
PROJECT NO. LP17122 PLATE B-11
DEFINITION OF TERMS
PRIMARY DIVISIONS
Gravels
SYMBOLS SECONDARY DIVISIONS
GW Well graded gravels, gravel-sand mixtures, little or no fines GP Poorly graded gravels, or gravel-sand mixtures, little or no fines GM Silty gravels, gravel-sand-silt mixtures, non-plastic fines GC Clayey gravels, gravel-sand-clay mixtures, plastic fines SW Well graded sands, gravelly sands, little or no fines SP Poorly graded sands or gravelly sands, little or no fines SM Silty sands, sand-silt mixtures, non-plastic fines
SC Clayey sands, sand-clay mixtures, plastic fines
Clean gravels (less
than 5% fines)
More than half of
coarse fraction is
larger than No. 4
sieve Gravel with fines
Coarse grained soils More
than half of material is larger
that No. 200 sieve Sands Clean sands (less
than 5% fines)
More than half of
coarse fraction is
smaller than No. 4
sieve Sands with fines
Silts and clays ML Inorganic silts, clayey silts with slight plasticity CL Inorganic clays of low to medium plasticity, gravely, sandy, or lean clays OL Organic silts and organic clays of low plasticity
Liquid limit is less than 50%
Fine grained soils More than
half of material is smaller
than No. 200 sieve Silts and clays MH Inorganic silts, micaceous or diatomaceous silty soils, elastic silts CH Inorganic clays of high plasticity, fat clays
Liquid limit is more than 50%
OH Organic clays of medium to high plasticity, organic silts Highly organic soils PT Peat and other highly organic soils
GRAIN SIZES
Sand
Medium
40 10
US Standard Series Sieve
Gravel
Silts and Clays Cobbles Boulders
Fine Coarse Fine Coarse
200 4 3/4" 3"
Clear Square Openings
12"
Clays & Plastic Silts Strength ** Blows/ft. *
Sands, Gravels, etc. Blows/ft. * Very Soft 0-0.25 0-2
Very Loose
Loose
0-4
4-10
Soft
Firm
0.25-0.5
0.5-1.0
1.0-2.0
2.0-4.0
Over 4.0
2-4
4-8
Medium Dense
Dense
10-30
30-50
Over 50
Stiff 8-16
Very Stiff
Hard
16-32
Very Dense Over 32
* Number of blows of 140 lb. hammer falling 30 inches to drive a 2 inch O.D. (1 3/8 in. I.D.) split spoon (ASTM D1586). ** Unconfined compressive strength in tons/s.f. as determined by laboratory testing or approximated by the Standard Penetration Test (ASTM D1586), Pocket Penetrometer, Torvane, or visual observation.
Type of Samples:
Ring Sample Standard Penetration Test Shelby Tube Bulk (Bag) Sample Drilling Notes:
1. Sampling and Blow Counts
Ring Sampler - Number of blows per foot of a 140 lb. hammer falling 30 inches.
Standard Penetration Test - Number of blows per foot.
Shelby Tube - Three (3) inch nominal diameter tube hydraulically pushed.
2. P. P. = Pocket Penetrometer (tons/s.f.).
3. NR = No recovery.
4. GWT = Ground Water Table observed @ specified time.
APPENDIX C
SIEVE ANALYSIS
Gravel Sand
Medium
Cobbles and Boulders Silt and Clay
Coarse Fine Coarse Fine
90 80
70 60
50 40
30 20
10 0
B-1 @ 0-3 ft.
1000.000 100.000 10.000 1.000 0.100 0.010
Particle Size (mm)
SIEVE ANALYSIS
Gravel Sand
Medium
Cobbles and Boulders Silt and Clay
Coarse Fine Coarse Fine
90 80
70 60
50 40
30 20
10 0
B-1 @ 23 ft.
1000.000 100.000 10.000 1.000 0.100 0.010
Particle Size (mm)
SIEVE ANALYSIS
Gravel Sand
Medium
Cobbles and Boulders Silt and Clay
Coarse Fine Coarse Fine
90 80
70 60
50 40
30 20
10 0
T-2 @ 0-3 ft.
1000.000 100.000 10.000 1.000 0.100 0.010
Particle Size (mm)
SIEVE ANALYSIS
Gravel Sand
Medium
Cobbles and Boulders Silt and Clay
Coarse Fine Coarse Fine
90 80
70 60
50 40
30 20
10 0
T-4 @ 0-3 ft.
1000.000 100.000 10.000 1.000 0.100 0.010
Particle Size (mm)
LANDMARK CONSULTANTS, INC.
CLIENT: Desert Care LLC
PROJECT: Living Care Assisted Living
JOB No.: LP17122
DATE: 10/09/17
CHEMICAL ANALYSIS
Boring:
Sample Depth, ft:
B-1
0-3
Caltrans
Method
pH:
Electrical Conductivity (mmhos):
Resistivity (ohm-cm):
8.7 --
643
424
643
422
417
11,000
Chloride (Cl), ppm: 40
Sulfate (SO4), ppm: 0
General Guidelines for Soil Corrosivity
Material
Affected
Chemical
Agent
Range
of Values
Degree of
Corrosivity
Concrete Soluble
Sulfates
(ppm)
0 - 1,000 Low
Moderate
Severe
1,000 - 2,000
2,000 - 20,000
> 20,000 Very Severe
Normal
Grade
Steel
Soluble
Chlorides
(ppm)
0 - 200 Low
Moderate
Severe
200 - 700
700 - 1,500
> 1,500 Very Severe
Normal
Grade
Steel
Resistivity
(ohm-cm)
1 - 1,000 Very Severe
Severe
Moderate
Low
1,000 - 2,000
2,000 - 10,000
> 10,000
Client: Desert Care LLC
Project: Living Care Assisted Living
Project No.: LP17122
Date: 9/5/2017
Soil Description: Gray Find Sand
Sample Location: B-1 @ 0-3'
Test Method: ASTM D-1557 A
Maximum Dry Density (pcf):
Optimum Moisture Content (%):
113.0
Lab. No.: N/A 7.2
140
130
120
110
100
Curves of 100%
saturation for
specific gravity
equal to:
2.75 2.70
2.65 0 5 10 15 20 25 30
Moisture Content (%)
APPENDIX D
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 LiquefactionInduced 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.
LANDMARK 780 N. 4th Street
El Centro, CA 9224 3
Geo- Engi neers and Geologi sts (760) 370-300 0
(760) 337-890 0 fax
77-948 W ildcat Drive
Palm Desert, CA 92211 June 15, 2023 (760) 360-066 5
(760) 360-052 1 fax
Mr. Stefan Vogel
Coachella Valley Community Development Group, Inc.
36101 Bob Hope Drive, Suite E5
Rancho Mirage, CA 92270
Subject: APN 670-110-043
Cathedral City, California
LCI Report No.: LP23130
Reference:
Dear Mr. Vogel:
Geotechnical Report for Living Care Assisted Living, prepared by LandMark Consultants, Inc., dated October 12, 2016.
As requested, LandMark Consultants, Inc., is providing an update letter for the referenced geotechnical report located at 30260 Date Palms Drive, Cathedral City, California. The initial field investigation was conducted in September 2016.
Our site visit on June 12, 2023, found that the site conditions were similar as those encountered during the initial site investigation conducted in September 2016. Based on our present field observations and the proposed multi-family residential project, it is our opinion that the findings, recommendations, and conclusions in the referenced geotechnical investigation report are still applicable, except for the seismic parameters and site preparation.
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 44-mile (70 kilometer) radius of the project site (Table 1).
Review of the current Alquist-Priolo Earthquake Fault Zone maps (CGS, 2000a) indicates that the nearest mapped Earthquake Fault Zone is the San Andreas – San Bernardino (south) fault located approximately 3.7 mile north-east of the project site.
APN 670-110-043 LCI Report No. LP23130
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. 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. 2022 CBC General Ground Motion Parameters: The California Building Code (CBC) requires that a site-specific ground motion hazard analysis be performed in accordance with ASCE 7-16 Section
11.4.8 (ASCE, 2016) for structures on Site Class D with S1 greater than or equal to 0.2 and Site Class E sites with Ss greater than or equal to 1.0 (CBC, 2022). This project site has been classified as Site Class D and has an S1 value of 0.872, which would require a site-specific ground motion hazard analysis. However, ASCE 7-16 Section 11.4.8 Supplement 3 provides exceptions which permit the use of conservative values of design parameters for certain conditions for Site Class D and E sites in lieu of a site-specific hazard analysis. The exceptions are:
• Site Class D sites: A ground motion hazard analysis is not required where the value of the parameter SM1 determined by Equation 11.4-2 is increased by 50% for all applications of S M1 in ASCE 7-16. The resulting value of the parameter S D1 determined by ASCE 7-16 Equation 11.4-4 shall be used for all applications of SD1 in ASCE 7-16. • Site Class E sites: A ground motion hazard analysis is not required:
a. Where the equivalent lateral force procedure is used for design and the value of CS is determined by ASCE 7-16 Equation 12.8-2 for all values of T, or b. Where (i) the value of Sai is determined by ASCE 7-16 Equation 15.7-10 for all values of Ti and (ii) the value of the parameter is replaced with 1.5 in ASCE 7-16 Equation 15.7-10 and ASCE 7-16 Equation 15.7-11.
Based on our understanding of the proposed development, the seismic design parameters presented in Table 2 were calculated assuming that one of the exceptions listed above applies to the proposed structures at this site. However, the structural engineer should verify that one of the exceptions is applicable to the proposed structures. If none of the exceptions apply, our office should be consulted to perform a site-specific ground motion hazard analysis.
The 2022 CBC general ground motion parameters are based on the Risk-Targeted Maximum Considered Earthquake (MCER). The Structural Engineers Association of California (SEAOC) and LandMark Consultants, Inc. Page 2
APN 670-110-043 LCI Report No. LP23130
Office of Statewide Health Planning and Development (OSHPD) Seismic Design Maps Web Application (SEAOC, 2020) was used to obtain the site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters. Design spectral response acceleration parameters are defined as the earthquake ground motions that are two-thirds (2/3) of the corresponding MCER ground motions. The Maximum Considered Earthquake Geometric Mean (MCE ) peak ground acceleration adjusted for soil site class effects (PGA ) value to be used for G M liquefaction and seismic settlement analysis in accordance with 2022 CBC Section 1803A.5.12 (PGAM = FPGA*PGA) is estimated at 0.98g for the project site. Design earthquake ground motion parameters are provided in Table 2.
Site Preparation
Clearing and Grubbing: Any surface improvements, debris or vegetation including grass, brush, 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, landfill, and buried obstructions such as old foundations, swimming pool and utility lines exposed during rough grading should be traced to the limits of the foreign material by the grading contractor and removed under our supervision. Any excavations resulting from site clearing should be dish-shaped to the lowest depth of disturbance and backfilled under the observation of the geotechnical engineer’s representative.
Building Pad Preparation: The existing surface soil within the proposed house pad areas should be removed to 24 inches below the lowest foundation grades or 48 inches below the existing grade (whichever deeper), extending five feet beyond all exterior wall/column lines (including adjacent concrete areas). The exposed sub-grade should be scarified to a depth of 8 inches, uniformly moisture conditioned to at least 2% over optimum moisture content and re-compacted to a minimum of 90% of the maximum density determined in accordance with ASTM D1557 methods.
Auxiliary Structures Foundation Preparation: Auxiliary structures such as free standing or retaining walls should have footings extended to a minimum of 24 inches below grade. The existing soil beneath the structure foundation prepared in the manner described for the house pad except the preparation needed only to extend 18 inches below and beyond the footing.
LandMark Consultants, Inc. Page 3
APN 670-110-043 LCI Report No. LP23130
Sidewalk and Concrete Hardscape Areas: In areas other than the building pad which are to receive concrete slabs, the ground surface should be over-excavated to a depth of 8 to 12 inches, uniformly moisture conditioned to at least 2% over optimum moisture, and re-compacted to at least 90% of ASTM D1557 maximum density.
Street Subgrade Preparation: The native soils in street areas should be removed and recompacted to 12 inches below the design subgrade elevation. Engineered fill in street areas should be uniformly moisture conditioned to at least 2% over optimum moisture, placed in layers not more than 6 to 8 inches in thickness and mechanically compacted to a minimum of 90% of the ASTM D1557 maximum dry density.
The native granular soil is suitable for use as compacted fill and utility trench backfill. The native soil should be placed in maximum 8-inch lifts (loose), uniformly moisture conditioned to at least 2% of optimum moisture content and re-compacted to a minimum of 90% of the maximum density determined in accordance with ASTM D1557 methods.
Imported fill soil (if needed) should be like 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.
Imported granular fill should be placed in lifts no greater than 8 inches in loose thickness, uniformly moisture conditioned to at least 2% over optimum moisture content and re-compacted to a minimum of 90% of the maximum density determined in accordance with ASTM D1557 methods.
Closure
We have prepared this report for your exclusive use in accordance with the generally accepted geotechnical engineering practice as it existed within the site area at the time of our study. No warranty is expressed or implied. It should be noted that the submitted plans were not reviewed for conformance with other clients’, governmental or consultant requirements.
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APN 670-110-043 LCI Report No. LP23130
We recommend that Landmark Consultants, Inc. be retained to provide 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.
Landmark Consultants, Inc. recommendations for this site are, to a high degree, dependent upon appropriate quality control of subgrade preparation, fill placement, and foundation construction.
Accordingly, the findings and professional opinions in this report are contingent upon the opportunity for Landmark Consultants, Inc. to observe grading operations and foundation excavations for the proposed construction.
If parties other than Landmark Consultants, Inc. are engaged to provide observation and testing services during construction, such parties must be notified that they will be required to assume complete responsibility as the geotechnical engineer of record for the geotechnical phase of the project by concurring with the recommendations in this report and/or by providing alternative recommendations.
Additional information concerning the scope and cost of these services can be obtained from our office. We appreciate the opportunity to be of service. Should you have any questions, please call our office at (760)360-0665.
Sincerely Yours,
LandMark Consultants, Inc.
Greg M. Chandra, P.E., M.ASCE
Principal Engineer
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a MBE Company 780 N. 4th Street
ElCentro, CA 92243
(760) 370-3000 October 12, 2016 (760) 337-8900 fax
77-948 Wildcat Drive
Palm Desert, CA 92211
Mr. Skip Goodell (760) 360-0665
Desert Care, LLC (760) 360-0521 fax
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.
Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 Page
TABLE OF CONTENTS
Section 1 ......................................................................................................................................... 1 INTRODUCTION ...................................................................................................................... 1
1.1 Project Description........................................................................................................... 1
1.2 Purpose and Scope of Work............................................................................................. 1
1.3 Authorization ................................................................................................................... 2 Section 2 ......................................................................................................................................... 3 METHODS OF INVESTIGATION ........................................................................................... 3
2.1 Field Exploration ............................................................................................................. 3
2.2 Laboratory Testing........................................................................................................... 4 Section 3 ......................................................................................................................................... 5 DISCUSSION............................................................................................................................. 5
3.1 Site Conditions................................................................................................................. 5
3.2 Geologic Setting............................................................................................................... 5
3.3 Faulting ............................................................................................................................ 6
3.4 General Ground Motion Analysis.................................................................................... 6
3.5 Seismic and Other Hazards.............................................................................................. 7
3.6 Subsurface Soil ................................................................................................................ 8
3.7 Groundwater .................................................................................................................... 8
3.9 Hydro-consolidation ........................................................................................................ 9
3.9 Regional Subsidence........................................................................................................ 9 Section 4 ....................................................................................................................................... 10 DESIGN CRITERIA ................................................................................................................ 10
4.1 Site Preparation.............................................................................................................. 10
4.2 Foundations and Settlements ......................................................................................... 12
4.3 Slabs-On-Grade.............................................................................................................. 13
4.4 Concrete Mixes and Corrosivity.................................................................................... 14
4.5 Excavations.................................................................................................................... 15
4.6 Lateral Earth Pressures .................................................................................................. 15
4.7 Seismic Design............................................................................................................... 15
4.7 Permanent Slopes........................................................................................................... 16
4.8 Pavements ...................................................................................................................... 16 Section 5 ....................................................................................................................................... 18 LIMITATIONS AND ADDITIONAL SERVICES ................................................................. 18
5.1 Limitations ..................................................................................................................... 18
5.2 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 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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Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 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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Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 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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Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122
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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Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 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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Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 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.
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Loving Care Assisted Living - Cathedral City, CA
Table 1
LCI Project No. LP17122
Summary of Characteristics of Closest Known Active Faults Maximum
Moment
Distance (km) Magnitude
(Mw)
Approximate
Distance Approximate Fault Length
(km)
Slip Rate
(mm/yr) Fault Name
(miles)
Garnet Hill *
San Andreas - San Bernardino (South)
San Andreas - San Bernardino (North)
Eureka Peak
1.0 1.6
3.7 6.0 7.4
7.5 6.4
103 ± 10
103 ± 10
19 ± 2
30 ± 7
5.6 9.0 24 ± 6
12.0 12.7
12.9 13.3
16.0 16.3
18.6 20.8
23.3 25.6
27.7 32.5
33.0 33.2
33.6 37.5
40.0 40.1
44.0 19.2
20.3 20.6
21.2 25.6
26.1 29.8
33.3 37.2
41.0 44.3
52.0 52.8
53.2 53.8
60.1 63.9
64.2 70.3
0.6 ± 0.4
Indio Hills *
Blue Cut *
San Andreas - Coachella
Burnt Mtn.
7.2 6.5
96 ± 10
21 ± 2
25 ± 5
0.6 ± 0.4
Morongo *
Pinto Mtn. 7.2
7.2 7.3
6.8 6.9
6.7 7.3
6.7 7
74 ± 7
91 ± 9
83 ± 8
41 ± 4
43 ± 4
35 ± 4
89 ± 9
27 ± 3
54 ± 5
145 ± 15
51 ± 5
95 ± 10
97 ± 10
2.5 ± 2
San Jacinto - Anza 12 ± 6
Landers 0.6 ± 0.4
San Jacinto - Coyote Creek 4 ± 2
San Jacinto - San Jacinto Valley
Johnson Valley (northern)
Pisgah Mtn. - Mesquite Lake
North Frontal Fault Zone - Eastern
S. Emerson - Copper Mtn.
Lenwood - Lockhart - Old Woman Springs
North Frontal Fault Zone - Western
Calico-Hidalgo
12 ± 6
0.6 ± 0.4
0.6 ± 0.4
0.5 ± 0.3
0.6 ± 0.4
0.6 ± 0.4
1 ± 0.5
7.5 7.2
7.3 7.3
0.6 ± 0.4
Helendale - S. Lockhart 0.6 ± 0.4
* Note: Faults not included in CGS database.
100 km
N
Source: California Geological Survey 2010 Fault Activity Map of California http://www.quake.ca.gov/gmaps/FAM/faultactivitymap.html# Regional Fault Map Figure 1 Project No.: LP17122
Project Site
N
Source: California Geological Survey 2010 Fault Activity Map of California http://www.quake.ca.gov/gmaps/FAM/faultactivitymap.html# Map of Local Faults Figure 2 Project No.: LP17122
Figure
3a
Fault Map Legend
Project No.: LP17122
Figure
3b
Fault Map Legend
Project No.: LP17122
Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 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 (MCE ) peak ground acceleration (PGA ) G M 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).
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Loving Care Assisted Living - Cathedral City, CA LCI Project No. LP17122 Table 2
2016 California Building Code (CBC) and ASCE 7-10 Seismic Parameters CBC Reference
Soil Site Class:
Latitude: 33.8283
Longitude: -116.4569 W
D Table 20.3-1
N
Risk Category:
Seismic Design Category:
II
E
Maximum Considered Earthquake (MCE) Ground Motion
Mapped MCER Short Period Spectral Response
Mapped MCER 1 second Spectral Response
Short Period (0.2 s) Site Coefficient
Ss
S1
Fa
Fv
SMS
SM1
2.191 g
1.072 g
1.00 Figure 1613.3.1(1)
Figure 1613.3.1(2)
Table 1613.3.3(1)
Table 1613.3.3(2)
= Fa * Ss
Long Period (1.0 s) Site Coefficient 1.50
MCER Spectral Response Acceleration Parameter (0.2 s)
MCER Spectral Response Acceleration Parameter (1.0 s)
2.191 g
1.608 g
Equation 16-37
= Fv * S1 Equation 16-38
Design Earthquake Ground Motion
Design Spectral Response Acceleration Parameter (0.2 s) SDS SD1
CRS
CR1
TL
1.461 g
1.072 g
0.963
= 2/3*SMS
= 2/3*SM1
Equation 16-39
Design Spectral Response Acceleration Parameter (1.0 s) Risk Coefficient at Short Periods (less than 0.2 s)
Risk Coefficient at Long Periods (greater than 1.0 s)
Equation 16-40
ASCE Figure 22-17
ASCE Figure 22-18
ASCE Figure 22-12
0.914
8.00 sec
TO
TS
0.15 sec =0.2*SD1/SDS
0.73 sec =SD1/SDS
Peak Ground Acceleration PGA 0.85 g M ASCE Equation 11.8-1 Period Sa MCER Sa
T (sec) (g)
0.00 0.15
0.73 1.05
1.06 1.07
1.08 1.10
1.20 1.20
1.40 1.50
1.75 2.00
2.20 2.40
2.60 2.80
3.00 3.50
4.00 (g)
0.58 1.46
1.46 1.02
1.01 1.00
0.99 0.97
0.89 0.89
0.77 0.71
0.61 0.54
0.49 0.45
0.41 0.38
0.36 0.31
0.27 0.88
2.19 2.19
1.53 1.52
1.50 1.49
1.46 1.34
1.34 1.15
1.07 0.92
0.80 0.73
0.67 0.62
0.57 0.54
0.46 0.40
Loving Care Assisted Living – Cathedral City, CA
Other Potential Geologic Hazards.
LCI Report No. LP17122
► 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 finegrained 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.
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Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 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.
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Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 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.
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Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 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.
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Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 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 undesirable 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.
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Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 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.
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Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 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 lowwater 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).
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Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 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
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Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 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.
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Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122
RECOMMENDED PAVEMENTS SECTIONS
R-Value of Subgrade Soil - 60 (estimated) Design Method - CALTRANS 2012 Flexible Pavements
Asphaltic Aggregate
Base
Thickness
(in.)
Traffic
Index
(assumed)
Concrete
Thickness
(in.)
5.0 6.0
7.0 8.0
3.0 3.5
4.5 5.0
4.0 4.0
4.0 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)
3)
Aggregate base shall conform to Caltrans Class 2 (¾ in. maximum), compacted to a minimum of 95% of ASTM D1557 maximum dry density.
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.
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Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 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.
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Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 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.
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APPENDIX A
Project Site
N
LANDMARK
Geo-Engineers and Geologists Plate
Project No.: LP17122 Vicinity Map A-1
B-5 T-4
T-3
B-4
T-1 T-5
B-1
T-2
T-6
B-2
B-3
Legend N
Approximate Boring Location
Approximate Test Pit Location
LANDMARK
Geo-Engineers and Geologists Plate
Project No.: LP17122 Site and Exploration Plan A-2
Project Site
N
LANDMARK
Geo-Engineers and Geologists Plate
A-3
USDA Soil Conservation
Project No.: LP17122 Soil Service Map
Soil Map—Riverside County, Coachella Valley Area, California Map Unit Legend
Riverside County, Coachella Valley Area, California (CA680) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI MaB Myoma fine sand, 0 to 5
percent slopes
88.6 100.0%
Totals for Area of Interest 88.6 100.0%
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/27/2017
Project Site
LANDMARK
Geo-Engineers and Geologists Plate
Project No.: LP17122 Topographic Map A-4
Project Site
LANDMARK
Geo-Engineers and Geologists
Riverside County
Geographic Information System (GIS)
Fault Map
Plate
Project No.: LP17122 A-5
Project Site
LANDMARK
Geo-Engineers and Geologists Plate
A-6
FEMA Flood Zones
Project No.: LP17122
APPENDIX B
FIELD LABORATORY LOG OF BORING No. B-1
SHEET 1 OF 1
OTHER TESTS DESCRIPTION OF MATERIAL
Passing #200 = 7.1%
SAND (SP-SM): Grayish brown, dry, fine grained,
medium dense to dense
5 10
15 21 107.3 1.9
0.3 1.0
0.6 0.3
1.4 1.4
3.0 0.6
Passing #200 = 9.2% 18
27 115.0
20 25
19 30
Passing #200 = 7.2%
30 35
40 45
50 55
60 18 Passing #200 = 8.1%
31 SILTY SAND (SM): Grayish brown, dry, fine grained, very dense 41 Passing #200 = 18.1%
SAND (SP-SM): Grayish brown, dry, fine grained, very dense, some gravel
50/6”
44 Passing #200 = 5.6%
Total Depth = 51.5'
Groundwater not encountered at time of drilling
Backfilled with excavated soil
DATE DRILLED:
LOGGED BY:
SURFACE ELEVATION:
8/31/17 TOTAL DEPTH:
TYPE OF BIT:
HAMMER WT.:
51.5 Feet DEPTH TO WATER: NA
Hollow Stem Auger DIAMETER:
DROP:
G. Chandra 8 in.
Approximately 370' 140 lbs. 30 in.
PROJECT NO. LLP17122 PLATE B-1
FIELD LABORATORY LOG OF BORING No. B-2
SHEET 1 OF 1
OTHER TESTS DESCRIPTION OF MATERIAL
SAND (SP-SM): Grayish brown, dry, fine grained,
medium dense to dense
5 10
15 24
12 42
33 26
107.8 0.6 Passing #200 = 10.3%
1.7 8.5
0.9 106.0
20 25
SILTY SAND (SM): Grayish brown, dry, fine grained, dense Passing #200 = 15.5% SAND (SP-SM): Grayish brown, dry, fine grained,
medium dense to dense
30 35
40 45
50 55
60 Total Depth = 26.5'
Groundwater not encountered at time of drilling
Backfilled with excavated soil
DATE DRILLED:
LOGGED BY:
SURFACE ELEVATION:
8/31/17 TOTAL DEPTH:
TYPE OF BIT:
HAMMER WT.:
26.5 Feet DEPTH TO WATER: NA
Hollow Stem Auger DIAMETER:
DROP:
G. Chandra 8 in.
Approximately 370' 140 lbs. 30 in.
PROJECT NO. LP17122 PLATE B-2
FIELD LABORATORY LOG OF BORING No. B-3
SHEET 1 OF 1
OTHER TESTS DESCRIPTION OF MATERIAL
SAND (SP-SM): Grayish brown, dry, fine grained,
medium dense
5 10
15 22
9 96.5 1.5
SILTY SAND (SM): Grayish brown, dry, fine grained, loose 2.1
0.6 0.7
0.5 0.4
0.8 0.2
Passing #200 = 15.3%
26 22
18 22
19 64
SAND (SP-SM): Grayish brown, dry, fine grained,
medium dense to dense
85.5 20
25 Passing #200 = 7.1%
30 35
40 45
50 55
60 Passing #200 = 4.1%
trace gravel Passing #200 = 7.0%
Total Depth = 41.5'
Groundwater not encountered at time of drilling
Backfilled with excavated soil
DATE DRILLED:
LOGGED BY:
SURFACE ELEVATION:
8/31/17 TOTAL DEPTH:
TYPE OF BIT:
HAMMER WT.:
41.5 Feet DEPTH TO WATER: NA
Hollow Stem Auger DIAMETER:
DROP:
G. Chandra 8 in.
Approximately 370' 140 lbs. 30 in.
PROJECT NO. LP17122 PLATE B-3
FIELD LABORATORY LOG OF BORING No. B-4
SHEET 1 OF 1
OTHER TESTS DESCRIPTION OF MATERIAL
SAND (SP-SM): Grayish brown, dry, fine grained,
medium dense
5 10
15 22
10 32
25 114.8 0.6 Passing #200 = 7.5%
1.9 3.8
0.6 SILTY SAND (SM): Grayish brown, dry, fine grained, dense 111.1 Passing #200 = 26.0% SAND (SP-SM): Grayish brown, dry, fine grained,
medium dense 20
25 30
35 40
45 50
55 60
Total Depth = 21.5'
Groundwater not encountered at time of drilling
Backfilled with excavated soil
DATE DRILLED:
LOGGED BY:
SURFACE ELEVATION:
8/31/17 TOTAL DEPTH:
TYPE OF BIT:
HAMMER WT.:
21.5 Feet DEPTH TO WATER: NA
Hollow Stem Auger DIAMETER:
DROP:
G. Chandra 8 in.
Approximately 370' 140 lbs. 30 in.
PROJECT NO. LLP17122 PLATE B-4
FIELD LABORATORY LOG OF BORING No. B-5
SHEET 1 OF 1
OTHER TESTS DESCRIPTION OF MATERIAL
SAND (SP-SM): Grayish brown, dry, fine grained,
medium dense to dense
5 10
15 22
13 27
29 104.7 2.2
4.2 1.1
0.4 SILTY SAND (SM): Grayish brown, dry, fine grained, dense Passing #200 = 32.0% SAND (SP-SM): Grayish brown, dry, fine grained,
medium dense to dense 105.5
20 25
Passing #200 = 6.9%
30 35
40 45
50 55
60 Total Depth = 21.5'
Groundwater not encountered at time of drilling
Backfilled with excavated soil
DATE DRILLED:
LOGGED BY:
SURFACE ELEVATION:
8/31/17 TOTAL DEPTH:
TYPE OF BIT:
HAMMER WT.:
21.5 Feet DEPTH TO WATER: NA
Hollow Stem Auger DIAMETER:
DROP:
G. Chandra 8 in.
Approximately 370' 140 lbs. 30 in.
PROJECT NO. LP17122 PLATE B-5
FIELD LABORATORY LOG OF TEST PIT NO. T-1
SHEET 1 OF 1
OTHER TESTS DESCRIPTION OF MATERIAL
SAND (SP-SM): Grayish brown, dry, fine grained 104.4 1.8 5 10
15 20
25 30
increase in silt content
Total Depth = 15.0’
Moisture and density values by Nuclear Densometer (ASTM 6938) Backfilled with excavated soil
DATE EXCAVATED:
LOGGED BY:
5/14/17 TOTAL DEPTH:
TYPE OF BIT:
HAMMER WT.:
15 Feet
Backhoe
N/A
DEPTH TO WATER:
DIAMETER:
N/A
J. Lorenzana N/A
SURFACE ELEVATION: Approximately 370’ DROP: N/A
PROJECT NO. LP17122 PLATE B-6
FIELD LABORATORY LOG OF TEST PIT NO. T-2
SHEET 1 OF 1
OTHER TESTS DESCRIPTION OF MATERIAL
SAND (SP-SM): Grayish brown, dry, fine grained 105.4
104.0
2.5 2.8
5 10
15 20
25 30
increase in silt content
Total Depth = 15.0’
Moisture and density values by Nuclear Densometer (ASTM 6938) Backfilled with excavated soil
DATE EXCAVATED:
LOGGED BY:
5/14/17 TOTAL DEPTH:
TYPE OF BIT:
HAMMER WT.:
15 Feet
Backhoe
N/A
DEPTH TO WATER:
DIAMETER:
N/A
J. Lorenzana N/A
SURFACE ELEVATION: Approximately 370’ DROP: N/A
PROJECT NO. LP17122 PLATE B-7
FIELD LABORATORY LOG OF TEST PIT NO. T-3
SHEET 1 OF 1
OTHER TESTS DESCRIPTION OF MATERIAL
SAND (SP-SM): Grayish brown, dry, fine grained 105.3
105.1
2.3 3.0
5 10
15 20
25 30
increase in silt content
Total Depth = 15.0’
Moisture and density values by Nuclear Densometer (ASTM 6938) Backfilled with excavated soil
DATE EXCAVATED:
LOGGED BY:
5/14/17 TOTAL DEPTH:
TYPE OF BIT:
HAMMER WT.:
15 Feet
Backhoe
N/A
DEPTH TO WATER:
DIAMETER:
N/A
J. Lorenzana N/A
SURFACE ELEVATION: Approximately 370’ DROP: N/A
PROJECT NO. LP17122 PLATE B-8
FIELD LABORATORY LOG OF TEST PIT NO. T-4
SHEET 1 OF 1
OTHER TESTS DESCRIPTION OF MATERIAL
SAND (SP-SM): Grayish brown, dry, fine grained 98.9 2.0 100.0 2.6
5 10
15 20
25 30
increase in silt content
Total Depth = 15.0’
Moisture and density values by Nuclear Densometer (ASTM 6938) Backfilled with excavated soil
DATE EXCAVATED:
LOGGED BY:
5/14/17 TOTAL DEPTH:
TYPE OF BIT:
HAMMER WT.:
15 Feet
Backhoe
N/A
DEPTH TO WATER:
DIAMETER:
N/A
J. Lorenzana N/A
SURFACE ELEVATION: Approximately 370’ DROP: N/A
PROJECT NO. LP17122 PLATE B-9
FIELD LABORATORY LOG OF TEST PIT NO. T-5
SHEET 1 OF 1
OTHER TESTS DESCRIPTION OF MATERIAL
SAND (SP-SM): Grayish brown, dry, fine grained 109.0
103.0
1.6 2.3
5 10
15 20
25 30
increase in silt content
Total Depth = 15.0’
Moisture and density values by Nuclear Densometer (ASTM 6938) Backfilled with excavated soil
DATE EXCAVATED:
LOGGED BY:
5/14/17 TOTAL DEPTH:
TYPE OF BIT:
HAMMER WT.:
15 Feet
Backhoe
N/A
DEPTH TO WATER:
DIAMETER:
N/A
J. Lorenzana N/A
SURFACE ELEVATION: Approximately 370’ DROP: N/A
PROJECT NO. LP17122 PLATE B-10
FIELD LABORATORY LOG OF TEST PIT NO. T-6
SHEET 1 OF 1
OTHER TESTS DESCRIPTION OF MATERIAL
SAND (SP-SM): Grayish brown, dry, fine grained 104.0
105.9
1.8 1.9
5 10
15 20
25 30
increase in silt content
Total Depth = 15.0’
Moisture and density values by Nuclear Densometer (ASTM 6938) Backfilled with excavated soil
DATE EXCAVATED:
LOGGED BY:
5/14/17 TOTAL DEPTH:
TYPE OF BIT:
HAMMER WT.:
15 Feet
Backhoe
N/A
DEPTH TO WATER:
DIAMETER:
N/A
J. Lorenzana N/A
SURFACE ELEVATION: Approximately 370’ DROP: N/A
PROJECT NO. LP17122 PLATE B-11
DEFINITION OF TERMS
PRIMARY DIVISIONS
Gravels
SYMBOLS SECONDARY DIVISIONS
GW Well graded gravels, gravel-sand mixtures, little or no fines GP Poorly graded gravels, or gravel-sand mixtures, little or no fines GM Silty gravels, gravel-sand-silt mixtures, non-plastic fines GC Clayey gravels, gravel-sand-clay mixtures, plastic fines SW Well graded sands, gravelly sands, little or no fines SP Poorly graded sands or gravelly sands, little or no fines SM Silty sands, sand-silt mixtures, non-plastic fines
SC Clayey sands, sand-clay mixtures, plastic fines
Clean gravels (less
than 5% fines)
More than half of
coarse fraction is
larger than No. 4
sieve Gravel with fines
Coarse grained soils More
than half of material is larger
that No. 200 sieve Sands Clean sands (less
than 5% fines)
More than half of
coarse fraction is
smaller than No. 4
sieve Sands with fines
Silts and clays ML Inorganic silts, clayey silts with slight plasticity CL Inorganic clays of low to medium plasticity, gravely, sandy, or lean clays OL Organic silts and organic clays of low plasticity
Liquid limit is less than 50%
Fine grained soils More than
half of material is smaller
than No. 200 sieve Silts and clays MH Inorganic silts, micaceous or diatomaceous silty soils, elastic silts CH Inorganic clays of high plasticity, fat clays
Liquid limit is more than 50%
OH Organic clays of medium to high plasticity, organic silts Highly organic soils PT Peat and other highly organic soils
GRAIN SIZES
Sand
Medium
40 10
US Standard Series Sieve
Gravel
Silts and Clays Cobbles Boulders
Fine Coarse Fine Coarse
200 4 3/4" 3"
Clear Square Openings
12"
Clays & Plastic Silts Strength ** Blows/ft. *
Sands, Gravels, etc. Blows/ft. * Very Soft 0-0.25 0-2
Very Loose
Loose
0-4
4-10
Soft
Firm
0.25-0.5
0.5-1.0
1.0-2.0
2.0-4.0
Over 4.0
2-4
4-8
Medium Dense
Dense
10-30
30-50
Over 50
Stiff 8-16
Very Stiff
Hard
16-32
Very Dense Over 32
* Number of blows of 140 lb. hammer falling 30 inches to drive a 2 inch O.D. (1 3/8 in. I.D.) split spoon (ASTM D1586). ** Unconfined compressive strength in tons/s.f. as determined by laboratory testing or approximated by the Standard Penetration Test (ASTM D1586), Pocket Penetrometer, Torvane, or visual observation.
Type of Samples:
Ring Sample Standard Penetration Test Shelby Tube Bulk (Bag) Sample Drilling Notes:
1. Sampling and Blow Counts
Ring Sampler - Number of blows per foot of a 140 lb. hammer falling 30 inches.
Standard Penetration Test - Number of blows per foot.
Shelby Tube - Three (3) inch nominal diameter tube hydraulically pushed.
2. P. P. = Pocket Penetrometer (tons/s.f.).
3. NR = No recovery.
4. GWT = Ground Water Table observed @ specified time.
APPENDIX C
SIEVE ANALYSIS
Gravel Sand
Medium
Cobbles and Boulders Silt and Clay
Coarse Fine Coarse Fine
90 80
70 60
50 40
30 20
10 0
B-1 @ 0-3 ft.
1000.000 100.000 10.000 1.000 0.100 0.010
Particle Size (mm)
SIEVE ANALYSIS
Gravel Sand
Medium
Cobbles and Boulders Silt and Clay
Coarse Fine Coarse Fine
90 80
70 60
50 40
30 20
10 0
B-1 @ 23 ft.
1000.000 100.000 10.000 1.000 0.100 0.010
Particle Size (mm)
SIEVE ANALYSIS
Gravel Sand
Medium
Cobbles and Boulders Silt and Clay
Coarse Fine Coarse Fine
90 80
70 60
50 40
30 20
10 0
T-2 @ 0-3 ft.
1000.000 100.000 10.000 1.000 0.100 0.010
Particle Size (mm)
SIEVE ANALYSIS
Gravel Sand
Medium
Cobbles and Boulders Silt and Clay
Coarse Fine Coarse Fine
90 80
70 60
50 40
30 20
10 0
T-4 @ 0-3 ft.
1000.000 100.000 10.000 1.000 0.100 0.010
Particle Size (mm)
LANDMARK CONSULTANTS, INC.
CLIENT: Desert Care LLC
PROJECT: Living Care Assisted Living
JOB No.: LP17122
DATE: 10/09/17
CHEMICAL ANALYSIS
Boring:
Sample Depth, ft:
B-1
0-3
Caltrans
Method
pH:
Electrical Conductivity (mmhos):
Resistivity (ohm-cm):
8.7 --
643
424
643
422
417
11,000
Chloride (Cl), ppm: 40
Sulfate (SO4), ppm: 0
General Guidelines for Soil Corrosivity
Material
Affected
Chemical
Agent
Range
of Values
Degree of
Corrosivity
Concrete Soluble
Sulfates
(ppm)
0 - 1,000 Low
Moderate
Severe
1,000 - 2,000
2,000 - 20,000
> 20,000 Very Severe
Normal
Grade
Steel
Soluble
Chlorides
(ppm)
0 - 200 Low
Moderate
Severe
200 - 700
700 - 1,500
> 1,500 Very Severe
Normal
Grade
Steel
Resistivity
(ohm-cm)
1 - 1,000 Very Severe
Severe
Moderate
Low
1,000 - 2,000
2,000 - 10,000
> 10,000
Client: Desert Care LLC
Project: Living Care Assisted Living
Project No.: LP17122
Date: 9/5/2017
Soil Description: Gray Find Sand
Sample Location: B-1 @ 0-3'
Test Method: ASTM D-1557 A
Maximum Dry Density (pcf):
Optimum Moisture Content (%):
113.0
Lab. No.: N/A 7.2
140
130
120
110
100
Curves of 100%
saturation for
specific gravity
equal to:
2.75 2.70
2.65 0 5 10 15 20 25 30
Moisture Content (%)
APPENDIX D
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 LiquefactionInduced 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.
The Wren Multiple-Family Development Project
Appendix D
Paleontological Resources Assessment Report
Assessor’s Parcel Nos. 670-110-043, -045,
-048 to -053, -055, and -056
CRM Tech
October 24, 2023
PALEONTOLOGICAL RESOURCES ASSESSMENT REPORT
ASSESSOR’S PARCEL NOS. 670-110-043, -045,
-048 to -053, -055, and -056
City of Cathedral City
Riverside County, California
For Submittal to:
City of Cathedral City Planning Department
68700 Avenida Lalo Guerrero
Cathedral City, CA 92234
Prepared for:
Compass Consulting Enterprises, Inc.
PO Box 2627
Avalon, CA 90704
Submitted by:
Ron C. Schmidtling, Paleontologist
Breidy Q. Vilcahuaman, Archaeologist/Report Writer
CRM TECH
1016 E. Cooley Drive, Suite A/B
Colton, CA 92324
Michael Hogan, Principal Investigator
Bai Tang, Principal Investigator
October 24, 2023
CRM TECH Contract No. 4027P
Approximately 20.5 acres (project size: 10.48 acres)
Section 15, T4S R5E, San Bernardino Baseline and Meridian USGS Cathedral City, Calif., 7.5’ Quadrangle
i
EXECUTIVE SUMMARY
Between June and October, 2023, at the request of Compass Consulting Enterprises, Inc., CRM TECH performed a paleontological resource assessment on approximately
20.5 acres of vacant land in the City of Cathedral City, Riverside County, California.
The subject property of the study consists of Assessor’s Parcel Nos. (APN) 670-110- 043, -045, -048 to -053, -055, and -056, located on the east side of Date Palm Drive and the north side of McCallum Way, in the northwest quarter of Section 15, T4S R5E, San Bernardino Baseline and Meridian, as depicted in the United States Geological Survey Cathedral City, Calif., 7.5’ quadrangle..
The study is part of the environmental review process for the proposed construction of a 204-unit apartment complex in the northern portion of the study area, namely APN 670-110-043, which measures 10.48 acres. The City of Cathedral City, as the lead agency for the project, required the study in compliance with the California Environmental Quality Act (CEQA). The purpose of the study is to provide the City with the necessary information and analysis to determine whether the proposed project would adversely affect any significant, nonrenewable paleontological resources, as required by CEQA.
In order to identify any paleontological resource localities that may exist in or near the study area and to assess the probability for such resources to be encountered during the project, CRM TECH initiated a paleontological records search, conducted a literature review, and carried out a systematic field survey of the study area, in accordance with the guidelines of the Society of Vertebrate Paleontology. The results of these research procedures indicate that the study area is situated entirely upon deposits of Holoceneage sediments, which have a low potential to contain significant, nonrenewable paleontological resources. No paleontological localities were previously identified in or near the study area, nor was any evidence of fossil remains observed during the current survey.
Based on these findings, the proposed project’s potential to impact significant, nonrenewable paleontological resources appears to be low. Therefore, CRM TECH recommends to the City of Cathedral City a conclusion of No Impact regarding paleontological resources.
ii
TABLE OF CONTENTS
EXECUTIVE SUMMARY ................................................................................................................... i INTRODUCTION ................................................................................................................................ 1 PALEONTOLOGICAL RESOURCES................................................................................................ 4 Definitions......................................................................................................................................... 4 Significance Criteria ......................................................................................................................... 4 Paleontological Sensitivity................................................................................................................ 5 SETTING.............................................................................................................................................. 6 METHODS AND PROCEDURES....................................................................................................... 7 Records Search.................................................................................................................................. 7 Literature Review.............................................................................................................................. 7 Field Survey...................................................................................................................................... 8 RESULTS AND FINDINGS................................................................................................................ 8 Records Search.................................................................................................................................. 8 Literature Review.............................................................................................................................. 8 Field Survey.................................................................................................................................... 10 CONCLUSION AND RECOMMENDATIONS ............................................................................... 10 REFERENCES ................................................................................................................................... 10 APPENDIX 1: Personnel Qualifications............................................................................................ 12 APPENDIX 2: Records Search Results.............................................................................................. 14
LIST OF FIGURES
Figure 1. Project vicinity...................................................................................................................... 1 Figure 2. The study area and the project area ...................................................................................... 2 Figure 3. Recent satellite image of the study area ............................................................................... 3 Figure 4. Current condition of the study area ...................................................................................... 7 Figure 5. Geologic map of the project vicinity.................................................................................... 9 1 INTRODUCTION
Between June and October, 2023, at the request of Compass Consulting Enterprises, Inc., CRM TECH performed a paleontological resource assessment on approximately 20.5 acres of vacant land in the City of Cathedral City, Riverside County, California (Fig. 1). The subject property of the study consists of Assessor’s Parcel Nos. (APN) 670-110-043, -045, -048 to -053, -055, and -056, located on the east side of Date Palm Drive and the north side of McCallum Way, in the northwest quarter of Section 15, T4S R5E, San Bernardino Baseline and Meridian (Figs. 2, 3).
The study is part of the environmental review process for the proposed construction of a 204-unit apartment complex in the northern portion of the study area, namely APN 670-110-043, which measures 10.48 acres (Figs. 2, 3). The City of Cathedral City, as the lead agency for the project, required the study in compliance with the California Environmental Quality Act (CEQA). The purpose of the study is to provide the City with the necessary information and analysis to determine whether the proposed project would adversely affect any significant, nonrenewable paleontological resources, as required by CEQA, and to design a paleontological mitigation program, if necessary.
In order to identify any paleontological resource localities that may exist in or near the study area and to assess the probability for such resources to be encountered during the project, CRM TECH initiated a records search at the appropriate repository, conducted a literature review, and carried out a systematic field survey of the study area. The following report is a complete account of the methods, results, and conclusion of this study. Personnel who participated in the study are named in the appropriate sections below, and their qualifications are provided in Appendix 1.
Figure 1. Project vicinity. (Based on USGS Santa Ana, Calif., 120’x60’ quadrangle, 1979 edition) 2 Figure 2. The study area and the project area. (Based on USGS Cathedral City., Calif., 7.5’ quadrangle, 1981 edition) 3 Figure 3. Recent satellite image of the study area. (Based on Google Earth imagery) 4 PALEONTOLOGICAL RESOURCES
DEFINITIONS
Paleontological resources represent the remains of prehistoric life, exclusive of any human remains, and include the localities where fossils were collected as well as the sedimentary rock formations in which they were found. The defining character of fossils or fossil deposits is their geologic age, which is typically regarded as older than approximately 12,000 years, the generally accepted temporal boundary marking the end of the last late Pleistocene (circa 2.6 million to 12,000 years B.P.) glaciation and the beginning of the current Holocene epoch (circa 12,000 years B.P. to the present).
Common fossil remains include marine shells; the bones and teeth of fish, amphibians, reptiles, and mammals; leaf assemblages; and petrified wood. Fossil traces, another type of paleontological resource, include internal and external molds (impressions) and casts created by these organisms.
These items can serve as important guides to the age of the rocks and sediments in which they are contained and may prove useful in determining the temporal relationships between rock deposits from one area and those from another as well as the timing of geologic events. They can also provide information regarding evolutionary relationships, development trends, and environmental conditions.
Fossil resources generally occur only in areas of sedimentary rock (e.g., sandstone, siltstone, mudstone, claystone, or shale). Because of the infrequency of fossil preservation, fossils, particularly vertebrate fossils, are considered nonrenewable paleontological resources. Occasionally fossils may be exposed at the surface through the process of natural erosion or because of human disturbances; however, they generally lay buried beneath the surficial soils. Thus, the absence of fossils on the surface does not preclude the possibility of their being present within subsurface deposits, while the presence of fossils at the surface is often a good indication that more remains may be found in the subsurface.
SIGNIFICANCE CRITERIA
According to guidelines proposed by Eric Scott and Kathleen Springer (2003) of the San Bernardino County Museum, paleontological resources can be considered to be of significant scientific interest if they meet one or more of the following criteria:
1. The fossils provide information on the evolutionary relationships and developmental trends exhibited among organisms, living or extinct;
2. The fossils provide data useful in determining the age(s) of the rock unit or sedimentary stratum, including data important in determining the depositional history of the region and the timing of geologic events therein;
3. The fossils provide data regarding the development of biological communities or the interactions between paleobotanical and paleozoological biotas;
4. The fossils demonstrate unusual or spectacular circumstances in the history of life; and/or
5. The fossils are in short supply and/or in danger of being depleted or destroyed by the elements, vandalism, or commercial exploitation, and are not found in other geographic locations. 5 PALEONTOLOGICAL SENSITIVITY
The fossil record is unpredictable, and the preservation of organic remains is rare, requiring a particular sequence of events involving physical and biological factors. Skeletal tissue with a high percentage of mineral matter is the most readily preserved within the fossil record; soft tissues not intimately connected with the skeletal parts, however, are the least likely to be preserved (Raup and Stanley 1978). For this reason, the fossil record contains a biased selection not only of the types of organisms preserved but also of certain parts of the organisms themselves. As a consequence, paleontologists are unable to know with certainty, the quantity of fossils or the quality of their preservation that might be present within any given geologic unit.
Sedimentary units that are paleontologically sensitive are those geologic units (mappable rock formations) with a high potential to contain significant nonrenewable paleontological resources.
More specifically, these are geologic units within which vertebrate fossils or significant invertebrate fossils have been determined by previous studies to be present or are likely to be present. These units include, but are not limited to, sedimentary formations that contain significant paleontological resources anywhere within their geographical extent as well as sedimentary rock units temporally or lithologically amenable to the preservation of fossils.
A geologic formation is defined as a stratigraphic unit identified by its lithic characteristics (e.g., grain size, texture, color, and mineral content) and stratigraphic position. There is a direct relationship between fossils and the geologic formations within which they are enclosed and, with sufficient knowledge of the geology and stratigraphy of a particular area, it is possible for paleontologists to reasonably determine the formation’s potential to contain significant nonrenewable vertebrate, invertebrate, marine, or plant fossil remains.
The paleontological sensitivity for a geologic formation is determined by the potential for that formation to produce significant nonrenewable fossils. This determination is based on what fossil resources the particular geologic formation has produced in the past at other nearby locations.
Determinations of paleontologic sensitivity must consider not only the potential for yielding vertebrate fossils but also the potential of yielding a few significant fossils that may provide new and significant taxonomic, phylogenetic, and/or stratigraphic data.
The Society of Vertebrate Paleontology issued a set of standard guidelines intended to assist paleontologists to assess and mitigate any adverse effects/impacts to nonrenewable paleontological resources. The guidelines defined four categories of paleontological sensitivity for geologic units that might be impacted by a proposed project, as listed below (Society of Vertebrate Paleontology 2010:1-2):
• High Potential: Rock units from which vertebrate or significant invertebrate, plant, or trace fossils have been recovered.
• Undetermined Potential: Rock units for which little information is available concerning their paleontological content, geologic age, and depositional environment. • Low Potential: Rock units that are poorly represented by fossil specimens in institutional collections, or based on general scientific consensus only preserve fossils in rare circumstances. • No Potential: Rock units that have no potential to contain significant paleontological resources, such as high-grade metamorphic rocks and plutonic igneous rocks. 6 SETTING
The City of Cathedral City lies in the Coachella Valley, which occupies the northwestern portion of the Colorado Desert geomorphic province (Jenkins 1980:40-41). The Colorado Desert province is bounded by the Peninsular Ranges province on the southwest, the eastern Transverse Ranges province on the north, and the Mojave Desert province on the northeast (ibid.). It widens to the southeast through the Imperial Valley and extends into Mexico.
One of the major features found within the Colorado Desert province is the Salton Trough, a 290- kilometer-long (approximately 180-mile) structural depression containing the present-day Salton Sea and the Holocene-age Lake Cahuilla. It extends from the San Gorgonio Pass area southward into Mexico and, during the late Miocene and early Pliocene, constituted a northward extension of the Gulf of California (Powell 1995). Elevations within the Colorado Desert province tend to be low, while those of the adjacent provinces can be quite high. This configuration has made for rapid filling of the basin, especially along its margins, with coarse clastic sediments.
By late Pleistocene and Holocene times, the northwestern portion of the Salton Trough was filled with more than 4,000 feet of sediments (Proctor 1968). Such coarse sediments afford only local environments for the preservation of vertebrate remains. However, some scattered vertebrate fossils have been found in these fluvial derived clastic sediments. While the term “Salton Trough” refers to the entire structural depression from the San Gorgonio Pass to the Gulf of California, “Salton Basin” is used to describe the portion of the area that drains directly into the Salton Sea (Harms 1996:117).
The Salton Sea, therefore, occupies the Salton Basin portion of the Salton Trough (ibid.).
Holocene Lake Cahuilla occupied a much larger portion of the Salton Basin than the present-day Salton Sea (Rogers 1965). The shoreline of the last ancient lake can be seen today as a line along the base of the Santa Rosa Mountains at an elevation of approximately 42 feet above mean sea level (Wilke 1978; Waters 1983). However, there were a number of earlier in-fillings of the Salton Trough, each leaving behind lacustrine sediment deposits. When the lake was dry or drying, fluvial sediments were deposited in the same area.
A major feature in the northwestern portion of the Coachella Valley is the San Andreas Fault system.
This fault system has brought to the surface rocks as old as the Lower Pliocene Epoch in some areas (Proctor 1968:Plate 1). The area south of the Banning and Garnet Hill fault zones is known to have a thick sedimentary sequence above an igneous/metamorphic basement complex (ibid.). Smith (1964) indicates that the valley fill at the project site is less than 8,000 feet thick.
The study area is situated in a suburban setting in the northern portion of Cathedral City, near the Interstate Highway 10 corridor. It is surrounded mostly by residential neighborhoods of relatively recent vintages to the east and the south, a community church to the north, and vacant land across Date Palm Drive to the west (Fig. 3). The terrain is generally level (Fig. 4), with elevations ranging around 370 feet above mean sea level. The surface soil is composed of a light olive gray very fine sand.
The ground surface in the southern portion of the study area has been disturbed by the construction of two commercial buildings at the southern end, one of them currently occupied by a Dollar Tree store, and a paved road that runs east-west across the study area some 400 feet to the north of the 7 Figure 4. Current condition of the study area. (Photograph taken on July 21, 2023; view to the southwest) buildings. The central portion of the property retains more of the natural character of the land, while the northern portion has been cleared in the past and is now devoid of any native vegetation (Fig. 3).
Vegetation in the central portion consists mainly of creosote bushes, brittlebush, salt cedars, and other small desert shrubs and grasses, with introduced landscaping plants found around the commercial buildings in the southern portion.
METHODS AND PROCEDURES
RECORDS SEARCH
The paleontological records search service for this study was provided by the Western Science Center (WSC) in Hemet, California, which maintains files of regional paleontological localities as well as supporting maps and documents. The records search results were used to identify known previously performed paleontological resource assessments as well as known paleontological localities within a one-mile radius of the study area. A copy of the records search results is attached to this report in Appendix 2.
LITERATURE REVIEW
In conjunction with the records search, CRM TECH report writer Breidy Q. Vilcahuaman reviewed geological literature pertaining to the project vicinity under the direction of principal paleontologist 8 Ron C. Schmidtling. Sources consulted during the review included primarily topographic, geologic, and soil maps of the Coachella Valley region, published geologic literature pertaining to the project location, satellite and aerial images available at the Nationwide Environmental Title Research (NETR) Online website and through the Google Earth software, and other materials in the CRM TECH library, including unpublished reports produced during similar surveys in the vicinity.
FIELD SURVEY
On July 21, 2023, CRM TECH paleontological surveyor Daniel Ballester carried out the field survey of the study area under the direction of Ron C. Schmidtling. The survey was completed at an intensive level by walking a series of parallel north-south transects spaced 15 meters (approximately 50 feet) apart. In this way, the ground surface in the entire study area was systematically and carefully examined to determine soil types, verify the geological formations, and search for indications of paleontological remains. Ground visibility was good to excellent (85-90%) despite the scattered vegetation growth.
RESULTS AND FINDINGS
RECORDS SEARCH
The records search by the WSC identified no known paleontological localities within the study area, nor within a one-mile radius (Stoneburn 2023; see App. 2). The WSC identifies the geological formation in the study area as Holocene-aged deposits of alluvial sand and gravel (ibid.). These younger Quaternary deposits typically do not contain fossilized materials due to their relatively recent age. However, the WSC further points out that excavations reach “any substantial depth” may extend into Pleistocene alluvial sediments, which may contain significant fossil remains (ibid.).
LITERATURE REVIEW
The surface geology in the study area has been mapped by several past studies. Rogers (1965) maps it as Qal-Qs, which represents recent alluvium and sand dune deposits. Dibblee (2008) maps it as Qs, or recent loose fine sand deposits over alluvial sand and gravel or older alluvial gravel and sand (Fig. 5). Lancaster et al. (2012) map it as Qe, or Eolian and Dune Deposits, which contain unconsolidated, generally well-sorted wind-blown sand. None of these studies shows any older sediments on the surface in the immediate vicinity of the study area.
The original surface soils in the study area are mapped as ChC and CdC (Knecht 1980:Map Sheet 6).
Both of these soil types belong to the Carsitas Series (ibid.:11, 12). The CdC-type soils are described as Carsitas gravelly sand, 0-9% slopes, and the ChC-type soils are described as Carsitas cobbly sand, 2-9% slopes (ibid.). Both are gently sloping to moderately sloping soils on alluvial fans, valley fill, and remnants of dissected alluvial fans along the east, north, and west edges of the Coachella Valley. The California Soil Resource Laboratory (n.d.) identifies the surface soil type in the study area as MaB, which belongs to the Myoma Series, specifically the Myoma fine sand, 0-5% slopes. These soils form in nearly level to gently sloping areas on alluvial fans where they merge with finer textured flood plain and basin deposits (ibid.). 9 Figure 5. Geologic map of the project vicinity. (Based on Dibblee 2008) 10 FIELD SURVEY
The field survey yielded negative findings for potential paleontological resources, and no surficial indications of any fossil remains were observed within or adjacent to the study area.
CONCLUSION AND RECOMMENDATIONS
CEQA guidelines (Title 14 CCR App. G, Sec. V(c)) require that public agencies in the State of California determine whether a proposed project would “directly or indirectly destroy a unique paleontological resource” during the environmental review process. The present study, conducted in compliance with this provision, is designed to identify any significant, non-renewable paleontological resources that may exist within or adjacent to the study area, and to assess the possibility for such resources to be encountered in future excavation and construction activities.
The results of the records search and the literature research indicate that the study area is situated entirely upon deposits of Holocene-age sediments, which have a low potential to contain significant, nonrenewable paleontological resources. No paleontological localities were previously identified in or near the study area, nor was any evidence of fossil remains observed during the current survey.
Based on these findings, the proposed project’s potential to impact significant, nonrenewable paleontological resources appears to be low. Therefore, CRM TECH recommends to the City of Cathedral City a conclusion of No Impact regarding paleontological resources.
REFERENCES
California Soil Resource Laboratory
n.d. Soil Survey. https://casoilresource.lawr.ucdavis.edu/.
Dibblee, Thomas W., Jr.
2008 Geologic Map of the Thousand Palms/Lost Horse Mountain, 15’ Quadrangles, Riverside County, California. Dibblee Geology Center Map #DF-372. Santa Barbara, California.
Harms, Nancy S.
1996 A Precollegiate Teachers Guide to California Geomorphic/Physiographic Provinces.
National Association of Geoscience Teachers, Far West Section, Concord, California.
Jenkins, Olaf P.
1980 Geomorphic Provinces Map of California. California Geology 32(2):40-41.
Knecht, Arnold A.
1980 Soil Survey of Riverside County, California—Coachella Valley Area. U.S. Department of Agriculture, Soil Conservation Service, Washington, D.C.
Lancaster, Jeremy T., C.A. Hayhurst, and T.L. Bedrossian 2012 Preliminary Geologic Map of Quaternary Surficial Deposits in Southern California, Palm Springs 30’x60’ Quadrangle (1:100,000). In Trinda L. Bedrossian, Peter Roffers, Cheryl A.
Hayhurst, Jeremy T. Lancaster, and William R. Short (eds.): Geologic Compilation of Quaternary Surficial Deposits in Southern California; Plate 24. California Geological Survey, Sacramento.
11 Powell, Charles L., II
1995 Paleontology and Significance of the Imperial Formation at Garnet Hill, Riverside County, California. U.S. Geological Survey Open-File Report 95-489. U. S. Government Printing Office, Washington, D.C.
Proctor, Richard J.
1968 Geology of the Desert Hot Springs-Upper Coachella Valley Area, California, with a Selected Bibliography of the Coachella Valley, Salton Sea, and Vicinity. California Division of Mines and Geology Special Report 94. Sacramento.
Raup, David M., and Steven M. Stanley
1978 Principle of Paleontology. W.H. Freeman and Company, San Francisco.\ Rogers, Thomas H.
1965 Geological Map of California, Santa Ana Sheet (1:250,000). California Division of Mines and Geology, Sacramento.
Scott, Eric, and Kathleen Springer
2003 CEQA and Fossil Preservation in California. Environmental Monitor Fall:4-10.
Association of Environmental Professionals, Sacramento, California.
Smith, Merritt B.
1964 Map Showing Distribution and Configuration of Basement Rocks in California. U.S.
Geological Survey Oil and Gas Investigations Map OM-215. U.S. Government Printing Office, Washington, D.C.
Society of Vertebrate Paleontology
2010 Standard Procedures for the Assessment and Mitigation of Adverse Impacts to Paleontological Resources. http://vertpaleo.org/Membership/Member-Resources/SVP_ Impact_Mitigation_Guidelines.aspx.
Stoneburn, Brittney
2023 Letter of findings: paleontological records search for the proposed project. August 9.
Prepared by the Western Science Center, Hemet, California.
Waters, Michael R.
1983 Late Holocene Lacustrine Chronology and Archaeology of Ancient Lake Cahuilla.
Quaternary Research 19:373-387.
Wilke, Philip J.
1978 Late Prehistoric Human Ecology at Lake Cahuilla, Coachella Valley, California.
Contributions of the University of California Archaeological Research Facility 38. University of California, Berkeley.
12 APPENDIX 1:
PERSONNEL QUALIFICATIONS
PRINCIPAL PALEONTOLOGIST
Ron Schmidtling, M.S.
Education
1995 M.S., Geology, University of California, Los Angeles. 1991 Pasadena City College, Pasadena, California.
1985 B.A., Archaeology, Paleontology, Ancient Folklore, and Art History, University of Southern Mississippi, Hattiesburg.
Professional Experience:
2020- Principal Paleontologist, CRM TECH, Colton, California. 2014- Instructor of Earth Science, History of Life, Ecology, and Evolutionary Biology, Columbia College Hollywood, Reseda, California.
2013, 2015 Volunteer, excavation of a camarasaur and a diplodocid in southern Utah, Natural History Museum of Los Angeles County, California.
1993-2014 Consultant, Getty Conservation Institute, Brentwood, California. • Geological Consultant on the Renaissance Bronze Project, characterizing constituents of bronze core material;
• Paleontological Consultant for Antiquities/Conservation, identifying the foraminifera and mineral constituents of a limestone torso of Aphrodite; • Scientific Consultant on the Brentwood Site Building Project, testing building materials for their suitability in the museum galleries. 1999-2001 Archaeological and Paleontological Monitor, Michael Brandman Associates, Irvine, California.
1997 Department of Archaeology, University of California, Los Angeles. 1994 Scientific Illustrator and Teaching Assistant, Department of Earth and Space Sciences and Department of Biological Sciences, University of California, Los Angeles.
Memberships
AAPS (Association of Applied Paleontological Sciences), USA; CSEOL (Center for the Study of Evolution and the Origin of Life), Department of Earth Sciences, University of California, Los Angeles.
Publications and Reports
Author, co-author, and contributor on numerous paleontological publications and paleontological resource management reports.
13 REPORT WRITER
Breidy Q. Vilcahuaman, M.A., RPA (Registered Professional Archaeologist) Education
2018 M.A., Anthropology, Georgia State University, Atlanta, Georgia. 2005 B.A., Anthropology, University Nacional del Centro del Peru.
Professional Experience
2022- Project Archaeologist, CRM TECH, Colton, California. 2021-2022 Archaeological Technician, Applied Earthwork, Inc., Hemet, California. 2021 Archaeologist/Crew Chief, Historical Research Associates, Inc., Portland, Oregon. 2020-2021 Archaeological/Paleontological Technician, Cogstone Resource Management, Orange, California.
2020 Archaeological Technician, McKenna et al., Whittier, California.
FIELD DIRECTOR/PALENTOLOGICAL SURVEYOR
Daniel Ballester, M.S.
Education
2013 M.S., Geographic Information System (GIS), University of Redlands, California. 1998 B.A., Anthropology, California State University, San Bernardino. 1997 Archaeological Field School, University of Las Vegas and University of California, Riverside.
1994 University of Puerto Rico, Rio Piedras, Puerto Rico. • Cross-trained in paleontological field procedures and identifications by CRM TECH Geologist/Paleontologist Harry M. Quinn.
Professional Experience
2002- Field Director/GIS Specialist, CRM TECH, Riverside/Colton, California. 2011-2012 GIS Specialist for Caltrans District 8 Project, Garcia and Associates, San Anselmo, California.
2009-2010 Field Crew Chief, Garcia and Associates, San Anselmo, California. 2009-2010 Field Crew, ECorp, Redlands.
1999-2002 Project Paleontologist/Archaeologist, CRM TECH, Riverside, California. 1998-1999 Field Crew, K.E.A. Environmental, San Diego, California. 1998 Field Crew, A.S.M. Affiliates, Encinitas, California. 1998 Field Crew, Archaeological Research Unit, University of California, Riverside. 14 APPENDIX 2
RECORDS SEARCH RESULTS
2345 Searl Parkway ♦ Hemet, CA 92543 ♦ phone 951.791.0033 ♦ fax 951.791.0032 ♦ WesternScienceCenter.org August 9th, 2023
CRM Tech
Nina Gallardo
1016 E. Cooley Drive, Suite A/B
Colton, CA 92324
Dear Ms. Gallardo,
This letter presents the results of a record search conducted for the Proposed 200 Unit Apartment Project in the city of Cathedral City, Riverside County, CA. The project area is located north of Mccallum Way, south of 30th Ave, and east of Date Palm Drive on Township 4 South, Range 5 East, Section 15 on the Thousand Palms, CA USGS 7.5 minute quadrangle.
The geologic units underlying this project are mapped primarily as Holocene aged deposits of alluvial sand and gravel (Dibblee and Minch 2008). Holocene alluvial units are considered to be of high preservation value, but material found is unlikely to be fossil material due to the relatively modern associated dates of the deposits. However, if development requires any substantial depth of disturbance, the likelihood of reaching Pleistocene alluvial sediments would increase. The Western Science Center does not have any localities within the project area or within a 1 mile radius.
While the presence of any fossil material is unlikely, if excavation activity disturbs deeper sediment dating to the earliest parts of the Holocene or Late Pleistocene periods, the material would be scientifically significant. Excavation activity associated with the development of the project area is unlikely to be paleontologically sensitive, but caution during development should be observed.
If you have any questions, or would like further information, please feel free to contact me at [email protected].
Sincerely,
Brittney Elizabeth Stoneburg, MSc
Collections Manager
PreliminaryHydrologyStudy
FOR
TheWren
APN670-110-043
CathedralCity,Ca.92234
For: CoachellaValleyCommunityDevelopmentGroup,Inc.
36101BobHopeDrive,Ste.E5
RanchoMirage,Ca.92270
Telephone:626-277-6782
Contact:StefanVogel
PREPAREDBY:KEITHCHRISTIANSEN
DATE:JULY 2024
Christiansen&Company
5225CanyonCrestDrive,Suite251
Riverside,Ca.92507
TABLE OF CONTENTS
1. INTRODUCTION
2. LOCATION MAP
3. NOAA ATLAS 14 PRECIPITATION CHART
4. WEB SOILS SURVEY
5. RCFC&WCD PLATES E‐6.1 TO E‐6.3
6. SYNTHETIC UNIT HYDROGRAPHS
1) Pre‐Development Flows and Volumes – E1, Off1 & Off2
2) Entire Post Development Project to Project Retention Basin 3) Tributaries Post Development T1 through T7 and New Off2
7. Catch Basin Sizing
8. WQMP Worksheet
9. Infiltration Test
10. HYDROLOGY MAPS
a) Pre‐Development Hydrology Map
b) Post Development Hydrology Map
Preliminary Hydrology Study
FOR
The Wren
APN 670-110-043
Cathedral City, Ca. 92234
Site Description:
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 (44’ c/l to curb and 16’ landscape area) and all flows within Date Palm Drive are isolated within the existing street section. A small amount of flow was added to Date Plan Drive due to the proposed widening of pavement by 4’ and decreasing the right of way by 4’. Total right of way dimension of 63’ from construction centerline remains. 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 (204 units), clubhouse with pool, asphalt parking, landscaping, curbs, gutters and 5 storm drain systems (67.94% 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.
This study shall calculate the stormwater runoff volumes for the pre-and post-development conditions for 100yr-1hr, 3hr, 6hr and 24hr storm events. The 100yr-1hr event shall be used for all catch basin and storm drain sizing. (See Shortcut Synthetic Hydrograph Calculations and Hydrology Maps within this report
This project shall be required to retain volume from 100yr -3hr storm event for the Post development condition per the City of Cathedral City Public Works Department. Emergency overflow is provided per the southerly driveway approach (inverted section) located at the southeast corner of the property.
Lastly, the project retention basin been calculated for both the WQMP BMP Design Volume Worksheet and Infiltration Basin Design. The project has ample volume per each WQMP Worksheet calculation.
Purpose of this study:
The purpose of this study is to determine the 100yr-1hr, 3hr, 6hr & 24hr runoff accumulated by the proposed project (see attached Hydrology Map). This study will analyze 100yr-3hr runoff for the proposed development for peak runoff and volume containment within the proposed lot retention basin. The report shall utilize the Shortcut Synthetic Unit Hydrograph to calculate maximum flows and volumes to the retention basin. An infiltration rate of 2”/hr shall be utilized for the retention basin storm capacity. Please note infiltration rates of 14.40 in/hr and 17.01 in/hr were measured per the Sladden Engineering Infiltration Report. Therefore, the City Ordinance maximum of 2”/hr shall be used in subsequent calculations. The City of Cathedral City’s Stormwater Ordinance requires the drawdown time of a retention basin to be 36 hours. Drawdown of the project retention basin for the 100yr-3hr storm event is
17.68 hours.
FloodRateMap
TheprojectareaiscoveredbyFIRMPanelNumber06065C1595Gand06065C01615G, revisedAugust28, 2008,whichindicatestheprojectarealieswithinZoneX,indicating “areasdeterminedtobeoutsidethe0.2%”.(SeeMapBelow)
ExistingProject Flows
ExistingoffsiteflowsfromDatePalmDrive(Off1)andRosemountAve.(Off2)do not impactorpassthroughthedevelopment.Theexistingflowcreatedfromthevacantland (E1)drainshistoricallynorthwesttosoutheastasnotedonthePre-Development HydrologyMap.ExistingTributaryareasE1,Off1andOff2shallbecalculatedandnoted onsaidPre-DevelopmentHydrologyMap.
PROPOSEDFLOODCONTROLREQUIREMENTS
ThedrainageofthisprojectsitefallsunderthejurisdictionoftheCityofCathedralCity.
PertheMasterDrainage PlanfortheCityofCathedralCity,thepeakvolume forthe 100yr-3hrstormis requiredtoberetainedon-siteandstreetandassociatedstormdrain systemsarerequiredtobesizedto conveythe100-year1-hourpeakflow.Flowsand volumesforT1,T1,T3,T4,T5,T6, T7, Off1andNewOff2shallbecalculated, Sources:
ThemajoritysoiltypeforthisprojectisMaB perWebSoilsSurvey.Thiscoincideswithsoiltype“A”per RCFD&WCD.
Rainfalldatafortheabove stormeventswasderivedbyNOAAATLAS14andareasfollows:
100yr-1hr:1.93 "
100yr-3hr:2.70"
100yr-6hr:3.49"
100yr-24hr:5.26"
Analysis:
InkeepingwiththerecentlyacceptedparametersoftheCityofCathedralCity,wefindthat pertheRCFC&WCDmanualtherunoffindexforthisprojectwillbe32,perWebSoil Surveythe soiltype willbe“A”.Thedevelopmenttypeisresidential whichleadsustousePlateE-6.2 whenusinganAMCII toacquireperviousLossRateforResidential/Commercialof0.74.
Stormrunoffvolumesforthe100-yeareventwereobtainedutilizingtheSyntheticUnitHydrograph Shortcut Method,asdescribedintheRCFC&WCDHydrologyManual.TheShort-Cutmethodisusefulfor evaluating thoseareaslessthan100-200acreswithalagtimeoflessthan7to8minutes.Peakflow stormrateswere analyzedusingtheRCFCDRationalMethod.
TotalVacantAreaofTributarydrainingtothesoutheastcornerofthepropertyis10.48acres.Offsite drainage(OFF1)fromDatePalmDrivecomprises 1.18acres.Off2fromRosemountDrivecomprises
0.42acresandE1comprises10.48acres.
TotalProposedAreaofTributarydrainingtotheproposedretentionbasinis10.48acres.Offsite drainage(OFF1)fromDatePalmDrivecomprises1.18acres.NewOff2drainingtoRosemountDrive comprises0.21acres.Allproposedtributariesandtheassociatedflowsandvolumesarenotedbelow.
LowLossRates:90%
HYDRAULICCALCULATIONS
Pleaseseehighlighted valuesinSyntheticUnitHydrograph(SUH).
ProjectPre-developmentFlows(10.48 ac. -IMP%=5.0)
Pre-development
E1 – 10.48acres– 5.0%imp.
StormEvent StormVolume Max.Q
100yr-1hr 46544 cf 35.61 cfs
100yr-3hr 36112 cf 20.61 cfs
100yr-6hr 34343 cf 17.31 cfs
100yr-24hr20687 cf 1.18 cfs
Off1(DatePalmDrive) – 1.18acres– 90%imp.
StormEvent StormVolume Max.Q
100yr-1hr 7665 cf 4.68 cfs
100yr-3hr 9758 cf 2.99 cfs
100yr-6hr 11369 cf 2.62 cfs
100yr-24hr12156 cf 0.71 cfs
Off2(RosemountAve.) - 0.42acres– 25.0%imp
StormEvent StormVolume Max.Q
100yr-1hr 2068 cf 1.48 cfs
100yr-3hr 1745 cf 0.88 cfs
100yr-6hr 1693 cf 0.75 cfs
100yr-24hr1000cf 0.09 cfs
Therefore,totaladjacentvolumewithinDatePalmDrive=12156cf Therefore,totalvolumeexistingtoRosemountAve.=46544+2068=48612cf ProjectPost-developmentRetentionBasinCalculations(10.48 ac.- IMP%=67.94 ) – forCritical100yr-3hrstormevent
TotalDev. Site– 10.48acres– 67.94 imp%- RetentionBasinTotalCap.at5.0’depth=65260 cf StormEvent StormVolume(cf) Max.Q(cfs) Vol.inBasin(cf) Depth 100yr-3hr 70268 25.04 65009 4.98’
Pleasenotethatthebasedonthecritical100yr–3hr stormeventand2”/hr infiltrationratea maximum peak39.66 cfsand66256 cfshallflowintotheProposedRetentionBasin.PleasenotetheProposed RetentionBasinhasatotalcapacityof61872cf atthe355.0ftelevation(overflowpointatsoutheasterly driveaccesstotheretentionbasin.Totalstormvolumeintheretentionbasinis61382cf(depthof4.96’) andtherefore,theproposedretentionbasinshallcontain100%ofthe100yr-3hrstormeventasrequired bytheCityofCathedralCityPublicWorksDepartment.Thelowestadjacentpadelevationis357.0 feet.
Thereforefreeboard=2.1’.
PleasenoteRetentionBasinDrawdowntimeis17.68hrs(perspreadsheetcalculationforOverallPost Development
ProjectCriticalPostDevelopment
Resultsfromthe100yr– 1hr ShortCutSyntheticUnitHydrograph analysesshallbe usedinthehydraulic calculationstodetermineinlet andstormdrainpipe sizing.Thestormdrainsystemisproposedtocapture andconveystormflowtothe ProposedProjectRetentionBasin (seePostDevelopment HydrologyMap).
T1 – TotalArea =1.90 ac – Imp%=90.0
StormEvent StormVolume Max.Q(cfs)
100yr-1hr 12341 cf 7.54 cfs
100yr-3hr 15713 cf 4.82 cfs
100yr-6hr 18306 cf 4.22 cfs
100yr-24hr 19573 cf 1.14 cfs
T2– TotalArea=1.17 ac– Imp%=90.0
StormEvent StormVolume Max.Q(cfs)
100yr-1hr 7600 cf 4.64 cfs
100yr-3hr 9676cf 2.97 cfs
100yr-6hr11272 cf 2.60 cfs
100yr-24hr12053 cf 0.70 cfs
T3– TotalArea=1.87 ac– Imp%=90.0
StormEvent StormVolume Max.Q(cfs)
100yr-1hr 12147 cf 7.42 cfs
100yr-3hr 15465 cf 4.74 cfs
100yr-6hr18016 cf 4.16 cfs
100yr-24hr19264 cf 1.12 cfs
T4– TotalArea=3.30 ac– Imp%=87.3
StormEvent StormVolume Max.Q(cfs)
100yr-1hr 21220 cf 13.04 cfs
100yr-3hr 26644 cf 8.31 cfs
100yr-6hr30537 cf 7.28 cfs
100yr-24hr32055 cf 1.93 cfs
T5– TotalArea=0.52 ac– Imp%=90.0
StormEvent StormVolume Max.Q(cfs)
100yr-1hr 3378cf 2.06 cfs
100yr-3hr 4300 cf 1.32 cfs
100yr-6hr5010 cf 1.16 cfs
100yr-24hr5357 cf 0.31 cfs
T6(RetentionBasin)– TotalArea=1.54 ac– Imp%=5.0
StormEvent StormVolume Max.Q(cfs)
100yr-1hr 6838 cf 5.23 cfs
100yr-3hr 5306 cf 3.03 cfs
100yr-6hr5046 cf 2.54 cfs
100yr-24hr3039 cf 0.17 cfs
T7– TotalArea=0.42 ac– Imp%=57.0
StormEvent StormVolume Max.Q(cfs)
100yr-1hr 2393 cf 1.57 cfs
100yr-3hr 2497 cf 0.97 cfs
100yr-6hr2416 cf 0.84 cfs
100yr-24hr1999 cf 0.17cfs
(NewOff2)– TotalArea=0.21 ac– Imp%=55.50
StormEvent StormVolume Max.Q(cfs)
100yr-1hr 1189 cf 0.78 cfs
100yr-3hr 1227 cf 0.48 cfs
100yr-6hr1186 cf 0.42 cfs
100yr-24hr962 cf 0.08 cfs
PipeSizing
CalculationsforpreliminarypipesizedhavebeencalculatedwithaManning’sFormulaandminimum slopeof0.50%toshowmaximumpipecapacity.Pleaseseecalculationsbelowfortheproposed8”,24” and30”proposedstormdrainlinesfortheproject.
Gravityflowpipemaximumswithpipeflowingfull,perManningsequation,N=0.012(HDPE,PVC,orABSpipe) Checkflowpipecapacity:
Diam.= 8 (in.) Slope= 0.005
nFactor= 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 flowpipecapacity:
Diam.= 24 (in.) Slope= 0.005
nFactor= 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) Checkflowpipecapacity:
Diam.= 30 (in.) Slope= 0.005
nFactor= 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.
CatchBasin Sizing
Catchbasins2through5areallRiv.Co.Std.300CatchBasins.AllhavebeensizedpertheNomographlocated inthisreport.CatchBasins2,3and5areall4’inwidthandhavethedepthatentrancelessthantheproposedtop ofcurb.CatchBasin4isa7’widebasinandalsohasmaximumdepthbelowtheproposedtopofcurb.CatchBasin 1isaNyoplast2’x3’Steelbar/MAG Grate Inlet.With50%cloggingfactorthemaximumdepthatinletis0.525’ asnoted ontheprovidedCapacityChartprovided inthisreport.
WQMPWorksheet(10.48 ac.)
10.48 acrearea
WQMPWorksheetfortheWhitewaterRiverBasinforthisprojectat67.94%imperviousequalstherequirementof7228 cf containment.Theprojectretentionhasatotalcapacityof 65230 cf.Therefore,allWQMPmeasures for “firstflush”are100%contained.
Conclusions:
Ifthedesignscontainedwithinthisreportandtheplansthatarebaseduponitsfindings arefollowed,thedesign shallprovideprotectionand100%containmentfortheabove100yr-3hrstormevent.Anyemergencyoverflowshall flowsoutherlyalongtheproposedretentionbasindrivewaylocatedatthesoutheastcornerofthepropertyand floweasterlywithintheexisting6”Curb&GutterofRosemountAve.
Lastly,flowstoDatePalmDriveremainunchanged.FlowsheadingeasterlyonandalongRosemountDriveare greatlyreduced:
ExistingFlowstoRosemountAve.=E1+Off2=46544+2068=48612cf PostDevelopmentFlowstoRosemountAve.=T5+NewOff2 =4015+1227=5242cf ReductionofflowtoRosemountAve=43370cfor89.2%reduction.
1of6
HYDROLOGYCALCULATIONS-
UsingtheRCFC&WCDShortCutUnitHydrographMethodAreaDesignations TheWren-EntireSitePostConditionDrainageArea(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 5.26 OrdatafromNOAAinteractivewebsiteSoilsGroup AAMCindexIIRunoffNumber(plateE-6.1) 32PlateE-6.2PerviousAreaLossRate(Fp)(in/hr) 0.74 (AMCII)PercentageofImperviousCover(Ai)(%)(plateE-6.3) 67.94 310162 sfimperviousWeightedAverageLossRate(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(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)= 0.00 Gravelbedwidtharounddrwyell= 0 Drywelltotal(cf)= 0.00
Ret.Basindesign(area,depth) Top= 25510 s.f. Bot.= 3800 s.f. Max.Depth(d)= 5 Max.storage= 65259.52 (d/3)*(bottom+top+(bottom*top)^0.50)Formulas vol=(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/A
1HourStormin5minuteincrements Drywell Drywell Drywell Drywell Overflow Basin Basin BasinTime Pattern Storm LossRateValue 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 0.2875 N/A 0.5694 6.0179 1805.37 0.00 0.00 0.00 0.00 0.00 1805.37 3800.00 52.78 1752.59 0.13 0.00 0.000:10 4.8 1.1117 0.2875 N/A 0.8242 8.7104 2613.13 0.00 0.00 0.00 0.00 0.00 2613.13 4383.04 60.88 4304.84 0.33 0.00 0.000:15 5.1 1.1812 0.2875 N/A 0.8936 9.4447 2833.42 0.00 0.00 0.00 0.00 0.00 2833.42 5232.10 72.67 7065.60 0.54 0.00 0.000:20 4.9 1.1348 0.2875 N/A 0.8473 8.9552 2686.56 0.00 0.00 0.00 0.00 0.00 2686.56 6150.53 85.42 9666.73 0.74 0.00 0.000:25 6.6 1.5286 0.2875 N/A 1.2410 13.1164 3934.91 0.00 0.00 0.00 0.00 0.00 3934.91 7015.85 97.44 13504.20 1.03 0.00 0.000:30 7.3 1.6907 0.2875 N/A 1.4032 14.8298 4448.93 0.00 0.00 0.00 0.00 0.00 4448.93 8292.47 115.17 17837.96 1.37 0.00 0.000:35 8.4 1.9454 0.2875 N/A 1.6579 17.5223 5256.69 0.00 0.00 0.00 0.00 0.00 5256.69 9734.19 135.20 22959.45 1.76 0.00 0.000:40 9 2.0844 0.2875 N/A 1.7969 18.9909 5697.28 0.00 0.00 0.00 0.00 0.00 5697.28 11437.96 158.86 28497.88 2.18 0.00 0.000:45 12.3 2.8487 0.2875 N/A 2.5612 27.0685 8120.55 0.00 0.00 0.00 0.00 0.00 8120.55 13280.44 184.45 36433.98 2.79 0.00 0.000:50 17.6 4.0762 0.2875 N/A 3.7886 40.0415 12012.46 0.00 0.00 0.00 0.00 0.00 12012.46 15920.56 221.12 48225.32 3.69 0.00 0.000:55 16.1 3.7288 0.2875 N/A 3.4412 36.3699 10910.98 0.00 0.00 0.00 0.00 0.00 10910.98 19843.20 275.60 58860.70 4.51 0.00 0.00 1:00 4.2 0.9727 0.2875 N/A 0.6852 7.2418 2172.53 0.00 0.00 0.00 0.00 0.00 2172.53 23381.29 324.74 60708.49 4.65 0.00 0.00 0 0.0000 0.2875 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23996.00 333.28 60375.21 4.63 0.00 0.000 0.0000 0.2875 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23885.13 331.74 60043.48 4.60 0.00 0.00 1:15 0 0.0000 0.2875 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23774.77 330.21 59713.27 4.58 0.00 0.00 Totalvolume(cf) 62492.82 TotalOverflow(cf) 0.00
Drawdowntime= 271.15 cf/5minx 12.00 per/hr= 3253.80 cf/hr.Therefore, 60708.49 cf./ 3253.8 cf/hr= 18.6577209 hoursfortotaldrawdownplusstormevent=19.25hrstotaldrawdown 2of6
3HourStormin5minuteincrements Drywell Drywell Drywell Drywell Overflow Basin Basin BasinTime Pattern Storm LossRateValue 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 0.29 N/A 0.1337 1.4128 423.85 0.00 0.00 0.00 0.00 0.00 423.85 3800.00 52.78 371.08 0.03 0.00 0.000:10 1.3 0.42 0.29 N/A 0.1337 1.4128 423.85 0.00 0.00 0.00 0.00 0.00 423.85 3923.45 54.49 740.44 0.06 0.00 0.000:15 1.1 0.36 0.29 N/A 0.0689 0.7280 218.40 0.00 0.00 0.00 0.00 0.00 218.40 4046.32 56.20 902.64 0.07 0.00 0.000:20 1.5 0.49 0.29 N/A 0.1985 2.0977 629.31 0.00 0.00 0.00 0.00 0.00 629.31 4100.28 56.95 1475.00 0.11 0.00 0.000:25 1.5 0.49 0.29 N/A 0.1985 2.0977 629.31 0.00 0.00 0.00 0.00 0.00 629.31 4290.69 59.59 2044.72 0.16 0.00 0.000:30 1.8 0.58 0.29 N/A 0.2957 3.1250 937.50 0.00 0.00 0.00 0.00 0.00 937.50 4480.22 62.23 2919.99 0.22 0.00 0.000:35 1.5 0.49 0.29 N/A 0.1985 2.0977 629.31 0.00 0.00 0.00 0.00 0.00 629.31 4771.40 66.27 3483.04 0.27 0.00 0.000:40 1.8 0.58 0.29 N/A 0.2957 3.1250 937.50 0.00 0.00 0.00 0.00 0.00 937.50 4958.71 68.87 4351.67 0.33 0.00 0.000:45 1.8 0.58 0.29 N/A 0.2957 3.1250 937.50 0.00 0.00 0.00 0.00 0.00 937.50 5247.68 72.88 5216.28 0.40 0.00 0.000:50 1.5 0.49 0.29 N/A 0.1985 2.0977 629.31 0.00 0.00 0.00 0.00 0.00 629.31 5535.31 76.88 5768.71 0.44 0.00 0.000:55 1.6 0.52 0.29 N/A 0.2309 2.4401 732.04 0.00 0.00 0.00 0.00 0.00 732.04 5719.09 79.43 6421.32 0.49 0.00 0.00 1:00 1.8 0.58 0.29 N/A 0.2957 3.1250 937.50 0.00 0.00 0.00 0.00 0.00 937.50 5936.19 82.45 7276.38 0.56 0.00 0.00 1:05 2.2 0.71 0.29 N/A 0.4253 4.4947 1348.42 0.00 0.00 0.00 0.00 0.00 1348.42 6220.65 86.40 8538.40 0.65 0.00 0.001:10 2.2 0.71 0.29 N/A 0.4253 4.4947 1348.42 0.00 0.00 0.00 0.00 0.00 1348.42 6640.48 92.23 9794.58 0.75 0.00 0.001:15 2.2 0.71 0.29 N/A 0.4253 4.4947 1348.42 0.00 0.00 0.00 0.00 0.00 1348.42 7058.38 98.03 11044.97 0.85 0.00 0.001:20 2 0.65 0.29 N/A 0.3605 3.8099 1142.96 0.00 0.00 0.00 0.00 0.00 1142.96 7474.35 103.81 12084.11 0.93 0.00 0.001:25 2.6 0.84 0.29 N/A 0.5549 5.8644 1759.33 0.00 0.00 0.00 0.00 0.00 1759.33 7820.04 108.61 13734.84 1.05 0.00 0.001:30 2.7 0.87 0.29 N/A 0.5873 6.2069 1862.06 0.00 0.00 0.00 0.00 0.00 1862.06 8369.19 116.24 15480.66 1.19 0.00 0.001:35 2.4 0.78 0.29 N/A 0.4901 5.1796 1553.87 0.00 0.00 0.00 0.00 0.00 1553.87 8949.98 124.31 16910.23 1.30 0.00 0.001:40 2.7 0.87 0.29 N/A 0.5873 6.2069 1862.06 0.00 0.00 0.00 0.00 0.00 1862.06 9425.56 130.91 18641.38 1.43 0.00 0.001:45 3.3 1.07 0.29 N/A 0.7817 8.2615 2478.44 0.00 0.00 0.00 0.00 0.00 2478.44 10001.46 138.91 20980.91 1.61 0.00 0.001:50 3.1 1.00 0.29 N/A 0.7169 7.5766 2272.98 0.00 0.00 0.00 0.00 0.00 2272.98 10779.76 149.72 23104.17 1.77 0.00 0.001:55 2.9 0.94 0.29 N/A 0.6521 6.8917 2067.52 0.00 0.00 0.00 0.00 0.00 2067.52 11486.10 159.53 25012.16 1.92 0.00 0.00 2:00 3 0.97 0.29 N/A 0.6845 7.2342 2170.25 0.00 0.00 0.00 0.00 0.00 2170.25 12120.84 168.34 27014.06 2.07 0.00 0.00 2:05 3.1 1.00 0.29 N/A 0.7169 7.5766 2272.98 0.00 0.00 0.00 0.00 0.00 2272.98 12786.82 177.59 29109.45 2.23 0.00 0.002:10 4.2 1.36 0.29 N/A 1.0733 11.3433 3403.00 0.00 0.00 0.00 0.00 0.00 3403.00 13483.89 187.28 32325.17 2.48 0.00 0.002:15 5 1.62 0.29 N/A 1.3325 14.0828 4224.83 0.00 0.00 0.00 0.00 0.00 4224.83 14553.67 202.13 36347.87 2.78 0.00 0.002:20 3.5 1.13 0.29 N/A 0.8465 8.9463 2683.90 0.00 0.00 0.00 0.00 0.00 2683.90 15891.91 220.72 38811.04 2.97 0.00 0.002:25 6.8 2.20 0.29 N/A 1.9157 20.2465 6073.96 0.00 0.00 0.00 0.00 0.00 6073.96 16711.34 232.10 44652.90 3.42 0.00 0.002:30 7.3 2.37 0.29 N/A 2.0777 21.9587 6587.60 0.00 0.00 0.00 0.00 0.00 6587.60 18654.76 259.09 50981.41 3.91 0.00 0.002:35 8.2 2.66 0.29 N/A 2.3693 25.0406 7512.17 0.00 0.00 0.00 0.00 0.00 7512.17 20760.08 288.33 58205.24 4.46 0.00 0.002:40 5.9 1.91 0.29 N/A 1.6241 17.1647 5149.40 0.00 0.00 0.00 0.00 0.00 5149.40 23163.24 321.71 63032.92 4.83 0.00 0.002:45 2 0.65 0.29 N/A 0.3605 3.8099 1142.96 0.00 0.00 0.00 0.00 0.00 1142.96 24769.28 344.02 63831.86 4.89 0.00 0.002:50 1.8 0.58 0.29 N/A 0.2957 3.1250 937.50 0.00 0.00 0.00 0.00 0.00 937.50 25035.06 347.71 64421.65 4.94 0.00 0.002:55 1.8 0.58 0.29 N/A 0.2957 3.1250 937.50 0.00 0.00 0.00 0.00 0.00 937.50 25231.27 350.43 65008.72 4.98 0.00 0.00 okMAXDEPTH=5.0' 3:00 0.6 0.19 0.29 0.17 0.0194 0.2055 61.64 0.00 0.00 0.00 0.00 0.00 61.64 25426.57 353.15 64717.21 4.96 0.00 0.00 0 0.00 0.29 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 25329.59 351.80 64365.41 4.93 0.00 0.000 0.00 0.29 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 25212.56 350.17 64015.24 4.90 0.00 0.00 3:15 0 0.00 0.29 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 25096.06 348.56 63666.68 4.88 0.00 0.00 0 0.00 0.29 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 24980.11 346.95 63319.73 4.85 0.00 0.000 0.00 0.29 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 24864.69 345.34 62974.39 4.82 0.00 0.00 3:30 0 0.00 0.29 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 24749.80 343.75 62630.64 4.80 0.00 0.00 0 0.00 0.29 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 24635.45 342.16 62288.48 4.77 0.00 0.000 0.00 0.29 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 24521.62 340.58 61947.91 4.75 0.00 0.00 Totalvolume(cf) 70267.54 TotalOverflow(cf) 0.00
Drawdowntime= 332.49 cf/5minx 12.0000 per/hr= 3989.88 cf/hr.Therefore, 58553.00 cf./ 3989.88 cf/hr= 14.6753787 hoursfortotaldrawdownplusstormevent=17.68hrstotaldrawdown 3of6
6HourStormin5minuteincrements Drywell Drywell Drywell Drywell Overflow Basin Basin BasinTime Pattern Storm LossRateValue 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 0.29 0.19 0.0209 0.2213 66.39 0.00 0.00 0.00 0.00 0.00 66.39 3800.00 52.78 13.62 0.00 0.00 0.000:10 0.6 0.25 0.29 0.23 0.0251 0.2656 79.67 0.00 0.00 0.00 0.00 0.00 79.67 3804.53 52.84 40.45 0.00 0.00 0.000:15 0.6 0.25 0.29 0.23 0.0251 0.2656 79.67 0.00 0.00 0.00 0.00 0.00 79.67 3813.46 52.96 67.15 0.01 0.00 0.000:20 0.6 0.25 0.29 0.23 0.0251 0.2656 79.67 0.00 0.00 0.00 0.00 0.00 79.67 3822.34 53.09 93.74 0.01 0.00 0.000:25 0.6 0.25 0.29 0.23 0.0251 0.2656 79.67 0.00 0.00 0.00 0.00 0.00 79.67 3831.18 53.21 120.20 0.01 0.00 0.000:30 0.7 0.29 0.29 0.26 0.0293 0.3098 92.95 0.00 0.00 0.00 0.00 0.00 92.95 3839.99 53.33 159.82 0.01 0.00 0.000:35 0.7 0.29 0.29 0.26 0.0293 0.3098 92.95 0.00 0.00 0.00 0.00 0.00 92.95 3853.17 53.52 199.25 0.02 0.00 0.000:40 0.7 0.29 0.29 0.26 0.0293 0.3098 92.95 0.00 0.00 0.00 0.00 0.00 92.95 3866.29 53.70 238.50 0.02 0.00 0.000:45 0.7 0.29 0.29 0.26 0.0293 0.3098 92.95 0.00 0.00 0.00 0.00 0.00 92.95 3879.34 53.88 277.58 0.02 0.00 0.000:50 0.7 0.29 0.29 0.26 0.0293 0.3098 92.95 0.00 0.00 0.00 0.00 0.00 92.95 3892.34 54.06 316.47 0.02 0.00 0.000:55 0.7 0.29 0.29 0.26 0.0293 0.3098 92.95 0.00 0.00 0.00 0.00 0.00 92.95 3905.28 54.24 355.18 0.03 0.00 0.00 1:00 0.8 0.34 0.29 N/A 0.0475 0.5022 150.67 0.00 0.00 0.00 0.00 0.00 150.67 3918.16 54.42 451.43 0.03 0.00 0.00 1:05 0.8 0.34 0.29 N/A 0.0475 0.5022 150.67 0.00 0.00 0.00 0.00 0.00 150.67 3950.18 54.86 547.24 0.04 0.00 0.001:10 0.8 0.34 0.29 N/A 0.0475 0.5022 150.67 0.00 0.00 0.00 0.00 0.00 150.67 3982.05 55.31 642.60 0.05 0.00 0.001:15 0.8 0.34 0.29 N/A 0.0475 0.5022 150.67 0.00 0.00 0.00 0.00 0.00 150.67 4013.78 55.75 737.52 0.06 0.00 0.001:20 0.8 0.34 0.29 N/A 0.0475 0.5022 150.67 0.00 0.00 0.00 0.00 0.00 150.67 4045.35 56.19 832.01 0.06 0.00 0.001:25 0.8 0.34 0.29 N/A 0.0475 0.5022 150.67 0.00 0.00 0.00 0.00 0.00 150.67 4076.79 56.62 926.06 0.07 0.00 0.001:30 0.8 0.34 0.29 N/A 0.0475 0.5022 150.67 0.00 0.00 0.00 0.00 0.00 150.67 4108.07 57.06 1019.67 0.08 0.00 0.001:35 0.8 0.34 0.29 N/A 0.0475 0.5022 150.67 0.00 0.00 0.00 0.00 0.00 150.67 4139.22 57.49 1112.85 0.09 0.00 0.001:40 0.8 0.34 0.29 N/A 0.0475 0.5022 150.67 0.00 0.00 0.00 0.00 0.00 150.67 4170.22 57.92 1205.61 0.09 0.00 0.001:45 0.8 0.34 0.29 N/A 0.0475 0.5022 150.67 0.00 0.00 0.00 0.00 0.00 150.67 4201.07 58.35 1297.93 0.10 0.00 0.001:50 0.8 0.34 0.29 N/A 0.0475 0.5022 150.67 0.00 0.00 0.00 0.00 0.00 150.67 4231.78 58.77 1389.82 0.11 0.00 0.001:55 0.8 0.34 0.29 N/A 0.0475 0.5022 150.67 0.00 0.00 0.00 0.00 0.00 150.67 4262.36 59.20 1481.29 0.11 0.00 0.00 2:00 0.9 0.38 0.29 N/A 0.0894 0.9449 283.46 0.00 0.00 0.00 0.00 0.00 283.46 4292.79 59.62 1705.13 0.13 0.00 0.00 2:05 0.8 0.34 0.29 N/A 0.0475 0.5022 150.67 0.00 0.00 0.00 0.00 0.00 150.67 4367.25 60.66 1795.14 0.14 0.00 0.002:10 0.9 0.38 0.29 N/A 0.0894 0.9449 283.46 0.00 0.00 0.00 0.00 0.00 283.46 4397.19 61.07 2017.53 0.15 0.00 0.002:15 0.9 0.38 0.29 N/A 0.0894 0.9449 283.46 0.00 0.00 0.00 0.00 0.00 283.46 4471.18 62.10 2238.89 0.17 0.00 0.002:20 0.9 0.38 0.29 N/A 0.0894 0.9449 283.46 0.00 0.00 0.00 0.00 0.00 283.46 4544.81 63.12 2459.22 0.19 0.00 0.002:25 0.9 0.38 0.29 N/A 0.0894 0.9449 283.46 0.00 0.00 0.00 0.00 0.00 283.46 4618.11 64.14 2678.54 0.21 0.00 0.002:30 0.9 0.38 0.29 N/A 0.0894 0.9449 283.46 0.00 0.00 0.00 0.00 0.00 283.46 4691.07 65.15 2896.84 0.22 0.00 0.002:35 0.9 0.38 0.29 N/A 0.0894 0.9449 283.46 0.00 0.00 0.00 0.00 0.00 283.46 4763.70 66.16 3114.14 0.24 0.00 0.002:40 0.9 0.38 0.29 N/A 0.0894 0.9449 283.46 0.00 0.00 0.00 0.00 0.00 283.46 4835.99 67.17 3330.43 0.26 0.00 0.002:45 1 0.42 0.29 N/A 0.1313 1.3875 416.24 0.00 0.00 0.00 0.00 0.00 416.24 4907.94 68.17 3678.51 0.28 0.00 0.002:50 1 0.42 0.29 N/A 0.1313 1.3875 416.24 0.00 0.00 0.00 0.00 0.00 416.24 5023.74 69.77 4024.98 0.31 0.00 0.002:55 1 0.42 0.29 N/A 0.1313 1.3875 416.24 0.00 0.00 0.00 0.00 0.00 416.24 5139.00 71.37 4369.85 0.33 0.00 0.00 3:00 1 0.42 0.29 N/A 0.1313 1.3875 416.24 0.00 0.00 0.00 0.00 0.00 416.24 5253.73 72.97 4713.13 0.36 0.00 0.00 3:05 1 0.42 0.29 N/A 0.1313 1.3875 416.24 0.00 0.00 0.00 0.00 0.00 416.24 5367.92 74.55 5054.82 0.39 0.00 0.003:10 1.1 0.46 0.29 N/A 0.1732 1.8301 549.03 0.00 0.00 0.00 0.00 0.00 549.03 5481.59 76.13 5527.71 0.42 0.00 0.003:15 1.1 0.46 0.29 N/A 0.1732 1.8301 549.03 0.00 0.00 0.00 0.00 0.00 549.03 5638.91 78.32 5998.43 0.46 0.00 0.003:20 1.1 0.46 0.29 N/A 0.1732 1.8301 549.03 0.00 0.00 0.00 0.00 0.00 549.03 5795.51 80.49 6466.97 0.50 0.00 0.003:25 1.2 0.50 0.29 N/A 0.2150 2.2727 681.82 0.00 0.00 0.00 0.00 0.00 681.82 5951.38 82.66 7066.13 0.54 0.00 0.003:30 1.3 0.54 0.29 N/A 0.2569 2.7154 814.61 0.00 0.00 0.00 0.00 0.00 814.61 6150.70 85.43 7795.31 0.60 0.00 0.003:35 1.4 0.59 0.29 N/A 0.2988 3.1580 947.39 0.00 0.00 0.00 0.00 0.00 947.39 6393.28 88.80 8653.90 0.66 0.00 0.003:40 1.4 0.59 0.29 N/A 0.2988 3.1580 947.39 0.00 0.00 0.00 0.00 0.00 947.39 6678.91 92.76 9508.53 0.73 0.00 0.003:45 1.5 0.63 0.29 N/A 0.3407 3.6006 1080.18 0.00 0.00 0.00 0.00 0.00 1080.18 6963.22 96.71 10492.00 0.80 0.00 0.003:50 1.5 0.63 0.29 N/A 0.3407 3.6006 1080.18 0.00 0.00 0.00 0.00 0.00 1080.18 7290.39 101.26 11470.92 0.88 0.00 0.003:55 1.6 0.67 0.29 N/A 0.3826 4.0432 1212.97 0.00 0.00 0.00 0.00 0.00 1212.97 7616.05 105.78 12578.11 0.96 0.00 0.00 4:00 1.6 0.67 0.29 N/A 0.3826 4.0432 1212.97 0.00 0.00 0.00 0.00 0.00 1212.97 7984.38 110.89 13680.18 1.05 0.00 0.00 4:05 1.7 0.71 0.29 N/A 0.4244 4.4858 1345.75 0.00 0.00 0.00 0.00 0.00 1345.75 8351.01 115.99 14909.95 1.14 0.00 0.004:10 1.8 0.75 0.29 N/A 0.4663 4.9285 1478.54 0.00 0.00 0.00 0.00 0.00 1478.54 8760.12 121.67 16266.82 1.25 0.00 0.004:15 1.9 0.80 0.29 N/A 0.5082 5.3711 1611.33 0.00 0.00 0.00 0.00 0.00 1611.33 9211.51 127.94 17750.21 1.36 0.00 0.00 4of6
4:20 2 0.84 0.29 N/A 0.5501 5.8137 1744.11 0.00 0.00 0.00 0.00 0.00 1744.11 9704.99 134.79 19359.53 1.48 0.00 0.004:25 2.1 0.88 0.29 N/A 0.5920 6.2563 1876.90 0.00 0.00 0.00 0.00 0.00 1876.90 10240.37 142.23 21094.21 1.62 0.00 0.004:30 2.1 0.88 0.29 N/A 0.5920 6.2563 1876.90 0.00 0.00 0.00 0.00 0.00 1876.90 10817.45 150.24 22820.87 1.75 0.00 0.004:35 2.2 0.92 0.29 N/A 0.6338 6.6990 2009.69 0.00 0.00 0.00 0.00 0.00 2009.69 11391.86 158.22 24672.33 1.89 0.00 0.004:40 2.3 0.96 0.29 N/A 0.6757 7.1416 2142.47 0.00 0.00 0.00 0.00 0.00 2142.47 12007.79 166.77 26648.03 2.04 0.00 0.004:45 2.4 1.01 0.29 N/A 0.7176 7.5842 2275.26 0.00 0.00 0.00 0.00 0.00 2275.26 12665.05 175.90 28747.39 2.20 0.00 0.004:50 2.4 1.01 0.29 N/A 0.7176 7.5842 2275.26 0.00 0.00 0.00 0.00 0.00 2275.26 13363.45 185.60 30837.05 2.36 0.00 0.004:55 2.5 1.05 0.29 N/A 0.7595 8.0268 2408.05 0.00 0.00 0.00 0.00 0.00 2408.05 14058.62 195.26 33049.84 2.53 0.00 0.00 5:00 2.6 1.09 0.29 N/A 0.8014 8.4695 2540.84 0.00 0.00 0.00 0.00 0.00 2540.84 14794.75 205.48 35385.19 2.71 0.00 0.00 5:05 3.1 1.30 0.29 N/A 1.0108 10.6826 3204.77 0.00 0.00 0.00 0.00 0.00 3204.77 15571.66 216.27 38373.69 2.94 0.00 0.005:10 3.6 1.51 0.29 N/A 1.2202 12.8957 3868.70 0.00 0.00 0.00 0.00 0.00 3868.70 16565.84 230.08 42012.31 3.22 0.00 0.005:15 3.9 1.63 0.29 N/A 1.3458 14.2236 4267.07 0.00 0.00 0.00 0.00 0.00 4267.07 17776.31 246.89 46032.49 3.53 0.00 0.005:20 4.2 1.76 0.29 N/A 1.4714 15.5514 4665.43 0.00 0.00 0.00 0.00 0.00 4665.43 19113.71 265.47 50432.44 3.86 0.00 0.005:25 4.7 1.97 0.29 N/A 1.6808 17.7645 5329.36 0.00 0.00 0.00 0.00 0.00 5329.36 20577.45 285.80 55476.01 4.25 0.00 0.005:30 5.6 2.35 0.29 N/A 2.0578 21.7481 6524.44 0.00 0.00 0.00 0.00 0.00 6524.44 22255.30 309.10 61691.35 4.73 0.00 0.005:35 1.9 0.80 0.29 N/A 0.5082 5.3711 1611.33 0.00 0.00 0.00 0.00 0.00 1611.33 24322.97 337.82 62964.86 4.82 0.00 0.005:40 0.9 0.38 0.29 N/A 0.0894 0.9449 283.46 0.00 0.00 0.00 0.00 0.00 283.46 24746.63 343.70 62904.61 4.82 0.00 0.005:45 0.6 0.25 0.29 0.23 0.0251 0.2656 79.67 0.00 0.00 0.00 0.00 0.00 79.67 24726.59 343.42 62640.86 4.80 0.00 0.005:50 0.5 0.21 0.29 0.19 0.0209 0.2213 66.39 0.00 0.00 0.00 0.00 0.00 66.39 24638.85 342.21 62365.05 4.78 0.00 0.005:55 0.3 0.13 0.29 0.11 0.0126 0.1328 39.84 0.00 0.00 0.00 0.00 0.00 39.84 24547.09 340.93 62063.95 4.76 0.00 0.00 6:00 0.2 0.08 0.29 0.08 0.0084 0.0885 26.56 0.00 0.00 0.00 0.00 0.00 26.56 24446.93 339.54 61750.97 4.73 0.00 0.00 0 0.00 0.29 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 24342.80 338.09 61412.87 4.71 0.00 0.000 0.00 0.29 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 24230.33 336.53 61076.34 4.68 0.00 0.00 6:15 0 0.00 0.29 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 24118.38 334.98 60741.36 4.65 0.00 0.00 0 0.00 0.29 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 24006.94 333.43 60407.93 4.63 0.00 0.000 0.00 0.29 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23896.02 331.89 60076.04 4.60 0.00 0.00 6:30 0 0.00 0.29 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23785.61 330.36 59745.69 4.58 0.00 0.00 0 0.00 0.29 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23675.71 328.83 59416.86 4.55 0.00 0.000 0.00 0.29 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23566.31 327.31 59089.55 4.53 0.00 0.00 6:45 0 0.00 0.29 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23457.43 325.80 58763.75 4.50 0.00 0.00 0 0.00 0.29 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23349.04 324.29 58439.46 4.48 0.00 0.000 0.00 0.29 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23241.16 322.79 58116.67 4.45 0.00 0.00 7:00 0 0.00 0.29 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23133.78 321.30 57795.36 4.43 0.00 0.00 Totalvolume(cf) 70427.11 TotalOverflow(cf) 0.00
Drawdowntime= 263.80 cf/5minx 12 per/hr= 3165.6 cf/hr.Therefore, 62964.86 cf./ 3165.6 cf/hr= 19.8903393 hoursfortotaldrawdownplusstormevent=23.97hrstotaldrawdown 5of6
24HourStormin15minuteincrements Drywell Drywell Drywell Drywell Overflow Basin Basin BasinTime Pattern Storm LossRateValue 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 0.50 0.04 0.0042 0.0445 40.03 0.00 0.00 0.00 0.00 0.00 40.03 3800.00 40.03 0.00 0.00 0.00 0.000:30 0.3 0.06 0.50 0.06 0.0063 0.0667 60.04 0.00 0.00 0.00 0.00 0.00 60.04 3800.00 60.04 0.00 0.00 0.00 0.000:45 0.3 0.06 0.49 0.06 0.0063 0.0667 60.04 0.00 0.00 0.00 0.00 0.00 60.04 3800.00 60.04 0.00 0.00 0.00 0.00 1:00 0.4 0.08 0.49 0.08 0.0084 0.0889 80.05 0.00 0.00 0.00 0.00 0.00 80.05 3800.00 80.05 0.00 0.00 0.00 0.00 1:15 0.3 0.06 0.48 0.06 0.0063 0.0667 60.04 0.00 0.00 0.00 0.00 0.00 60.04 3800.00 60.04 0.00 0.00 0.00 0.001:30 0.3 0.06 0.48 0.06 0.0063 0.0667 60.04 0.00 0.00 0.00 0.00 0.00 60.04 3800.00 60.04 0.00 0.00 0.00 0.001:45 0.3 0.06 0.47 0.06 0.0063 0.0667 60.04 0.00 0.00 0.00 0.00 0.00 60.04 3800.00 60.04 0.00 0.00 0.00 0.00 2:00 0.4 0.08 0.46 0.08 0.0084 0.0889 80.05 0.00 0.00 0.00 0.00 0.00 80.05 3800.00 80.05 0.00 0.00 0.00 0.00 2:15 0.4 0.08 0.46 0.08 0.0084 0.0889 80.05 0.00 0.00 0.00 0.00 0.00 80.05 3800.00 80.05 0.00 0.00 0.00 0.002:30 0.4 0.08 0.45 0.08 0.0084 0.0889 80.05 0.00 0.00 0.00 0.00 0.00 80.05 3800.00 80.05 0.00 0.00 0.00 0.002:45 0.5 0.11 0.45 0.09 0.0105 0.1112 100.07 0.00 0.00 0.00 0.00 0.00 100.07 3800.00 100.07 0.00 0.00 0.00 0.00 3:00 0.5 0.11 0.44 0.09 0.0105 0.1112 100.07 0.00 0.00 0.00 0.00 0.00 100.07 3800.00 100.07 0.00 0.00 0.00 0.00 3:15 0.5 0.11 0.44 0.09 0.0105 0.1112 100.07 0.00 0.00 0.00 0.00 0.00 100.07 3800.00 100.07 0.00 0.00 0.00 0.003:30 0.5 0.11 0.43 0.09 0.0105 0.1112 100.07 0.00 0.00 0.00 0.00 0.00 100.07 3800.00 100.07 0.00 0.00 0.00 0.003:45 0.5 0.11 0.43 0.09 0.0105 0.1112 100.07 0.00 0.00 0.00 0.00 0.00 100.07 3800.00 100.07 0.00 0.00 0.00 0.00 4:00 0.6 0.13 0.42 0.11 0.0126 0.1334 120.08 0.00 0.00 0.00 0.00 0.00 120.08 3800.00 120.08 0.00 0.00 0.00 0.00 4:15 0.6 0.13 0.42 0.11 0.0126 0.1334 120.08 0.00 0.00 0.00 0.00 0.00 120.08 3800.00 120.08 0.00 0.00 0.00 0.004:30 0.7 0.15 0.41 0.13 0.0147 0.1557 140.09 0.00 0.00 0.00 0.00 0.00 140.09 3800.00 140.09 0.00 0.00 0.00 0.004:45 0.7 0.15 0.40 0.13 0.0147 0.1557 140.09 0.00 0.00 0.00 0.00 0.00 140.09 3800.00 140.09 0.00 0.00 0.00 0.00 5:00 0.8 0.17 0.40 0.15 0.0168 0.1779 160.11 0.00 0.00 0.00 0.00 0.00 160.11 3800.00 158.33 1.77 0.00 0.00 0.00 5:15 0.6 0.13 0.39 0.11 0.0126 0.1334 120.08 0.00 0.00 0.00 0.00 0.00 120.08 3800.59 158.36 0.00 0.00 0.00 0.005:30 0.7 0.15 0.39 0.13 0.0147 0.1557 140.09 0.00 0.00 0.00 0.00 0.00 140.09 3800.00 140.09 0.00 0.00 0.00 0.005:45 0.8 0.17 0.38 0.15 0.0168 0.1779 160.11 0.00 0.00 0.00 0.00 0.00 160.11 3800.00 158.33 1.77 0.00 0.00 0.00 6:00 0.8 0.17 0.38 0.15 0.0168 0.1779 160.11 0.00 0.00 0.00 0.00 0.00 160.11 3800.59 158.36 3.52 0.00 0.00 0.00 6:15 0.9 0.19 0.37 0.17 0.0189 0.2001 180.12 0.00 0.00 0.00 0.00 0.00 180.12 3801.17 158.38 25.26 0.00 0.00 0.006:30 0.9 0.19 0.37 0.17 0.0189 0.2001 180.12 0.00 0.00 0.00 0.00 0.00 180.12 3808.40 158.68 46.69 0.00 0.00 0.006:45 1 0.21 0.36 0.19 0.0210 0.2224 200.13 0.00 0.00 0.00 0.00 0.00 200.13 3815.53 158.98 87.84 0.01 0.00 0.00 7:00 1 0.21 0.36 0.19 0.0210 0.2224 200.13 0.00 0.00 0.00 0.00 0.00 200.13 3829.22 159.55 128.42 0.01 0.00 0.00 7:15 1 0.21 0.35 0.19 0.0210 0.2224 200.13 0.00 0.00 0.00 0.00 0.00 200.13 3842.72 160.11 168.44 0.01 0.00 0.007:30 1.1 0.23 0.35 0.21 0.0231 0.2446 220.14 0.00 0.00 0.00 0.00 0.00 220.14 3856.04 160.67 227.92 0.02 0.00 0.007:45 1.2 0.25 0.34 0.23 0.0252 0.2668 240.16 0.00 0.00 0.00 0.00 0.00 240.16 3875.82 161.49 306.58 0.02 0.00 0.00 8:00 1.3 0.27 0.34 0.25 0.0274 0.2891 260.17 0.00 0.00 0.00 0.00 0.00 260.17 3901.99 162.58 404.17 0.03 0.00 0.00 8:15 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 3934.46 163.94 540.43 0.04 0.00 0.008:30 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 3979.79 165.82 674.81 0.05 0.00 0.008:45 1.6 0.34 0.33 0.30 0.0337 0.3558 320.21 0.00 0.00 0.00 0.00 0.00 320.21 4024.49 167.69 827.33 0.06 0.00 0.00 9:00 1.7 0.36 0.32 N/A 0.0368 0.3893 350.36 0.00 0.00 0.00 0.00 0.00 350.36 4075.23 169.80 1007.89 0.08 0.00 0.00 9:15 1.9 0.40 0.32 N/A 0.0835 0.8822 793.94 0.00 0.00 0.00 0.00 0.00 793.94 4135.30 172.30 1629.53 0.12 0.00 0.009:30 2 0.42 0.31 N/A 0.1090 1.1522 1036.98 0.00 0.00 0.00 0.00 0.00 1036.98 4342.10 180.92 2485.59 0.19 0.00 0.009:45 2.1 0.44 0.31 N/A 0.1345 1.4218 1279.62 0.00 0.00 0.00 0.00 0.00 1279.62 4626.89 192.79 3572.43 0.27 0.00 0.00 10:00 2.2 0.46 0.30 N/A 0.1600 1.6909 1521.85 0.00 0.00 0.00 0.00 0.00 1521.85 4988.45 207.85 4886.43 0.37 0.00 0.00 10:15 1.5 0.32 0.30 0.28 0.0316 0.3336 300.20 0.00 0.00 0.00 0.00 0.00 300.20 5425.58 226.07 4960.56 0.38 0.00 0.0010:30 1.5 0.32 0.29 0.28 0.0316 0.3336 300.20 0.00 0.00 0.00 0.00 0.00 300.20 5450.24 227.09 5033.66 0.39 0.00 0.0010:45 2 0.42 0.29 N/A 0.1309 1.3838 1245.41 0.00 0.00 0.00 0.00 0.00 1245.41 5474.56 228.11 6050.97 0.46 0.00 0.00 11:00 2 0.42 0.29 N/A 0.1352 1.4287 1285.84 0.00 0.00 0.00 0.00 0.00 1285.84 5812.99 242.21 7094.60 0.54 0.00 0.00 11:15 1.9 0.40 0.28 N/A 0.1183 1.2508 1125.72 0.00 0.00 0.00 0.00 0.00 1125.72 6160.17 256.67 7963.64 0.61 0.00 0.0011:30 1.9 0.40 0.28 N/A 0.1225 1.2948 1165.30 0.00 0.00 0.00 0.00 0.00 1165.30 6449.28 268.72 8860.22 0.68 0.00 0.0011:45 1.7 0.36 0.27 N/A 0.0845 0.8935 804.18 0.00 0.00 0.00 0.00 0.00 804.18 6747.54 281.15 9383.25 0.72 0.00 0.00 12:00 1.8 0.38 0.27 N/A 0.1097 1.1589 1043.02 0.00 0.00 0.00 0.00 0.00 1043.02 6921.54 288.40 10137.87 0.78 0.00 0.00 12:15 2.5 0.53 0.27 N/A 0.2610 2.7580 2482.21 0.00 0.00 0.00 0.00 0.00 2482.21 7172.58 298.86 12321.22 0.94 0.00 0.0012:30 2.6 0.55 0.26 N/A 0.2860 3.0224 2720.16 0.00 0.00 0.00 0.00 0.00 2720.16 7898.92 329.12 14712.26 1.13 0.00 0.0012:45 2.8 0.59 0.26 N/A 0.3320 3.5087 3157.80 0.00 0.00 0.00 0.00 0.00 3157.80 8694.35 362.26 17507.79 1.34 0.00 0.00 6of6
13:00 2.9 0.61 0.25 N/A 0.3569 3.7721 3394.85 0.00 0.00 0.00 0.00 0.00 3394.85 9624.35 401.01 20501.63 1.57 0.00 0.00 13:15 3.4 0.72 0.25 N/A 0.4659 4.9244 4431.97 0.00 0.00 0.00 0.00 0.00 4431.97 10620.31 442.51 24491.08 1.88 0.00 0.0013:30 3.4 0.72 0.25 N/A 0.4697 4.9644 4467.96 0.00 0.00 0.00 0.00 0.00 4467.96 11947.49 497.81 28461.23 2.18 0.00 0.0013:45 2.3 0.48 0.24 N/A 0.2420 2.5578 2302.04 0.00 0.00 0.00 0.00 0.00 2302.04 13268.25 552.84 30210.43 2.31 0.00 0.00 14:00 2.3 0.48 0.24 N/A 0.2457 2.5968 2337.10 0.00 0.00 0.00 0.00 0.00 2337.10 13850.16 577.09 31970.44 2.45 0.00 0.00 14:15 2.7 0.57 0.23 N/A 0.3335 3.5247 3172.20 0.00 0.00 0.00 0.00 0.00 3172.20 14435.66 601.49 34541.15 2.65 0.00 0.0014:30 2.6 0.55 0.23 N/A 0.3160 3.3402 3006.16 0.00 0.00 0.00 0.00 0.00 3006.16 15290.87 637.12 36910.20 2.83 0.00 0.0014:45 2.6 0.55 0.23 N/A 0.3196 3.3775 3039.76 0.00 0.00 0.00 0.00 0.00 3039.76 16078.98 669.96 39280.00 3.01 0.00 0.00 15:00 2.5 0.53 0.22 N/A 0.3020 3.1919 2872.74 0.00 0.00 0.00 0.00 0.00 2872.74 16867.35 702.81 41449.94 3.18 0.00 0.00 15:15 2.4 0.50 0.22 N/A 0.2844 3.0058 2705.21 0.00 0.00 0.00 0.00 0.00 2705.21 17589.22 732.88 43422.26 3.33 0.00 0.0015:30 2.3 0.48 0.22 N/A 0.2667 2.8191 2537.18 0.00 0.00 0.00 0.00 0.00 2537.18 18245.36 760.22 45199.21 3.46 0.00 0.0015:45 1.9 0.40 0.21 N/A 0.1859 1.9647 1768.23 0.00 0.00 0.00 0.00 0.00 1768.23 18836.50 784.85 46182.59 3.54 0.00 0.00 16:00 1.9 0.40 0.21 N/A 0.1892 1.9992 1799.29 0.00 0.00 0.00 0.00 0.00 1799.29 19163.64 798.49 47183.39 3.62 0.00 0.00 16:15 0.4 0.08 0.21 0.08 0.0084 0.0889 80.05 0.00 0.00 0.00 0.00 0.00 80.05 19496.58 812.36 46451.09 3.56 0.00 0.0016:30 0.4 0.08 0.20 0.08 0.0084 0.0889 80.05 0.00 0.00 0.00 0.00 0.00 80.05 19252.97 802.21 45728.93 3.50 0.00 0.0016:45 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 19012.73 792.20 44996.78 3.45 0.00 0.00 17:00 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 18769.16 782.05 44274.77 3.39 0.00 0.00 17:15 0.5 0.11 0.20 0.09 0.0105 0.1112 100.07 0.00 0.00 0.00 0.00 0.00 100.07 18528.97 772.04 43602.79 3.34 0.00 0.0017:30 0.5 0.11 0.19 0.09 0.0105 0.1112 100.07 0.00 0.00 0.00 0.00 0.00 100.07 18305.42 762.73 42940.13 3.29 0.00 0.0017:45 0.5 0.11 0.19 0.09 0.0105 0.1112 100.07 0.00 0.00 0.00 0.00 0.00 100.07 18084.97 753.54 42286.66 3.24 0.00 0.00 18:00 0.4 0.08 0.19 0.08 0.0084 0.0889 80.05 0.00 0.00 0.00 0.00 0.00 80.05 17867.58 744.48 41622.23 3.19 0.00 0.00 18:15 0.4 0.08 0.18 0.08 0.0084 0.0889 80.05 0.00 0.00 0.00 0.00 0.00 80.05 17646.54 735.27 40967.01 3.14 0.00 0.0018:30 0.4 0.08 0.18 0.08 0.0084 0.0889 80.05 0.00 0.00 0.00 0.00 0.00 80.05 17428.57 726.19 40320.87 3.09 0.00 0.0018:45 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 17213.62 717.23 39663.68 3.04 0.00 0.00 19:00 0.2 0.04 0.18 0.04 0.0042 0.0445 40.03 0.00 0.00 0.00 0.00 0.00 40.03 16994.99 708.12 38995.58 2.99 0.00 0.00 19:15 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 16772.73 698.86 38356.75 2.94 0.00 0.0019:30 0.4 0.08 0.17 0.08 0.0084 0.0889 80.05 0.00 0.00 0.00 0.00 0.00 80.05 16560.21 690.01 37746.80 2.89 0.00 0.0019:45 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 16357.30 681.55 37125.28 2.84 0.00 0.00 20:00 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 16150.53 672.94 36492.37 2.80 0.00 0.00 20:15 0.3 0.06 0.16 0.06 0.0063 0.0667 60.04 0.00 0.00 0.00 0.00 0.00 60.04 15939.98 664.17 35888.25 2.75 0.00 0.0020:30 0.3 0.06 0.16 0.06 0.0063 0.0667 60.04 0.00 0.00 0.00 0.00 0.00 60.04 15739.01 655.79 35292.49 2.70 0.00 0.0020:45 0.3 0.06 0.16 0.06 0.0063 0.0667 60.04 0.00 0.00 0.00 0.00 0.00 60.04 15540.82 647.53 34705.00 2.66 0.00 0.00 21:00 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 15345.37 639.39 34105.63 2.61 0.00 0.00 21:15 0.3 0.06 0.16 0.06 0.0063 0.0667 60.04 0.00 0.00 0.00 0.00 0.00 60.04 15145.98 631.08 33534.59 2.57 0.00 0.0021:30 0.2 0.04 0.15 0.04 0.0042 0.0445 40.03 0.00 0.00 0.00 0.00 0.00 40.03 14956.01 623.17 32951.45 2.52 0.00 0.0021:45 0.3 0.06 0.15 0.06 0.0063 0.0667 60.04 0.00 0.00 0.00 0.00 0.00 60.04 14762.02 615.08 32396.41 2.48 0.00 0.00 22:00 0.2 0.04 0.15 0.04 0.0042 0.0445 40.03 0.00 0.00 0.00 0.00 0.00 40.03 14577.37 607.39 31829.04 2.44 0.00 0.00 22:15 0.3 0.06 0.15 0.06 0.0063 0.0667 60.04 0.00 0.00 0.00 0.00 0.00 60.04 14388.62 599.53 31289.55 2.40 0.00 0.0022:30 0.2 0.04 0.15 0.04 0.0042 0.0445 40.03 0.00 0.00 0.00 0.00 0.00 40.03 14209.15 592.05 30737.53 2.36 0.00 0.0022:45 0.2 0.04 0.15 0.04 0.0042 0.0445 40.03 0.00 0.00 0.00 0.00 0.00 40.03 14025.51 584.40 30193.16 2.31 0.00 0.00 23:00 0.2 0.04 0.15 0.04 0.0042 0.0445 40.03 0.00 0.00 0.00 0.00 0.00 40.03 13844.41 576.85 29656.34 2.27 0.00 0.00 23:15 0.2 0.04 0.15 0.04 0.0042 0.0445 40.03 0.00 0.00 0.00 0.00 0.00 40.03 13665.83 569.41 29126.96 2.23 0.00 0.0023:30 0.2 0.04 0.14 0.04 0.0042 0.0445 40.03 0.00 0.00 0.00 0.00 0.00 40.03 13489.72 562.07 28604.91 2.19 0.00 0.0023:45 0.2 0.04 0.14 0.04 0.0042 0.0445 40.03 0.00 0.00 0.00 0.00 0.00 40.03 13316.05 554.84 28090.10 2.15 0.00 0.00 24:00 0.2 0.04 0.14 0.04 0.0042 0.0445 40.03 0.00 0.00 0.00 0.00 0.00 40.03 13144.78 547.70 27582.43 2.11 0.00 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12975.90 540.66 27041.77 2.07 0.00 0.00 Totalvolume(cf) 65392.04 TotalOverflow(cf) 0.00
Drawdowntime= 635.42 cf/5minx 12 per/hr= 7625.04 cf/hr.Therefore, 47183.39 cf./ 7625.04 cf/hr= 6.19 hoursfortotaldrawdownplusstormevent=29.15hrstotaldrawdown POST DEVELOPMENT T1 – T7
1of6
HYDROLOGYCALCULATIONS-
UsingtheRCFC&WCDShortCutUnitHydrographMethodAreaDesignations TheWren T1
DrainageArea(ac.) 1.9000Unittime(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 5.26 OrdatafromNOAAinteractivewebsiteSoilsGroup 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)= 0.00 Gravelbedwidtharounddrwyell= 0 Drywelltotal(cf)= 0.00
Ret.Basindesign(area,depth) Top= 0.0001 s.f. Bot.= 0.0001 s.f. Max.Depth(d)= 0.0001 Max.storage= 0.00 (d/3)*(bottom+top+(bottom*top)^0.50)Formulas vol=(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/A
1HourStormin5minuteincrementsTime Pattern Storm LossRateValue 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 1.3723 411.700:10 4.8 1.1117 0.1406 N/A 0.9711 1.8604 558.130:15 5.1 1.1812 0.1406 N/A 1.0406 1.9935 598.060:20 4.9 1.1348 0.1406 N/A 0.9942 1.9048 571.440:25 6.6 1.5286 0.1406 N/A 1.3880 2.6591 797.730:30 7.3 1.6907 0.1406 N/A 1.5501 2.9697 890.910:35 8.4 1.9454 0.1406 N/A 1.8048 3.4578 1037.330:40 9 2.0844 0.1406 N/A 1.9438 3.7240 1117.200:45 12.3 2.8487 0.1406 N/A 2.7081 5.1882 1556.470:50 17.6 4.0762 0.1406 N/A 3.9356 7.5399 2261.960:55 16.1 3.7288 0.1406 N/A 3.5882 6.8743 2062.29 1:00 4.2 0.9727 0.1406 N/A 0.8321 1.5942 478.26
0 0.0000 0.1406 0.00 0.0000 0.0000 0.000 0.0000 0.1406 0.00 0.0000 0.0000 0.00 1:15 0 0.0000 0.1406 0.00 0.0000 0.0000 0.00
Totalvolume(cf) 12341.49
2of6
3HourStormin5minuteincrementsTime Pattern Storm LossRateValue 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 0.5376 161.270:10 1.3 0.42 0.14 N/A 0.2806 0.5376 161.270:15 1.1 0.36 0.14 N/A 0.2158 0.4134 124.030:20 1.5 0.49 0.14 N/A 0.3454 0.6617 198.520:25 1.5 0.49 0.14 N/A 0.3454 0.6617 198.520:30 1.8 0.58 0.14 N/A 0.4426 0.8479 254.380:35 1.5 0.49 0.14 N/A 0.3454 0.6617 198.520:40 1.8 0.58 0.14 N/A 0.4426 0.8479 254.380:45 1.8 0.58 0.14 N/A 0.4426 0.8479 254.380:50 1.5 0.49 0.14 N/A 0.3454 0.6617 198.520:55 1.6 0.52 0.14 N/A 0.3778 0.7238 217.14 1:00 1.8 0.58 0.14 N/A 0.4426 0.8479 254.38
1:05 2.2 0.71 0.14 N/A 0.5722 1.0962 328.871:10 2.2 0.71 0.14 N/A 0.5722 1.0962 328.871:15 2.2 0.71 0.14 N/A 0.5722 1.0962 328.871:20 2 0.65 0.14 N/A 0.5074 0.9721 291.631:25 2.6 0.84 0.14 N/A 0.7018 1.3445 403.361:30 2.7 0.87 0.14 N/A 0.7342 1.4066 421.981:35 2.4 0.78 0.14 N/A 0.6370 1.2204 366.121:40 2.7 0.87 0.14 N/A 0.7342 1.4066 421.981:45 3.3 1.07 0.14 N/A 0.9286 1.7790 533.711:50 3.1 1.00 0.14 N/A 0.8638 1.6549 496.471:55 2.9 0.94 0.14 N/A 0.7990 1.5308 459.23 2:00 3 0.97 0.14 N/A 0.8314 1.5928 477.85
2:05 3.1 1.00 0.14 N/A 0.8638 1.6549 496.472:10 4.2 1.36 0.14 N/A 1.2202 2.3377 701.312:15 5 1.62 0.14 N/A 1.4794 2.8343 850.292:20 3.5 1.13 0.14 N/A 0.9934 1.9032 570.962:25 6.8 2.20 0.14 N/A 2.0626 3.9516 1185.482:30 7.3 2.37 0.14 N/A 2.2246 4.2620 1278.592:35 8.2 2.66 0.14 N/A 2.5162 4.8206 1446.192:40 5.9 1.91 0.14 N/A 1.7710 3.3929 1017.882:45 2 0.65 0.14 N/A 0.5074 0.9721 291.632:50 1.8 0.58 0.14 N/A 0.4426 0.8479 254.382:55 1.8 0.58 0.14 N/A 0.4426 0.8479 254.38 3:00 0.6 0.19 0.14 N/A 0.0538 0.1031 30.92
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 3:15 0 0.00 0.14 0.00 0.0000 0.0000 0.00
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 3:30 0 0.00 0.14 0.00 0.0000 0.0000 0.00
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 Totalvolume(cf) 15712.75
3of6
6HourStormin5minuteincrementsTime Pattern Storm LossRateValue 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 0.1318 39.540:10 0.6 0.25 0.14 N/A 0.1107 0.2120 63.610:15 0.6 0.25 0.14 N/A 0.1107 0.2120 63.610:20 0.6 0.25 0.14 N/A 0.1107 0.2120 63.610:25 0.6 0.25 0.14 N/A 0.1107 0.2120 63.610:30 0.7 0.29 0.14 N/A 0.1526 0.2923 87.680:35 0.7 0.29 0.14 N/A 0.1526 0.2923 87.680:40 0.7 0.29 0.14 N/A 0.1526 0.2923 87.680:45 0.7 0.29 0.14 N/A 0.1526 0.2923 87.680:50 0.7 0.29 0.14 N/A 0.1526 0.2923 87.680:55 0.7 0.29 0.14 N/A 0.1526 0.2923 87.68 1:00 0.8 0.34 0.14 N/A 0.1944 0.3725 111.75
1:05 0.8 0.34 0.14 N/A 0.1944 0.3725 111.751:10 0.8 0.34 0.14 N/A 0.1944 0.3725 111.751:15 0.8 0.34 0.14 N/A 0.1944 0.3725 111.751:20 0.8 0.34 0.14 N/A 0.1944 0.3725 111.751:25 0.8 0.34 0.14 N/A 0.1944 0.3725 111.751:30 0.8 0.34 0.14 N/A 0.1944 0.3725 111.751:35 0.8 0.34 0.14 N/A 0.1944 0.3725 111.751:40 0.8 0.34 0.14 N/A 0.1944 0.3725 111.751:45 0.8 0.34 0.14 N/A 0.1944 0.3725 111.751:50 0.8 0.34 0.14 N/A 0.1944 0.3725 111.751:55 0.8 0.34 0.14 N/A 0.1944 0.3725 111.75 2:00 0.9 0.38 0.14 N/A 0.2363 0.4527 135.82
2:05 0.8 0.34 0.14 N/A 0.1944 0.3725 111.752:10 0.9 0.38 0.14 N/A 0.2363 0.4527 135.822:15 0.9 0.38 0.14 N/A 0.2363 0.4527 135.822:20 0.9 0.38 0.14 N/A 0.2363 0.4527 135.822:25 0.9 0.38 0.14 N/A 0.2363 0.4527 135.822:30 0.9 0.38 0.14 N/A 0.2363 0.4527 135.822:35 0.9 0.38 0.14 N/A 0.2363 0.4527 135.822:40 0.9 0.38 0.14 N/A 0.2363 0.4527 135.822:45 1 0.42 0.14 N/A 0.2782 0.5330 159.902:50 1 0.42 0.14 N/A 0.2782 0.5330 159.902:55 1 0.42 0.14 N/A 0.2782 0.5330 159.90 3:00 1 0.42 0.14 N/A 0.2782 0.5330 159.90
3:05 1 0.42 0.14 N/A 0.2782 0.5330 159.903:10 1.1 0.46 0.14 N/A 0.3201 0.6132 183.973:15 1.1 0.46 0.14 N/A 0.3201 0.6132 183.973:20 1.1 0.46 0.14 N/A 0.3201 0.6132 183.973:25 1.2 0.50 0.14 N/A 0.3620 0.6935 208.043:30 1.3 0.54 0.14 N/A 0.4038 0.7737 232.113:35 1.4 0.59 0.14 N/A 0.4457 0.8539 256.183:40 1.4 0.59 0.14 N/A 0.4457 0.8539 256.183:45 1.5 0.63 0.14 N/A 0.4876 0.9342 280.253:50 1.5 0.63 0.14 N/A 0.4876 0.9342 280.253:55 1.6 0.67 0.14 N/A 0.5295 1.0144 304.32 4:00 1.6 0.67 0.14 N/A 0.5295 1.0144 304.32
4:05 1.7 0.71 0.14 N/A 0.5714 1.0946 328.394:10 1.8 0.75 0.14 N/A 0.6132 1.1749 352.464:15 1.9 0.80 0.14 N/A 0.6551 1.2551 376.53 4of6
4:20 2 0.84 0.14 N/A 0.6970 1.3353 400.604:25 2.1 0.88 0.14 N/A 0.7389 1.4156 424.674:30 2.1 0.88 0.14 N/A 0.7389 1.4156 424.674:35 2.2 0.92 0.14 N/A 0.7808 1.4958 448.744:40 2.3 0.96 0.14 N/A 0.8226 1.5760 472.814:45 2.4 1.01 0.14 N/A 0.8645 1.6563 496.884:50 2.4 1.01 0.14 N/A 0.8645 1.6563 496.884:55 2.5 1.05 0.14 N/A 0.9064 1.7365 520.95 5:00 2.6 1.09 0.14 N/A 0.9483 1.8167 545.02
5:05 3.1 1.30 0.14 N/A 1.1577 2.2179 665.385:10 3.6 1.51 0.14 N/A 1.3671 2.6191 785.735:15 3.9 1.63 0.14 N/A 1.4927 2.8598 857.945:20 4.2 1.76 0.14 N/A 1.6184 3.1005 930.155:25 4.7 1.97 0.14 N/A 1.8278 3.5017 1050.515:30 5.6 2.35 0.14 N/A 2.2047 4.2238 1267.145:35 1.9 0.80 0.14 N/A 0.6551 1.2551 376.535:40 0.9 0.38 0.14 N/A 0.2363 0.4527 135.825:45 0.6 0.25 0.14 N/A 0.1107 0.2120 63.615:50 0.5 0.21 0.14 N/A 0.0688 0.1318 39.545:55 0.3 0.13 0.14 0.11 0.0126 0.0241 7.22 6:00 0.2 0.08 0.14 0.08 0.0084 0.0160 4.81
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 6:15 0 0.00 0.14 0.00 0.0000 0.0000 0.00
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 6:30 0 0.00 0.14 0.00 0.0000 0.0000 0.00
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 6:45 0 0.00 0.14 0.00 0.0000 0.0000 0.00
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 7:00 0 0.00 0.14 0.00 0.0000 0.0000 0.00
Totalvolume(cf) 18305.52
5of6
24HourStormin15minuteincrementsTime Pattern Storm LossRateValue 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 0.0081 7.260:30 0.3 0.06 0.24 0.06 0.0063 0.0121 10.880:45 0.3 0.06 0.24 0.06 0.0063 0.0121 10.88 1:00 0.4 0.08 0.24 0.08 0.0084 0.0161 14.51
1:15 0.3 0.06 0.24 0.06 0.0063 0.0121 10.881:30 0.3 0.06 0.23 0.06 0.0063 0.0121 10.881:45 0.3 0.06 0.23 0.06 0.0063 0.0121 10.88 2:00 0.4 0.08 0.23 0.08 0.0084 0.0161 14.51
2:15 0.4 0.08 0.22 0.08 0.0084 0.0161 14.512:30 0.4 0.08 0.22 0.08 0.0084 0.0161 14.512:45 0.5 0.11 0.22 0.09 0.0105 0.0202 18.14 3:00 0.5 0.11 0.22 0.09 0.0105 0.0202 18.14
3:15 0.5 0.11 0.21 0.09 0.0105 0.0202 18.143:30 0.5 0.11 0.21 0.09 0.0105 0.0202 18.143:45 0.5 0.11 0.21 0.09 0.0105 0.0202 18.14 4:00 0.6 0.13 0.21 0.11 0.0126 0.0242 21.77
4:15 0.6 0.13 0.20 0.11 0.0126 0.0242 21.774:30 0.7 0.15 0.20 0.13 0.0147 0.0282 25.394:45 0.7 0.15 0.20 0.13 0.0147 0.0282 25.39 5:00 0.8 0.17 0.20 0.15 0.0168 0.0322 29.02
5:15 0.6 0.13 0.19 0.11 0.0126 0.0242 21.775:30 0.7 0.15 0.19 0.13 0.0147 0.0282 25.395:45 0.8 0.17 0.19 0.15 0.0168 0.0322 29.02 6:00 0.8 0.17 0.19 0.15 0.0168 0.0322 29.02
6:15 0.9 0.19 0.18 0.17 0.0189 0.0363 32.656:30 0.9 0.19 0.18 0.17 0.0189 0.0363 32.656:45 1 0.21 0.18 N/A 0.0326 0.0624 56.14 7:00 1 0.21 0.18 N/A 0.0350 0.0670 60.28
7:15 1 0.21 0.17 N/A 0.0373 0.0716 64.407:30 1.1 0.23 0.17 N/A 0.0608 0.1164 104.767:45 1.2 0.25 0.17 N/A 0.0841 0.1612 145.09 8:00 1.3 0.27 0.17 N/A 0.1075 0.2060 185.38
8:15 1.5 0.32 0.16 N/A 0.1519 0.2910 261.918:30 1.5 0.32 0.16 N/A 0.1542 0.2954 265.868:45 1.6 0.34 0.16 N/A 0.1775 0.3401 306.05 9:00 1.7 0.36 0.16 N/A 0.2008 0.3847 346.20
9:15 1.9 0.40 0.15 N/A 0.2451 0.4696 422.609:30 2 0.42 0.15 N/A 0.2683 0.5141 462.689:45 2.1 0.44 0.15 N/A 0.2916 0.5586 502.72 10:00 2.2 0.46 0.15 N/A 0.3148 0.6030 542.73
10:15 1.5 0.32 0.15 N/A 0.1696 0.3250 292.4810:30 1.5 0.32 0.14 N/A 0.1718 0.3290 296.1410:45 2 0.42 0.14 N/A 0.2791 0.5346 481.15 11:00 2 0.42 0.14 N/A 0.2811 0.5386 484.74
11:15 1.9 0.40 0.14 N/A 0.2621 0.5022 452.0111:30 1.9 0.40 0.14 N/A 0.2642 0.5061 455.5111:45 1.7 0.36 0.13 N/A 0.2241 0.4294 386.43 12:00 1.8 0.38 0.13 N/A 0.2471 0.4735 426.14
12:15 2.5 0.53 0.13 N/A 0.3964 0.7594 683.4812:30 2.6 0.55 0.13 N/A 0.4194 0.8035 723.1112:45 2.8 0.59 0.13 N/A 0.4634 0.8878 798.98 6of6
13:00 2.9 0.61 0.12 N/A 0.4863 0.9317 838.53
13:15 3.4 0.72 0.12 N/A 0.5934 1.1368 1023.1513:30 3.4 0.72 0.12 N/A 0.5952 1.1404 1026.3413:45 2.3 0.48 0.12 N/A 0.3656 0.7005 630.43 14:00 2.3 0.48 0.12 N/A 0.3674 0.7039 633.54
14:15 2.7 0.57 0.11 N/A 0.4534 0.8686 781.7214:30 2.6 0.55 0.11 N/A 0.4341 0.8316 748.4614:45 2.6 0.55 0.11 N/A 0.4358 0.8349 751.44 15:00 2.5 0.53 0.11 N/A 0.4165 0.7979 718.10
15:15 2.4 0.50 0.11 N/A 0.3971 0.7608 684.7115:30 2.3 0.48 0.11 N/A 0.3777 0.7236 651.2715:45 1.9 0.40 0.10 N/A 0.2952 0.5655 508.96 16:00 1.9 0.40 0.10 N/A 0.2968 0.5686 511.71
16:15 0.4 0.08 0.10 0.08 0.0084 0.0161 14.5116:30 0.4 0.08 0.10 0.08 0.0084 0.0161 14.5116:45 0.3 0.06 0.10 0.06 0.0063 0.0121 10.88 17:00 0.3 0.06 0.10 0.06 0.0063 0.0121 10.88
17:15 0.5 0.11 0.10 0.09 0.0105 0.0202 18.1417:30 0.5 0.11 0.09 N/A 0.0112 0.0215 19.3317:45 0.5 0.11 0.09 N/A 0.0126 0.0242 21.74 18:00 0.4 0.08 0.09 0.08 0.0084 0.0161 14.51
18:15 0.4 0.08 0.09 0.08 0.0084 0.0161 14.5118:30 0.4 0.08 0.09 0.08 0.0084 0.0161 14.5118:45 0.3 0.06 0.09 0.06 0.0063 0.0121 10.88 19:00 0.2 0.04 0.09 0.04 0.0042 0.0081 7.26
19:15 0.3 0.06 0.08 0.06 0.0063 0.0121 10.8819:30 0.4 0.08 0.08 0.08 0.0084 0.0161 14.5119:45 0.3 0.06 0.08 0.06 0.0063 0.0121 10.88 20:00 0.2 0.04 0.08 0.04 0.0042 0.0081 7.26
20:15 0.3 0.06 0.08 0.06 0.0063 0.0121 10.8820:30 0.3 0.06 0.08 0.06 0.0063 0.0121 10.8820:45 0.3 0.06 0.08 0.06 0.0063 0.0121 10.88 21:00 0.2 0.04 0.08 0.04 0.0042 0.0081 7.26
21:15 0.3 0.06 0.08 0.06 0.0063 0.0121 10.8821:30 0.2 0.04 0.08 0.04 0.0042 0.0081 7.2621:45 0.3 0.06 0.07 0.06 0.0063 0.0121 10.88 22:00 0.2 0.04 0.07 0.04 0.0042 0.0081 7.26
22:15 0.3 0.06 0.07 0.06 0.0063 0.0121 10.8822:30 0.2 0.04 0.07 0.04 0.0042 0.0081 7.2622:45 0.2 0.04 0.07 0.04 0.0042 0.0081 7.26 23:00 0.2 0.04 0.07 0.04 0.0042 0.0081 7.26
23:15 0.2 0.04 0.07 0.04 0.0042 0.0081 7.2623:30 0.2 0.04 0.07 0.04 0.0042 0.0081 7.2623:45 0.2 0.04 0.07 0.04 0.0042 0.0081 7.26 24:00 0.2 0.04 0.07 0.04 0.0042 0.0081 7.26
0 0.00 0.07 0.00 0.0000 0.0000 0.00
Totalvolume(cf) 19572.64
1of6
HYDROLOGYCALCULATIONS-
UsingtheRCFC&WCDShortCutUnitHydrographMethodAreaDesignations TheWren T2
DrainageArea(ac.) 1.1700Unittime(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 5.26 OrdatafromNOAAinteractivewebsiteSoilsGroup 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)= 0.00 Gravelbedwidtharounddrwyell= 0 Drywelltotal(cf)= 0.00
Ret.Basindesign(area,depth) Top= 0.0001 s.f. Bot.= 0.0001 s.f. Max.Depth(d)= 0.0001 Max.storage= 0.00 (d/3)*(bottom+top+(bottom*top)^0.50)Formulas vol=(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/A
1HourStormin5minuteincrementsTime Pattern Storm LossRateValue 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 0.8451 253.520:10 4.8 1.1117 0.1406 N/A 0.9711 1.1456 343.690:15 5.1 1.1812 0.1406 N/A 1.0406 1.2276 368.280:20 4.9 1.1348 0.1406 N/A 0.9942 1.1730 351.890:25 6.6 1.5286 0.1406 N/A 1.3880 1.6374 491.230:30 7.3 1.6907 0.1406 N/A 1.5501 1.8287 548.610:35 8.4 1.9454 0.1406 N/A 1.8048 2.1293 638.780:40 9 2.0844 0.1406 N/A 1.9438 2.2932 687.960:45 12.3 2.8487 0.1406 N/A 2.7081 3.1949 958.460:50 17.6 4.0762 0.1406 N/A 3.9356 4.6430 1392.890:55 16.1 3.7288 0.1406 N/A 3.5882 4.2331 1269.94 1:00 4.2 0.9727 0.1406 N/A 0.8321 0.9817 294.51
0 0.0000 0.1406 0.00 0.0000 0.0000 0.000 0.0000 0.1406 0.00 0.0000 0.0000 0.00 1:15 0 0.0000 0.1406 0.00 0.0000 0.0000 0.00
Totalvolume(cf) 7599.76
2of6
3HourStormin5minuteincrementsTime Pattern Storm LossRateValue 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 0.3310 99.310:10 1.3 0.42 0.14 N/A 0.2806 0.3310 99.310:15 1.1 0.36 0.14 N/A 0.2158 0.2546 76.380:20 1.5 0.49 0.14 N/A 0.3454 0.4075 122.250:25 1.5 0.49 0.14 N/A 0.3454 0.4075 122.250:30 1.8 0.58 0.14 N/A 0.4426 0.5222 156.650:35 1.5 0.49 0.14 N/A 0.3454 0.4075 122.250:40 1.8 0.58 0.14 N/A 0.4426 0.5222 156.650:45 1.8 0.58 0.14 N/A 0.4426 0.5222 156.650:50 1.5 0.49 0.14 N/A 0.3454 0.4075 122.250:55 1.6 0.52 0.14 N/A 0.3778 0.4457 133.71 1:00 1.8 0.58 0.14 N/A 0.4426 0.5222 156.65
1:05 2.2 0.71 0.14 N/A 0.5722 0.6751 202.521:10 2.2 0.71 0.14 N/A 0.5722 0.6751 202.521:15 2.2 0.71 0.14 N/A 0.5722 0.6751 202.521:20 2 0.65 0.14 N/A 0.5074 0.5986 179.581:25 2.6 0.84 0.14 N/A 0.7018 0.8279 248.381:30 2.7 0.87 0.14 N/A 0.7342 0.8662 259.851:35 2.4 0.78 0.14 N/A 0.6370 0.7515 225.451:40 2.7 0.87 0.14 N/A 0.7342 0.8662 259.851:45 3.3 1.07 0.14 N/A 0.9286 1.0955 328.651:50 3.1 1.00 0.14 N/A 0.8638 1.0191 305.721:55 2.9 0.94 0.14 N/A 0.7990 0.9426 282.79 2:00 3 0.97 0.14 N/A 0.8314 0.9808 294.25
2:05 3.1 1.00 0.14 N/A 0.8638 1.0191 305.722:10 4.2 1.36 0.14 N/A 1.2202 1.4395 431.862:15 5 1.62 0.14 N/A 1.4794 1.7453 523.602:20 3.5 1.13 0.14 N/A 0.9934 1.1720 351.592:25 6.8 2.20 0.14 N/A 2.0626 2.4334 730.012:30 7.3 2.37 0.14 N/A 2.2246 2.6245 787.342:35 8.2 2.66 0.14 N/A 2.5162 2.9685 890.552:40 5.9 1.91 0.14 N/A 1.7710 2.0893 626.802:45 2 0.65 0.14 N/A 0.5074 0.5986 179.582:50 1.8 0.58 0.14 N/A 0.4426 0.5222 156.652:55 1.8 0.58 0.14 N/A 0.4426 0.5222 156.65 3:00 0.6 0.19 0.14 N/A 0.0538 0.0635 19.04
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 3:15 0 0.00 0.14 0.00 0.0000 0.0000 0.00
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 3:30 0 0.00 0.14 0.00 0.0000 0.0000 0.00
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 Totalvolume(cf) 9675.74
3of6
6HourStormin5minuteincrementsTime Pattern Storm LossRateValue 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 0.0812 24.350:10 0.6 0.25 0.14 N/A 0.1107 0.1306 39.170:15 0.6 0.25 0.14 N/A 0.1107 0.1306 39.170:20 0.6 0.25 0.14 N/A 0.1107 0.1306 39.170:25 0.6 0.25 0.14 N/A 0.1107 0.1306 39.170:30 0.7 0.29 0.14 N/A 0.1526 0.1800 53.990:35 0.7 0.29 0.14 N/A 0.1526 0.1800 53.990:40 0.7 0.29 0.14 N/A 0.1526 0.1800 53.990:45 0.7 0.29 0.14 N/A 0.1526 0.1800 53.990:50 0.7 0.29 0.14 N/A 0.1526 0.1800 53.990:55 0.7 0.29 0.14 N/A 0.1526 0.1800 53.99 1:00 0.8 0.34 0.14 N/A 0.1944 0.2294 68.82
1:05 0.8 0.34 0.14 N/A 0.1944 0.2294 68.821:10 0.8 0.34 0.14 N/A 0.1944 0.2294 68.821:15 0.8 0.34 0.14 N/A 0.1944 0.2294 68.821:20 0.8 0.34 0.14 N/A 0.1944 0.2294 68.821:25 0.8 0.34 0.14 N/A 0.1944 0.2294 68.821:30 0.8 0.34 0.14 N/A 0.1944 0.2294 68.821:35 0.8 0.34 0.14 N/A 0.1944 0.2294 68.821:40 0.8 0.34 0.14 N/A 0.1944 0.2294 68.821:45 0.8 0.34 0.14 N/A 0.1944 0.2294 68.821:50 0.8 0.34 0.14 N/A 0.1944 0.2294 68.821:55 0.8 0.34 0.14 N/A 0.1944 0.2294 68.82 2:00 0.9 0.38 0.14 N/A 0.2363 0.2788 83.64
2:05 0.8 0.34 0.14 N/A 0.1944 0.2294 68.822:10 0.9 0.38 0.14 N/A 0.2363 0.2788 83.642:15 0.9 0.38 0.14 N/A 0.2363 0.2788 83.642:20 0.9 0.38 0.14 N/A 0.2363 0.2788 83.642:25 0.9 0.38 0.14 N/A 0.2363 0.2788 83.642:30 0.9 0.38 0.14 N/A 0.2363 0.2788 83.642:35 0.9 0.38 0.14 N/A 0.2363 0.2788 83.642:40 0.9 0.38 0.14 N/A 0.2363 0.2788 83.642:45 1 0.42 0.14 N/A 0.2782 0.3282 98.462:50 1 0.42 0.14 N/A 0.2782 0.3282 98.462:55 1 0.42 0.14 N/A 0.2782 0.3282 98.46 3:00 1 0.42 0.14 N/A 0.2782 0.3282 98.46
3:05 1 0.42 0.14 N/A 0.2782 0.3282 98.463:10 1.1 0.46 0.14 N/A 0.3201 0.3776 113.283:15 1.1 0.46 0.14 N/A 0.3201 0.3776 113.283:20 1.1 0.46 0.14 N/A 0.3201 0.3776 113.283:25 1.2 0.50 0.14 N/A 0.3620 0.4270 128.113:30 1.3 0.54 0.14 N/A 0.4038 0.4764 142.933:35 1.4 0.59 0.14 N/A 0.4457 0.5258 157.753:40 1.4 0.59 0.14 N/A 0.4457 0.5258 157.753:45 1.5 0.63 0.14 N/A 0.4876 0.5752 172.573:50 1.5 0.63 0.14 N/A 0.4876 0.5752 172.573:55 1.6 0.67 0.14 N/A 0.5295 0.6247 187.40 4:00 1.6 0.67 0.14 N/A 0.5295 0.6247 187.40
4:05 1.7 0.71 0.14 N/A 0.5714 0.6741 202.224:10 1.8 0.75 0.14 N/A 0.6132 0.7235 217.044:15 1.9 0.80 0.14 N/A 0.6551 0.7729 231.86 4of6
4:20 2 0.84 0.14 N/A 0.6970 0.8223 246.694:25 2.1 0.88 0.14 N/A 0.7389 0.8717 261.514:30 2.1 0.88 0.14 N/A 0.7389 0.8717 261.514:35 2.2 0.92 0.14 N/A 0.7808 0.9211 276.334:40 2.3 0.96 0.14 N/A 0.8226 0.9705 291.154:45 2.4 1.01 0.14 N/A 0.8645 1.0199 305.984:50 2.4 1.01 0.14 N/A 0.8645 1.0199 305.984:55 2.5 1.05 0.14 N/A 0.9064 1.0693 320.80 5:00 2.6 1.09 0.14 N/A 0.9483 1.1187 335.62
5:05 3.1 1.30 0.14 N/A 1.1577 1.3658 409.735:10 3.6 1.51 0.14 N/A 1.3671 1.6128 483.845:15 3.9 1.63 0.14 N/A 1.4927 1.7610 528.315:20 4.2 1.76 0.14 N/A 1.6184 1.9093 572.785:25 4.7 1.97 0.14 N/A 1.8278 2.1563 646.895:30 5.6 2.35 0.14 N/A 2.2047 2.6010 780.295:35 1.9 0.80 0.14 N/A 0.6551 0.7729 231.865:40 0.9 0.38 0.14 N/A 0.2363 0.2788 83.645:45 0.6 0.25 0.14 N/A 0.1107 0.1306 39.175:50 0.5 0.21 0.14 N/A 0.0688 0.0812 24.355:55 0.3 0.13 0.14 0.11 0.0126 0.0148 4.45 6:00 0.2 0.08 0.14 0.08 0.0084 0.0099 2.96
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 6:15 0 0.00 0.14 0.00 0.0000 0.0000 0.00
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 6:30 0 0.00 0.14 0.00 0.0000 0.0000 0.00
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 6:45 0 0.00 0.14 0.00 0.0000 0.0000 0.00
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 7:00 0 0.00 0.14 0.00 0.0000 0.0000 0.00
Totalvolume(cf) 11272.35
5of6
24HourStormin15minuteincrementsTime Pattern Storm LossRateValue 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 4.470:30 0.3 0.06 0.24 0.06 0.0063 0.0074 6.700:45 0.3 0.06 0.24 0.06 0.0063 0.0074 6.70 1:00 0.4 0.08 0.24 0.08 0.0084 0.0099 8.94
1:15 0.3 0.06 0.24 0.06 0.0063 0.0074 6.701:30 0.3 0.06 0.23 0.06 0.0063 0.0074 6.701:45 0.3 0.06 0.23 0.06 0.0063 0.0074 6.70 2:00 0.4 0.08 0.23 0.08 0.0084 0.0099 8.94
2:15 0.4 0.08 0.22 0.08 0.0084 0.0099 8.942:30 0.4 0.08 0.22 0.08 0.0084 0.0099 8.942:45 0.5 0.11 0.22 0.09 0.0105 0.0124 11.17 3:00 0.5 0.11 0.22 0.09 0.0105 0.0124 11.17
3:15 0.5 0.11 0.21 0.09 0.0105 0.0124 11.173:30 0.5 0.11 0.21 0.09 0.0105 0.0124 11.173:45 0.5 0.11 0.21 0.09 0.0105 0.0124 11.17 4:00 0.6 0.13 0.21 0.11 0.0126 0.0149 13.40
4:15 0.6 0.13 0.20 0.11 0.0126 0.0149 13.404:30 0.7 0.15 0.20 0.13 0.0147 0.0174 15.644:45 0.7 0.15 0.20 0.13 0.0147 0.0174 15.64 5:00 0.8 0.17 0.20 0.15 0.0168 0.0199 17.87
5:15 0.6 0.13 0.19 0.11 0.0126 0.0149 13.405:30 0.7 0.15 0.19 0.13 0.0147 0.0174 15.645:45 0.8 0.17 0.19 0.15 0.0168 0.0199 17.87 6:00 0.8 0.17 0.19 0.15 0.0168 0.0199 17.87
6:15 0.9 0.19 0.18 0.17 0.0189 0.0223 20.116:30 0.9 0.19 0.18 0.17 0.0189 0.0223 20.116:45 1 0.21 0.18 N/A 0.0326 0.0384 34.57 7:00 1 0.21 0.18 N/A 0.0350 0.0412 37.12
7:15 1 0.21 0.17 N/A 0.0373 0.0441 39.667:30 1.1 0.23 0.17 N/A 0.0608 0.0717 64.517:45 1.2 0.25 0.17 N/A 0.0841 0.0993 89.34 8:00 1.3 0.27 0.17 N/A 0.1075 0.1268 114.15
8:15 1.5 0.32 0.16 N/A 0.1519 0.1792 161.288:30 1.5 0.32 0.16 N/A 0.1542 0.1819 163.718:45 1.6 0.34 0.16 N/A 0.1775 0.2094 188.46 9:00 1.7 0.36 0.16 N/A 0.2008 0.2369 213.19
9:15 1.9 0.40 0.15 N/A 0.2451 0.2891 260.239:30 2 0.42 0.15 N/A 0.2683 0.3166 284.919:45 2.1 0.44 0.15 N/A 0.2916 0.3440 309.57 10:00 2.2 0.46 0.15 N/A 0.3148 0.3713 334.21
10:15 1.5 0.32 0.15 N/A 0.1696 0.2001 180.1110:30 1.5 0.32 0.14 N/A 0.1718 0.2026 182.3610:45 2 0.42 0.14 N/A 0.2791 0.3292 296.29 11:00 2 0.42 0.14 N/A 0.2811 0.3317 298.50
11:15 1.9 0.40 0.14 N/A 0.2621 0.3093 278.3411:30 1.9 0.40 0.14 N/A 0.2642 0.3117 280.5011:45 1.7 0.36 0.13 N/A 0.2241 0.2644 237.96 12:00 1.8 0.38 0.13 N/A 0.2471 0.2916 262.41
12:15 2.5 0.53 0.13 N/A 0.3964 0.4676 420.8812:30 2.6 0.55 0.13 N/A 0.4194 0.4948 445.2812:45 2.8 0.59 0.13 N/A 0.4634 0.5467 492.00 6of6
13:00 2.9 0.61 0.12 N/A 0.4863 0.5737 516.36
13:15 3.4 0.72 0.12 N/A 0.5934 0.7001 630.0513:30 3.4 0.72 0.12 N/A 0.5952 0.7022 632.0113:45 2.3 0.48 0.12 N/A 0.3656 0.4313 388.21 14:00 2.3 0.48 0.12 N/A 0.3674 0.4335 390.13
14:15 2.7 0.57 0.11 N/A 0.4534 0.5349 481.3714:30 2.6 0.55 0.11 N/A 0.4341 0.5121 460.8914:45 2.6 0.55 0.11 N/A 0.4358 0.5141 462.73 15:00 2.5 0.53 0.11 N/A 0.4165 0.4913 442.20
15:15 2.4 0.50 0.11 N/A 0.3971 0.4685 421.6415:30 2.3 0.48 0.11 N/A 0.3777 0.4456 401.0515:45 1.9 0.40 0.10 N/A 0.2952 0.3482 313.41 16:00 1.9 0.40 0.10 N/A 0.2968 0.3501 315.11
16:15 0.4 0.08 0.10 0.08 0.0084 0.0099 8.9416:30 0.4 0.08 0.10 0.08 0.0084 0.0099 8.9416:45 0.3 0.06 0.10 0.06 0.0063 0.0074 6.70 17:00 0.3 0.06 0.10 0.06 0.0063 0.0074 6.70
17:15 0.5 0.11 0.10 0.09 0.0105 0.0124 11.1717:30 0.5 0.11 0.09 N/A 0.0112 0.0132 11.9017:45 0.5 0.11 0.09 N/A 0.0126 0.0149 13.39 18:00 0.4 0.08 0.09 0.08 0.0084 0.0099 8.94
18:15 0.4 0.08 0.09 0.08 0.0084 0.0099 8.9418:30 0.4 0.08 0.09 0.08 0.0084 0.0099 8.9418:45 0.3 0.06 0.09 0.06 0.0063 0.0074 6.70 19:00 0.2 0.04 0.09 0.04 0.0042 0.0050 4.47
19:15 0.3 0.06 0.08 0.06 0.0063 0.0074 6.7019:30 0.4 0.08 0.08 0.08 0.0084 0.0099 8.9419:45 0.3 0.06 0.08 0.06 0.0063 0.0074 6.70 20:00 0.2 0.04 0.08 0.04 0.0042 0.0050 4.47
20:15 0.3 0.06 0.08 0.06 0.0063 0.0074 6.7020:30 0.3 0.06 0.08 0.06 0.0063 0.0074 6.7020:45 0.3 0.06 0.08 0.06 0.0063 0.0074 6.70 21:00 0.2 0.04 0.08 0.04 0.0042 0.0050 4.47
21:15 0.3 0.06 0.08 0.06 0.0063 0.0074 6.7021:30 0.2 0.04 0.08 0.04 0.0042 0.0050 4.4721:45 0.3 0.06 0.07 0.06 0.0063 0.0074 6.70 22:00 0.2 0.04 0.07 0.04 0.0042 0.0050 4.47
22:15 0.3 0.06 0.07 0.06 0.0063 0.0074 6.7022:30 0.2 0.04 0.07 0.04 0.0042 0.0050 4.4722:45 0.2 0.04 0.07 0.04 0.0042 0.0050 4.47 23:00 0.2 0.04 0.07 0.04 0.0042 0.0050 4.47
23:15 0.2 0.04 0.07 0.04 0.0042 0.0050 4.4723:30 0.2 0.04 0.07 0.04 0.0042 0.0050 4.4723:45 0.2 0.04 0.07 0.04 0.0042 0.0050 4.47 24:00 0.2 0.04 0.07 0.04 0.0042 0.0050 4.47
0 0.00 0.07 0.00 0.0000 0.0000 0.00
Totalvolume(cf) 12052.63
1of6
HYDROLOGYCALCULATIONS-
UsingtheRCFC&WCDShortCutUnitHydrographMethodAreaDesignations TheWren T3
DrainageArea(ac.) 1.8700Unittime(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 5.26 OrdatafromNOAAinteractivewebsiteSoilsGroup 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)= 0.00 Gravelbedwidtharounddrwyell= 0 Drywelltotal(cf)= 0.00
Ret.Basindesign(area,depth) Top= 0.0001 s.f. Bot.= 0.0001 s.f. Max.Depth(d)= 0.0001 Max.storage= 0.00 (d/3)*(bottom+top+(bottom*top)^0.50)Formulas vol=(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/A
1HourStormin5minuteincrementsTime Pattern Storm LossRateValue 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 1.3507 405.200:10 4.8 1.1117 0.1406 N/A 0.9711 1.8311 549.320:15 5.1 1.1812 0.1406 N/A 1.0406 1.9621 588.620:20 4.9 1.1348 0.1406 N/A 0.9942 1.8747 562.420:25 6.6 1.5286 0.1406 N/A 1.3880 2.6171 785.130:30 7.3 1.6907 0.1406 N/A 1.5501 2.9228 876.840:35 8.4 1.9454 0.1406 N/A 1.8048 3.4032 1020.950:40 9 2.0844 0.1406 N/A 1.9438 3.6652 1099.560:45 12.3 2.8487 0.1406 N/A 2.7081 5.1063 1531.890:50 17.6 4.0762 0.1406 N/A 3.9356 7.4208 2226.250:55 16.1 3.7288 0.1406 N/A 3.5882 6.7658 2029.73 1:00 4.2 0.9727 0.1406 N/A 0.8321 1.5690 470.71
0 0.0000 0.1406 0.00 0.0000 0.0000 0.000 0.0000 0.1406 0.00 0.0000 0.0000 0.00 1:15 0 0.0000 0.1406 0.00 0.0000 0.0000 0.00
Totalvolume(cf) 12146.63
2of6
3HourStormin5minuteincrementsTime Pattern Storm LossRateValue 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 0.5291 158.730:10 1.3 0.42 0.14 N/A 0.2806 0.5291 158.730:15 1.1 0.36 0.14 N/A 0.2158 0.4069 122.070:20 1.5 0.49 0.14 N/A 0.3454 0.6513 195.380:25 1.5 0.49 0.14 N/A 0.3454 0.6513 195.380:30 1.8 0.58 0.14 N/A 0.4426 0.8346 250.370:35 1.5 0.49 0.14 N/A 0.3454 0.6513 195.380:40 1.8 0.58 0.14 N/A 0.4426 0.8346 250.370:45 1.8 0.58 0.14 N/A 0.4426 0.8346 250.370:50 1.5 0.49 0.14 N/A 0.3454 0.6513 195.380:55 1.6 0.52 0.14 N/A 0.3778 0.7124 213.71 1:00 1.8 0.58 0.14 N/A 0.4426 0.8346 250.37
1:05 2.2 0.71 0.14 N/A 0.5722 1.0789 323.681:10 2.2 0.71 0.14 N/A 0.5722 1.0789 323.681:15 2.2 0.71 0.14 N/A 0.5722 1.0789 323.681:20 2 0.65 0.14 N/A 0.5074 0.9567 287.021:25 2.6 0.84 0.14 N/A 0.7018 1.3233 396.991:30 2.7 0.87 0.14 N/A 0.7342 1.3844 415.321:35 2.4 0.78 0.14 N/A 0.6370 1.2011 360.331:40 2.7 0.87 0.14 N/A 0.7342 1.3844 415.321:45 3.3 1.07 0.14 N/A 0.9286 1.7510 525.291:50 3.1 1.00 0.14 N/A 0.8638 1.6288 488.631:55 2.9 0.94 0.14 N/A 0.7990 1.5066 451.97 2:00 3 0.97 0.14 N/A 0.8314 1.5677 470.30
2:05 3.1 1.00 0.14 N/A 0.8638 1.6288 488.632:10 4.2 1.36 0.14 N/A 1.2202 2.3008 690.242:15 5 1.62 0.14 N/A 1.4794 2.7895 836.862:20 3.5 1.13 0.14 N/A 0.9934 1.8731 561.942:25 6.8 2.20 0.14 N/A 2.0626 3.8892 1166.762:30 7.3 2.37 0.14 N/A 2.2246 4.1947 1258.402:35 8.2 2.66 0.14 N/A 2.5162 4.7445 1423.352:40 5.9 1.91 0.14 N/A 1.7710 3.3394 1001.812:45 2 0.65 0.14 N/A 0.5074 0.9567 287.022:50 1.8 0.58 0.14 N/A 0.4426 0.8346 250.372:55 1.8 0.58 0.14 N/A 0.4426 0.8346 250.37 3:00 0.6 0.19 0.14 N/A 0.0538 0.1014 30.43
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 3:15 0 0.00 0.14 0.00 0.0000 0.0000 0.00
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 3:30 0 0.00 0.14 0.00 0.0000 0.0000 0.00
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 Totalvolume(cf) 15464.65
3of6
6HourStormin5minuteincrementsTime Pattern Storm LossRateValue 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 0.1297 38.920:10 0.6 0.25 0.14 N/A 0.1107 0.2087 62.610:15 0.6 0.25 0.14 N/A 0.1107 0.2087 62.610:20 0.6 0.25 0.14 N/A 0.1107 0.2087 62.610:25 0.6 0.25 0.14 N/A 0.1107 0.2087 62.610:30 0.7 0.29 0.14 N/A 0.1526 0.2877 86.300:35 0.7 0.29 0.14 N/A 0.1526 0.2877 86.300:40 0.7 0.29 0.14 N/A 0.1526 0.2877 86.300:45 0.7 0.29 0.14 N/A 0.1526 0.2877 86.300:50 0.7 0.29 0.14 N/A 0.1526 0.2877 86.300:55 0.7 0.29 0.14 N/A 0.1526 0.2877 86.30 1:00 0.8 0.34 0.14 N/A 0.1944 0.3666 109.99
1:05 0.8 0.34 0.14 N/A 0.1944 0.3666 109.991:10 0.8 0.34 0.14 N/A 0.1944 0.3666 109.991:15 0.8 0.34 0.14 N/A 0.1944 0.3666 109.991:20 0.8 0.34 0.14 N/A 0.1944 0.3666 109.991:25 0.8 0.34 0.14 N/A 0.1944 0.3666 109.991:30 0.8 0.34 0.14 N/A 0.1944 0.3666 109.991:35 0.8 0.34 0.14 N/A 0.1944 0.3666 109.991:40 0.8 0.34 0.14 N/A 0.1944 0.3666 109.991:45 0.8 0.34 0.14 N/A 0.1944 0.3666 109.991:50 0.8 0.34 0.14 N/A 0.1944 0.3666 109.991:55 0.8 0.34 0.14 N/A 0.1944 0.3666 109.99 2:00 0.9 0.38 0.14 N/A 0.2363 0.4456 133.68
2:05 0.8 0.34 0.14 N/A 0.1944 0.3666 109.992:10 0.9 0.38 0.14 N/A 0.2363 0.4456 133.682:15 0.9 0.38 0.14 N/A 0.2363 0.4456 133.682:20 0.9 0.38 0.14 N/A 0.2363 0.4456 133.682:25 0.9 0.38 0.14 N/A 0.2363 0.4456 133.682:30 0.9 0.38 0.14 N/A 0.2363 0.4456 133.682:35 0.9 0.38 0.14 N/A 0.2363 0.4456 133.682:40 0.9 0.38 0.14 N/A 0.2363 0.4456 133.682:45 1 0.42 0.14 N/A 0.2782 0.5246 157.372:50 1 0.42 0.14 N/A 0.2782 0.5246 157.372:55 1 0.42 0.14 N/A 0.2782 0.5246 157.37 3:00 1 0.42 0.14 N/A 0.2782 0.5246 157.37
3:05 1 0.42 0.14 N/A 0.2782 0.5246 157.373:10 1.1 0.46 0.14 N/A 0.3201 0.6035 181.063:15 1.1 0.46 0.14 N/A 0.3201 0.6035 181.063:20 1.1 0.46 0.14 N/A 0.3201 0.6035 181.063:25 1.2 0.50 0.14 N/A 0.3620 0.6825 204.753:30 1.3 0.54 0.14 N/A 0.4038 0.7615 228.443:35 1.4 0.59 0.14 N/A 0.4457 0.8404 252.133:40 1.4 0.59 0.14 N/A 0.4457 0.8404 252.133:45 1.5 0.63 0.14 N/A 0.4876 0.9194 275.823:50 1.5 0.63 0.14 N/A 0.4876 0.9194 275.823:55 1.6 0.67 0.14 N/A 0.5295 0.9984 299.51 4:00 1.6 0.67 0.14 N/A 0.5295 0.9984 299.51
4:05 1.7 0.71 0.14 N/A 0.5714 1.0773 323.204:10 1.8 0.75 0.14 N/A 0.6132 1.1563 346.894:15 1.9 0.80 0.14 N/A 0.6551 1.2353 370.59 4of6
4:20 2 0.84 0.14 N/A 0.6970 1.3143 394.284:25 2.1 0.88 0.14 N/A 0.7389 1.3932 417.974:30 2.1 0.88 0.14 N/A 0.7389 1.3932 417.974:35 2.2 0.92 0.14 N/A 0.7808 1.4722 441.664:40 2.3 0.96 0.14 N/A 0.8226 1.5512 465.354:45 2.4 1.01 0.14 N/A 0.8645 1.6301 489.044:50 2.4 1.01 0.14 N/A 0.8645 1.6301 489.044:55 2.5 1.05 0.14 N/A 0.9064 1.7091 512.73 5:00 2.6 1.09 0.14 N/A 0.9483 1.7881 536.42
5:05 3.1 1.30 0.14 N/A 1.1577 2.1829 654.875:10 3.6 1.51 0.14 N/A 1.3671 2.5777 773.325:15 3.9 1.63 0.14 N/A 1.4927 2.8146 844.395:20 4.2 1.76 0.14 N/A 1.6184 3.0516 915.475:25 4.7 1.97 0.14 N/A 1.8278 3.4464 1033.925:30 5.6 2.35 0.14 N/A 2.2047 4.1571 1247.135:35 1.9 0.80 0.14 N/A 0.6551 1.2353 370.595:40 0.9 0.38 0.14 N/A 0.2363 0.4456 133.685:45 0.6 0.25 0.14 N/A 0.1107 0.2087 62.615:50 0.5 0.21 0.14 N/A 0.0688 0.1297 38.925:55 0.3 0.13 0.14 0.11 0.0126 0.0237 7.11 6:00 0.2 0.08 0.14 0.08 0.0084 0.0158 4.74
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 6:15 0 0.00 0.14 0.00 0.0000 0.0000 0.00
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 6:30 0 0.00 0.14 0.00 0.0000 0.0000 0.00
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 6:45 0 0.00 0.14 0.00 0.0000 0.0000 0.00
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 7:00 0 0.00 0.14 0.00 0.0000 0.0000 0.00
Totalvolume(cf) 18016.49
5of6
24HourStormin15minuteincrementsTime Pattern Storm LossRateValue 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 0.0079 7.140:30 0.3 0.06 0.24 0.06 0.0063 0.0119 10.710:45 0.3 0.06 0.24 0.06 0.0063 0.0119 10.71 1:00 0.4 0.08 0.24 0.08 0.0084 0.0159 14.28
1:15 0.3 0.06 0.24 0.06 0.0063 0.0119 10.711:30 0.3 0.06 0.23 0.06 0.0063 0.0119 10.711:45 0.3 0.06 0.23 0.06 0.0063 0.0119 10.71 2:00 0.4 0.08 0.23 0.08 0.0084 0.0159 14.28
2:15 0.4 0.08 0.22 0.08 0.0084 0.0159 14.282:30 0.4 0.08 0.22 0.08 0.0084 0.0159 14.282:45 0.5 0.11 0.22 0.09 0.0105 0.0198 17.85 3:00 0.5 0.11 0.22 0.09 0.0105 0.0198 17.85
3:15 0.5 0.11 0.21 0.09 0.0105 0.0198 17.853:30 0.5 0.11 0.21 0.09 0.0105 0.0198 17.853:45 0.5 0.11 0.21 0.09 0.0105 0.0198 17.85 4:00 0.6 0.13 0.21 0.11 0.0126 0.0238 21.42
4:15 0.6 0.13 0.20 0.11 0.0126 0.0238 21.424:30 0.7 0.15 0.20 0.13 0.0147 0.0278 24.994:45 0.7 0.15 0.20 0.13 0.0147 0.0278 24.99 5:00 0.8 0.17 0.20 0.15 0.0168 0.0317 28.56
5:15 0.6 0.13 0.19 0.11 0.0126 0.0238 21.425:30 0.7 0.15 0.19 0.13 0.0147 0.0278 24.995:45 0.8 0.17 0.19 0.15 0.0168 0.0317 28.56 6:00 0.8 0.17 0.19 0.15 0.0168 0.0317 28.56
6:15 0.9 0.19 0.18 0.17 0.0189 0.0357 32.136:30 0.9 0.19 0.18 0.17 0.0189 0.0357 32.136:45 1 0.21 0.18 N/A 0.0326 0.0614 55.25 7:00 1 0.21 0.18 N/A 0.0350 0.0659 59.33
7:15 1 0.21 0.17 N/A 0.0373 0.0704 63.387:30 1.1 0.23 0.17 N/A 0.0608 0.1146 103.117:45 1.2 0.25 0.17 N/A 0.0841 0.1587 142.79 8:00 1.3 0.27 0.17 N/A 0.1075 0.2027 182.45
8:15 1.5 0.32 0.16 N/A 0.1519 0.2864 257.788:30 1.5 0.32 0.16 N/A 0.1542 0.2907 261.668:45 1.6 0.34 0.16 N/A 0.1775 0.3347 301.21 9:00 1.7 0.36 0.16 N/A 0.2008 0.3786 340.73
9:15 1.9 0.40 0.15 N/A 0.2451 0.4621 415.929:30 2 0.42 0.15 N/A 0.2683 0.5060 455.379:45 2.1 0.44 0.15 N/A 0.2916 0.5498 494.79 10:00 2.2 0.46 0.15 N/A 0.3148 0.5935 534.17
10:15 1.5 0.32 0.15 N/A 0.1696 0.3198 287.8610:30 1.5 0.32 0.14 N/A 0.1718 0.3239 291.4710:45 2 0.42 0.14 N/A 0.2791 0.5262 473.56 11:00 2 0.42 0.14 N/A 0.2811 0.5301 477.08
11:15 1.9 0.40 0.14 N/A 0.2621 0.4943 444.8711:30 1.9 0.40 0.14 N/A 0.2642 0.4981 448.3211:45 1.7 0.36 0.13 N/A 0.2241 0.4226 380.33 12:00 1.8 0.38 0.13 N/A 0.2471 0.4660 419.41
12:15 2.5 0.53 0.13 N/A 0.3964 0.7474 672.6912:30 2.6 0.55 0.13 N/A 0.4194 0.7908 711.6912:45 2.8 0.59 0.13 N/A 0.4634 0.8737 786.36 6of6
13:00 2.9 0.61 0.12 N/A 0.4863 0.9170 825.29
13:15 3.4 0.72 0.12 N/A 0.5934 1.1189 1007.0013:30 3.4 0.72 0.12 N/A 0.5952 1.1224 1010.1413:45 2.3 0.48 0.12 N/A 0.3656 0.6894 620.48 14:00 2.3 0.48 0.12 N/A 0.3674 0.6928 623.54
14:15 2.7 0.57 0.11 N/A 0.4534 0.8549 769.3714:30 2.6 0.55 0.11 N/A 0.4341 0.8185 736.6414:45 2.6 0.55 0.11 N/A 0.4358 0.8217 739.57 15:00 2.5 0.53 0.11 N/A 0.4165 0.7853 706.76
15:15 2.4 0.50 0.11 N/A 0.3971 0.7488 673.9015:30 2.3 0.48 0.11 N/A 0.3777 0.7122 640.9915:45 1.9 0.40 0.10 N/A 0.2952 0.5566 500.92 16:00 1.9 0.40 0.10 N/A 0.2968 0.5596 503.63
16:15 0.4 0.08 0.10 0.08 0.0084 0.0159 14.2816:30 0.4 0.08 0.10 0.08 0.0084 0.0159 14.2816:45 0.3 0.06 0.10 0.06 0.0063 0.0119 10.71 17:00 0.3 0.06 0.10 0.06 0.0063 0.0119 10.71
17:15 0.5 0.11 0.10 0.09 0.0105 0.0198 17.8517:30 0.5 0.11 0.09 N/A 0.0112 0.0211 19.0217:45 0.5 0.11 0.09 N/A 0.0126 0.0238 21.39 18:00 0.4 0.08 0.09 0.08 0.0084 0.0159 14.28
18:15 0.4 0.08 0.09 0.08 0.0084 0.0159 14.2818:30 0.4 0.08 0.09 0.08 0.0084 0.0159 14.2818:45 0.3 0.06 0.09 0.06 0.0063 0.0119 10.71 19:00 0.2 0.04 0.09 0.04 0.0042 0.0079 7.14
19:15 0.3 0.06 0.08 0.06 0.0063 0.0119 10.7119:30 0.4 0.08 0.08 0.08 0.0084 0.0159 14.2819:45 0.3 0.06 0.08 0.06 0.0063 0.0119 10.71 20:00 0.2 0.04 0.08 0.04 0.0042 0.0079 7.14
20:15 0.3 0.06 0.08 0.06 0.0063 0.0119 10.7120:30 0.3 0.06 0.08 0.06 0.0063 0.0119 10.7120:45 0.3 0.06 0.08 0.06 0.0063 0.0119 10.71 21:00 0.2 0.04 0.08 0.04 0.0042 0.0079 7.14
21:15 0.3 0.06 0.08 0.06 0.0063 0.0119 10.7121:30 0.2 0.04 0.08 0.04 0.0042 0.0079 7.1421:45 0.3 0.06 0.07 0.06 0.0063 0.0119 10.71 22:00 0.2 0.04 0.07 0.04 0.0042 0.0079 7.14
22:15 0.3 0.06 0.07 0.06 0.0063 0.0119 10.7122:30 0.2 0.04 0.07 0.04 0.0042 0.0079 7.1422:45 0.2 0.04 0.07 0.04 0.0042 0.0079 7.14 23:00 0.2 0.04 0.07 0.04 0.0042 0.0079 7.14
23:15 0.2 0.04 0.07 0.04 0.0042 0.0079 7.1423:30 0.2 0.04 0.07 0.04 0.0042 0.0079 7.1423:45 0.2 0.04 0.07 0.04 0.0042 0.0079 7.14 24:00 0.2 0.04 0.07 0.04 0.0042 0.0079 7.14
0 0.00 0.07 0.00 0.0000 0.0000 0.00
Totalvolume(cf) 19263.60
1of6
HYDROLOGYCALCULATIONS-
UsingtheRCFC&WCDShortCutUnitHydrographMethodAreaDesignations TheWren T4
DrainageArea(ac.) 3.3000Unittime(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 5.26 OrdatafromNOAAinteractivewebsiteSoilsGroup AAMCindexIIRunoffNumber(plateE-6.1) 32PlateE-6.2PerviousAreaLossRate(Fp)(in/hr) 0.74 (AMCII)PercentageofImperviousCover(Ai)(%)(plateE-6.3) 87.3WeightedAverageLossRate(F=Fp(1-.9Ai))(in./hr.) 0.16 (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)= 0.00 Gravelbedwidtharounddrwyell= 0 Drywelltotal(cf)= 0.00
Ret.Basindesign(area,depth) Top= 0.0001 s.f. Bot.= 0.0001 s.f. Max.Depth(d)= 0.0001 Max.storage= 0.00 (d/3)*(bottom+top+(bottom*top)^0.50)Formulas vol=(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/A
1HourStormin5minuteincrementsTime Pattern Storm LossRateValue Effective Flow Flow % Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)
0:05 3.7 0.8569 0.1586 N/A 0.6983 2.3237 697.120:10 4.8 1.1117 0.1586 N/A 0.9531 3.1714 951.430:15 5.1 1.1812 0.1586 N/A 1.0226 3.4026 1020.790:20 4.9 1.1348 0.1586 N/A 0.9763 3.2485 974.550:25 6.6 1.5286 0.1586 N/A 1.3700 4.5586 1367.580:30 7.3 1.6907 0.1586 N/A 1.5321 5.0981 1529.420:35 8.4 1.9454 0.1586 N/A 1.7869 5.9458 1783.730:40 9 2.0844 0.1586 N/A 1.9258 6.4082 1922.450:45 12.3 2.8487 0.1586 N/A 2.6901 8.9513 2685.390:50 17.6 4.0762 0.1586 N/A 3.9176 13.0357 3910.720:55 16.1 3.7288 0.1586 N/A 3.5702 11.8798 3563.93 1:00 4.2 0.9727 0.1586 N/A 0.8141 2.7090 812.71
0 0.0000 0.1586 0.00 0.0000 0.0000 0.000 0.0000 0.1586 0.00 0.0000 0.0000 0.00 1:15 0 0.0000 0.1586 0.00 0.0000 0.0000 0.00
Totalvolume(cf) 21219.82
2of6
3HourStormin5minuteincrementsTime Pattern Storm LossRateValue Effective Flow Flow % Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)
0:05 1.3 0.42 0.16 N/A 0.2626 0.8739 262.160:10 1.3 0.42 0.16 N/A 0.2626 0.8739 262.160:15 1.1 0.36 0.16 N/A 0.1978 0.6582 197.470:20 1.5 0.49 0.16 N/A 0.3274 1.0895 326.850:25 1.5 0.49 0.16 N/A 0.3274 1.0895 326.850:30 1.8 0.58 0.16 N/A 0.4246 1.4129 423.870:35 1.5 0.49 0.16 N/A 0.3274 1.0895 326.850:40 1.8 0.58 0.16 N/A 0.4246 1.4129 423.870:45 1.8 0.58 0.16 N/A 0.4246 1.4129 423.870:50 1.5 0.49 0.16 N/A 0.3274 1.0895 326.850:55 1.6 0.52 0.16 N/A 0.3598 1.1973 359.19 1:00 1.8 0.58 0.16 N/A 0.4246 1.4129 423.87
1:05 2.2 0.71 0.16 N/A 0.5542 1.8442 553.251:10 2.2 0.71 0.16 N/A 0.5542 1.8442 553.251:15 2.2 0.71 0.16 N/A 0.5542 1.8442 553.251:20 2 0.65 0.16 N/A 0.4894 1.6285 488.561:25 2.6 0.84 0.16 N/A 0.6838 2.2754 682.621:30 2.7 0.87 0.16 N/A 0.7162 2.3832 714.961:35 2.4 0.78 0.16 N/A 0.6190 2.0598 617.931:40 2.7 0.87 0.16 N/A 0.7162 2.3832 714.961:45 3.3 1.07 0.16 N/A 0.9106 3.0301 909.021:50 3.1 1.00 0.16 N/A 0.8458 2.8145 844.341:55 2.9 0.94 0.16 N/A 0.7810 2.5988 779.65 2:00 3 0.97 0.16 N/A 0.8134 2.7066 811.99
2:05 3.1 1.00 0.16 N/A 0.8458 2.8145 844.342:10 4.2 1.36 0.16 N/A 1.2022 4.0004 1200.112:15 5 1.62 0.16 N/A 1.4614 4.8629 1458.862:20 3.5 1.13 0.16 N/A 0.9754 3.2457 973.712:25 6.8 2.20 0.16 N/A 2.0446 6.8035 2041.042:30 7.3 2.37 0.16 N/A 2.2066 7.3425 2202.762:35 8.2 2.66 0.16 N/A 2.4982 8.3128 2493.852:40 5.9 1.91 0.16 N/A 1.7530 5.8332 1749.952:45 2 0.65 0.16 N/A 0.4894 1.6285 488.562:50 1.8 0.58 0.16 N/A 0.4246 1.4129 423.872:55 1.8 0.58 0.16 N/A 0.4246 1.4129 423.87 3:00 0.6 0.19 0.16 N/A 0.0358 0.1192 35.76
0 0.00 0.16 0.00 0.0000 0.0000 0.000 0.00 0.16 0.00 0.0000 0.0000 0.00 3:15 0 0.00 0.16 0.00 0.0000 0.0000 0.00
0 0.00 0.16 0.00 0.0000 0.0000 0.000 0.00 0.16 0.00 0.0000 0.0000 0.00 3:30 0 0.00 0.16 0.00 0.0000 0.0000 0.00
0 0.00 0.16 0.00 0.0000 0.0000 0.000 0.00 0.16 0.00 0.0000 0.0000 0.00 Totalvolume(cf) 26644.34
3of6
6HourStormin5minuteincrementsTime Pattern Storm LossRateValue Effective Flow Flow % Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)
0:05 0.5 0.21 0.16 N/A 0.0508 0.1691 50.730:10 0.6 0.25 0.16 N/A 0.0927 0.3085 92.540:15 0.6 0.25 0.16 N/A 0.0927 0.3085 92.540:20 0.6 0.25 0.16 N/A 0.0927 0.3085 92.540:25 0.6 0.25 0.16 N/A 0.0927 0.3085 92.540:30 0.7 0.29 0.16 N/A 0.1346 0.4478 134.340:35 0.7 0.29 0.16 N/A 0.1346 0.4478 134.340:40 0.7 0.29 0.16 N/A 0.1346 0.4478 134.340:45 0.7 0.29 0.16 N/A 0.1346 0.4478 134.340:50 0.7 0.29 0.16 N/A 0.1346 0.4478 134.340:55 0.7 0.29 0.16 N/A 0.1346 0.4478 134.34 1:00 0.8 0.34 0.16 N/A 0.1765 0.5872 176.15
1:05 0.8 0.34 0.16 N/A 0.1765 0.5872 176.151:10 0.8 0.34 0.16 N/A 0.1765 0.5872 176.151:15 0.8 0.34 0.16 N/A 0.1765 0.5872 176.151:20 0.8 0.34 0.16 N/A 0.1765 0.5872 176.151:25 0.8 0.34 0.16 N/A 0.1765 0.5872 176.151:30 0.8 0.34 0.16 N/A 0.1765 0.5872 176.151:35 0.8 0.34 0.16 N/A 0.1765 0.5872 176.151:40 0.8 0.34 0.16 N/A 0.1765 0.5872 176.151:45 0.8 0.34 0.16 N/A 0.1765 0.5872 176.151:50 0.8 0.34 0.16 N/A 0.1765 0.5872 176.151:55 0.8 0.34 0.16 N/A 0.1765 0.5872 176.15 2:00 0.9 0.38 0.16 N/A 0.2183 0.7265 217.96
2:05 0.8 0.34 0.16 N/A 0.1765 0.5872 176.152:10 0.9 0.38 0.16 N/A 0.2183 0.7265 217.962:15 0.9 0.38 0.16 N/A 0.2183 0.7265 217.962:20 0.9 0.38 0.16 N/A 0.2183 0.7265 217.962:25 0.9 0.38 0.16 N/A 0.2183 0.7265 217.962:30 0.9 0.38 0.16 N/A 0.2183 0.7265 217.962:35 0.9 0.38 0.16 N/A 0.2183 0.7265 217.962:40 0.9 0.38 0.16 N/A 0.2183 0.7265 217.962:45 1 0.42 0.16 N/A 0.2602 0.8659 259.762:50 1 0.42 0.16 N/A 0.2602 0.8659 259.762:55 1 0.42 0.16 N/A 0.2602 0.8659 259.76 3:00 1 0.42 0.16 N/A 0.2602 0.8659 259.76
3:05 1 0.42 0.16 N/A 0.2602 0.8659 259.763:10 1.1 0.46 0.16 N/A 0.3021 1.0052 301.573:15 1.1 0.46 0.16 N/A 0.3021 1.0052 301.573:20 1.1 0.46 0.16 N/A 0.3021 1.0052 301.573:25 1.2 0.50 0.16 N/A 0.3440 1.1446 343.383:30 1.3 0.54 0.16 N/A 0.3859 1.2839 385.183:35 1.4 0.59 0.16 N/A 0.4277 1.4233 426.993:40 1.4 0.59 0.16 N/A 0.4277 1.4233 426.993:45 1.5 0.63 0.16 N/A 0.4696 1.5627 468.803:50 1.5 0.63 0.16 N/A 0.4696 1.5627 468.803:55 1.6 0.67 0.16 N/A 0.5115 1.7020 510.60 4:00 1.6 0.67 0.16 N/A 0.5115 1.7020 510.60
4:05 1.7 0.71 0.16 N/A 0.5534 1.8414 552.414:10 1.8 0.75 0.16 N/A 0.5953 1.9807 594.224:15 1.9 0.80 0.16 N/A 0.6371 2.1201 636.02 4of6
4:20 2 0.84 0.16 N/A 0.6790 2.2594 677.834:25 2.1 0.88 0.16 N/A 0.7209 2.3988 719.644:30 2.1 0.88 0.16 N/A 0.7209 2.3988 719.644:35 2.2 0.92 0.16 N/A 0.7628 2.5381 761.444:40 2.3 0.96 0.16 N/A 0.8047 2.6775 803.254:45 2.4 1.01 0.16 N/A 0.8465 2.8169 845.064:50 2.4 1.01 0.16 N/A 0.8465 2.8169 845.064:55 2.5 1.05 0.16 N/A 0.8884 2.9562 886.86 5:00 2.6 1.09 0.16 N/A 0.9303 3.0956 928.67
5:05 3.1 1.30 0.16 N/A 1.1397 3.7923 1137.705:10 3.6 1.51 0.16 N/A 1.3491 4.4891 1346.745:15 3.9 1.63 0.16 N/A 1.4747 4.9072 1472.165:20 4.2 1.76 0.16 N/A 1.6004 5.3253 1597.585:25 4.7 1.97 0.16 N/A 1.8098 6.0220 1806.615:30 5.6 2.35 0.16 N/A 2.1867 7.2762 2182.875:35 1.9 0.80 0.16 N/A 0.6371 2.1201 636.025:40 0.9 0.38 0.16 N/A 0.2183 0.7265 217.965:45 0.6 0.25 0.16 N/A 0.0927 0.3085 92.545:50 0.5 0.21 0.16 N/A 0.0508 0.1691 50.735:55 0.3 0.13 0.16 0.11 0.0126 0.0418 12.54 6:00 0.2 0.08 0.16 0.08 0.0084 0.0279 8.36
0 0.00 0.16 0.00 0.0000 0.0000 0.000 0.00 0.16 0.00 0.0000 0.0000 0.00 6:15 0 0.00 0.16 0.00 0.0000 0.0000 0.00
0 0.00 0.16 0.00 0.0000 0.0000 0.000 0.00 0.16 0.00 0.0000 0.0000 0.00 6:30 0 0.00 0.16 0.00 0.0000 0.0000 0.00
0 0.00 0.16 0.00 0.0000 0.0000 0.000 0.00 0.16 0.00 0.0000 0.0000 0.00 6:45 0 0.00 0.16 0.00 0.0000 0.0000 0.00
0 0.00 0.16 0.00 0.0000 0.0000 0.000 0.00 0.16 0.00 0.0000 0.0000 0.00 7:00 0 0.00 0.16 0.00 0.0000 0.0000 0.00
Totalvolume(cf) 30537.27
5of6
24HourStormin15minuteincrementsTime Pattern Storm LossRateValue Effective Flow Flow % Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)
0:15 0.2 0.04 0.28 0.04 0.0042 0.0140 12.600:30 0.3 0.06 0.28 0.06 0.0063 0.0210 18.900:45 0.3 0.06 0.27 0.06 0.0063 0.0210 18.90 1:00 0.4 0.08 0.27 0.08 0.0084 0.0280 25.20
1:15 0.3 0.06 0.27 0.06 0.0063 0.0210 18.901:30 0.3 0.06 0.26 0.06 0.0063 0.0210 18.901:45 0.3 0.06 0.26 0.06 0.0063 0.0210 18.90 2:00 0.4 0.08 0.26 0.08 0.0084 0.0280 25.20
2:15 0.4 0.08 0.25 0.08 0.0084 0.0280 25.202:30 0.4 0.08 0.25 0.08 0.0084 0.0280 25.202:45 0.5 0.11 0.25 0.09 0.0105 0.0350 31.50 3:00 0.5 0.11 0.24 0.09 0.0105 0.0350 31.50
3:15 0.5 0.11 0.24 0.09 0.0105 0.0350 31.503:30 0.5 0.11 0.24 0.09 0.0105 0.0350 31.503:45 0.5 0.11 0.23 0.09 0.0105 0.0350 31.50 4:00 0.6 0.13 0.23 0.11 0.0126 0.0420 37.81
4:15 0.6 0.13 0.23 0.11 0.0126 0.0420 37.814:30 0.7 0.15 0.23 0.13 0.0147 0.0490 44.114:45 0.7 0.15 0.22 0.13 0.0147 0.0490 44.11 5:00 0.8 0.17 0.22 0.15 0.0168 0.0560 50.41
5:15 0.6 0.13 0.22 0.11 0.0126 0.0420 37.815:30 0.7 0.15 0.21 0.13 0.0147 0.0490 44.115:45 0.8 0.17 0.21 0.15 0.0168 0.0560 50.41 6:00 0.8 0.17 0.21 0.15 0.0168 0.0560 50.41
6:15 0.9 0.19 0.21 0.17 0.0189 0.0630 56.716:30 0.9 0.19 0.20 0.17 0.0189 0.0630 56.716:45 1 0.21 0.20 0.19 0.0210 0.0700 63.01 7:00 1 0.21 0.20 0.19 0.0210 0.0700 63.01
7:15 1 0.21 0.20 0.19 0.0210 0.0700 63.017:30 1.1 0.23 0.19 N/A 0.0389 0.1295 116.587:45 1.2 0.25 0.19 N/A 0.0626 0.2084 187.52 8:00 1.3 0.27 0.19 N/A 0.0863 0.2871 258.39
8:15 1.5 0.32 0.18 N/A 0.1310 0.4358 392.208:30 1.5 0.32 0.18 N/A 0.1335 0.4444 399.938:45 1.6 0.34 0.18 N/A 0.1571 0.5229 470.60 9:00 1.7 0.36 0.18 N/A 0.1807 0.6013 541.20
9:15 1.9 0.40 0.17 N/A 0.2253 0.7497 674.749:30 2 0.42 0.17 N/A 0.2488 0.8280 745.209:45 2.1 0.44 0.17 N/A 0.2723 0.9062 815.59 10:00 2.2 0.46 0.17 N/A 0.2958 0.9843 885.91
10:15 1.5 0.32 0.16 N/A 0.1510 0.5023 452.0910:30 1.5 0.32 0.16 N/A 0.1534 0.5103 459.2510:45 2 0.42 0.16 N/A 0.2609 0.8682 781.40 11:00 2 0.42 0.16 N/A 0.2633 0.8760 788.42
11:15 1.9 0.40 0.16 N/A 0.2445 0.8137 732.3611:30 1.9 0.40 0.15 N/A 0.2468 0.8214 739.2311:45 1.7 0.36 0.15 N/A 0.2070 0.6889 620.01 12:00 1.8 0.38 0.15 N/A 0.2303 0.7664 689.74
12:15 2.5 0.53 0.15 N/A 0.3798 1.2638 1137.4512:30 2.6 0.55 0.14 N/A 0.4030 1.3411 1207.0312:45 2.8 0.59 0.14 N/A 0.4473 1.4884 1339.54 6of6
13:00 2.9 0.61 0.14 N/A 0.4705 1.5655 1408.96
13:15 3.4 0.72 0.14 N/A 0.5778 1.9226 1730.3413:30 3.4 0.72 0.14 N/A 0.5799 1.9295 1736.5913:45 2.3 0.48 0.13 N/A 0.3505 1.1663 1049.65 14:00 2.3 0.48 0.13 N/A 0.3525 1.1730 1055.74
14:15 2.7 0.57 0.13 N/A 0.4387 1.4598 1313.7814:30 2.6 0.55 0.13 N/A 0.4196 1.3963 1256.6914:45 2.6 0.55 0.13 N/A 0.4216 1.4028 1262.53 15:00 2.5 0.53 0.12 N/A 0.4025 1.3392 1205.27
15:15 2.4 0.50 0.12 N/A 0.3833 1.2755 1147.9215:30 2.3 0.48 0.12 N/A 0.3641 1.2116 1090.4815:45 1.9 0.40 0.12 N/A 0.2818 0.9377 843.93 16:00 1.9 0.40 0.12 N/A 0.2836 0.9437 849.32
16:15 0.4 0.08 0.11 0.08 0.0084 0.0280 25.2016:30 0.4 0.08 0.11 0.08 0.0084 0.0280 25.2016:45 0.3 0.06 0.11 0.06 0.0063 0.0210 18.90 17:00 0.3 0.06 0.11 0.06 0.0063 0.0210 18.90
17:15 0.5 0.11 0.11 0.09 0.0105 0.0350 31.5017:30 0.5 0.11 0.11 0.09 0.0105 0.0350 31.5017:45 0.5 0.11 0.10 0.09 0.0105 0.0350 31.50 18:00 0.4 0.08 0.10 0.08 0.0084 0.0280 25.20
18:15 0.4 0.08 0.10 0.08 0.0084 0.0280 25.2018:30 0.4 0.08 0.10 0.08 0.0084 0.0280 25.2018:45 0.3 0.06 0.10 0.06 0.0063 0.0210 18.90 19:00 0.2 0.04 0.10 0.04 0.0042 0.0140 12.60
19:15 0.3 0.06 0.10 0.06 0.0063 0.0210 18.9019:30 0.4 0.08 0.09 0.08 0.0084 0.0280 25.2019:45 0.3 0.06 0.09 0.06 0.0063 0.0210 18.90 20:00 0.2 0.04 0.09 0.04 0.0042 0.0140 12.60
20:15 0.3 0.06 0.09 0.06 0.0063 0.0210 18.9020:30 0.3 0.06 0.09 0.06 0.0063 0.0210 18.9020:45 0.3 0.06 0.09 0.06 0.0063 0.0210 18.90 21:00 0.2 0.04 0.09 0.04 0.0042 0.0140 12.60
21:15 0.3 0.06 0.09 0.06 0.0063 0.0210 18.9021:30 0.2 0.04 0.09 0.04 0.0042 0.0140 12.6021:45 0.3 0.06 0.08 0.06 0.0063 0.0210 18.90 22:00 0.2 0.04 0.08 0.04 0.0042 0.0140 12.60
22:15 0.3 0.06 0.08 0.06 0.0063 0.0210 18.9022:30 0.2 0.04 0.08 0.04 0.0042 0.0140 12.6022:45 0.2 0.04 0.08 0.04 0.0042 0.0140 12.60 23:00 0.2 0.04 0.08 0.04 0.0042 0.0140 12.60
23:15 0.2 0.04 0.08 0.04 0.0042 0.0140 12.6023:30 0.2 0.04 0.08 0.04 0.0042 0.0140 12.6023:45 0.2 0.04 0.08 0.04 0.0042 0.0140 12.60 24:00 0.2 0.04 0.08 0.04 0.0042 0.0140 12.60
0 0.00 0.08 0.00 0.0000 0.0000 0.00
Totalvolume(cf) 32055.31
1of6
HYDROLOGYCALCULATIONS-
UsingtheRCFC&WCDShortCutUnitHydrographMethodAreaDesignations TheWren T5
DrainageArea(ac.) 0.5200Unittime(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 5.26 OrdatafromNOAAinteractivewebsiteSoilsGroup 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)= 0.00 Gravelbedwidtharounddrwyell= 0 Drywelltotal(cf)= 0.00
Ret.Basindesign(area,depth) Top= 0.0001 s.f. Bot.= 0.0001 s.f. Max.Depth(d)= 0.0001 Max.storage= 0.00 (d/3)*(bottom+top+(bottom*top)^0.50)Formulas vol=(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/A
1HourStormin5minuteincrementsTime Pattern Storm LossRateValue 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 0.3756 112.680:10 4.8 1.1117 0.1406 N/A 0.9711 0.5092 152.750:15 5.1 1.1812 0.1406 N/A 1.0406 0.5456 163.680:20 4.9 1.1348 0.1406 N/A 0.9942 0.5213 156.390:25 6.6 1.5286 0.1406 N/A 1.3880 0.7278 218.330:30 7.3 1.6907 0.1406 N/A 1.5501 0.8128 243.830:35 8.4 1.9454 0.1406 N/A 1.8048 0.9463 283.900:40 9 2.0844 0.1406 N/A 1.9438 1.0192 305.760:45 12.3 2.8487 0.1406 N/A 2.7081 1.4199 425.980:50 17.6 4.0762 0.1406 N/A 3.9356 2.0635 619.060:55 16.1 3.7288 0.1406 N/A 3.5882 1.8814 564.42 1:00 4.2 0.9727 0.1406 N/A 0.8321 0.4363 130.89
0 0.0000 0.1406 0.00 0.0000 0.0000 0.000 0.0000 0.1406 0.00 0.0000 0.0000 0.00 1:15 0 0.0000 0.1406 0.00 0.0000 0.0000 0.00
Totalvolume(cf) 3377.67
2of6
3HourStormin5minuteincrementsTime Pattern Storm LossRateValue 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 0.1471 44.140:10 1.3 0.42 0.14 N/A 0.2806 0.1471 44.140:15 1.1 0.36 0.14 N/A 0.2158 0.1132 33.950:20 1.5 0.49 0.14 N/A 0.3454 0.1811 54.330:25 1.5 0.49 0.14 N/A 0.3454 0.1811 54.330:30 1.8 0.58 0.14 N/A 0.4426 0.2321 69.620:35 1.5 0.49 0.14 N/A 0.3454 0.1811 54.330:40 1.8 0.58 0.14 N/A 0.4426 0.2321 69.620:45 1.8 0.58 0.14 N/A 0.4426 0.2321 69.620:50 1.5 0.49 0.14 N/A 0.3454 0.1811 54.330:55 1.6 0.52 0.14 N/A 0.3778 0.1981 59.43 1:00 1.8 0.58 0.14 N/A 0.4426 0.2321 69.62
1:05 2.2 0.71 0.14 N/A 0.5722 0.3000 90.011:10 2.2 0.71 0.14 N/A 0.5722 0.3000 90.011:15 2.2 0.71 0.14 N/A 0.5722 0.3000 90.011:20 2 0.65 0.14 N/A 0.5074 0.2660 79.811:25 2.6 0.84 0.14 N/A 0.7018 0.3680 110.391:30 2.7 0.87 0.14 N/A 0.7342 0.3850 115.491:35 2.4 0.78 0.14 N/A 0.6370 0.3340 100.201:40 2.7 0.87 0.14 N/A 0.7342 0.3850 115.491:45 3.3 1.07 0.14 N/A 0.9286 0.4869 146.071:50 3.1 1.00 0.14 N/A 0.8638 0.4529 135.881:55 2.9 0.94 0.14 N/A 0.7990 0.4189 125.68 2:00 3 0.97 0.14 N/A 0.8314 0.4359 130.78
2:05 3.1 1.00 0.14 N/A 0.8638 0.4529 135.882:10 4.2 1.36 0.14 N/A 1.2202 0.6398 191.942:15 5 1.62 0.14 N/A 1.4794 0.7757 232.712:20 3.5 1.13 0.14 N/A 0.9934 0.5209 156.262:25 6.8 2.20 0.14 N/A 2.0626 1.0815 324.452:30 7.3 2.37 0.14 N/A 2.2246 1.1664 349.932:35 8.2 2.66 0.14 N/A 2.5162 1.3193 395.802:40 5.9 1.91 0.14 N/A 1.7710 0.9286 278.582:45 2 0.65 0.14 N/A 0.5074 0.2660 79.812:50 1.8 0.58 0.14 N/A 0.4426 0.2321 69.622:55 1.8 0.58 0.14 N/A 0.4426 0.2321 69.62 3:00 0.6 0.19 0.14 N/A 0.0538 0.0282 8.46
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 3:15 0 0.00 0.14 0.00 0.0000 0.0000 0.00
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 3:30 0 0.00 0.14 0.00 0.0000 0.0000 0.00
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 Totalvolume(cf) 4300.33
3of6
6HourStormin5minuteincrementsTime Pattern Storm LossRateValue 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 0.0361 10.820:10 0.6 0.25 0.14 N/A 0.1107 0.0580 17.410:15 0.6 0.25 0.14 N/A 0.1107 0.0580 17.410:20 0.6 0.25 0.14 N/A 0.1107 0.0580 17.410:25 0.6 0.25 0.14 N/A 0.1107 0.0580 17.410:30 0.7 0.29 0.14 N/A 0.1526 0.0800 24.000:35 0.7 0.29 0.14 N/A 0.1526 0.0800 24.000:40 0.7 0.29 0.14 N/A 0.1526 0.0800 24.000:45 0.7 0.29 0.14 N/A 0.1526 0.0800 24.000:50 0.7 0.29 0.14 N/A 0.1526 0.0800 24.000:55 0.7 0.29 0.14 N/A 0.1526 0.0800 24.00 1:00 0.8 0.34 0.14 N/A 0.1944 0.1020 30.59
1:05 0.8 0.34 0.14 N/A 0.1944 0.1020 30.591:10 0.8 0.34 0.14 N/A 0.1944 0.1020 30.591:15 0.8 0.34 0.14 N/A 0.1944 0.1020 30.591:20 0.8 0.34 0.14 N/A 0.1944 0.1020 30.591:25 0.8 0.34 0.14 N/A 0.1944 0.1020 30.591:30 0.8 0.34 0.14 N/A 0.1944 0.1020 30.591:35 0.8 0.34 0.14 N/A 0.1944 0.1020 30.591:40 0.8 0.34 0.14 N/A 0.1944 0.1020 30.591:45 0.8 0.34 0.14 N/A 0.1944 0.1020 30.591:50 0.8 0.34 0.14 N/A 0.1944 0.1020 30.591:55 0.8 0.34 0.14 N/A 0.1944 0.1020 30.59 2:00 0.9 0.38 0.14 N/A 0.2363 0.1239 37.17
2:05 0.8 0.34 0.14 N/A 0.1944 0.1020 30.592:10 0.9 0.38 0.14 N/A 0.2363 0.1239 37.172:15 0.9 0.38 0.14 N/A 0.2363 0.1239 37.172:20 0.9 0.38 0.14 N/A 0.2363 0.1239 37.172:25 0.9 0.38 0.14 N/A 0.2363 0.1239 37.172:30 0.9 0.38 0.14 N/A 0.2363 0.1239 37.172:35 0.9 0.38 0.14 N/A 0.2363 0.1239 37.172:40 0.9 0.38 0.14 N/A 0.2363 0.1239 37.172:45 1 0.42 0.14 N/A 0.2782 0.1459 43.762:50 1 0.42 0.14 N/A 0.2782 0.1459 43.762:55 1 0.42 0.14 N/A 0.2782 0.1459 43.76 3:00 1 0.42 0.14 N/A 0.2782 0.1459 43.76
3:05 1 0.42 0.14 N/A 0.2782 0.1459 43.763:10 1.1 0.46 0.14 N/A 0.3201 0.1678 50.353:15 1.1 0.46 0.14 N/A 0.3201 0.1678 50.353:20 1.1 0.46 0.14 N/A 0.3201 0.1678 50.353:25 1.2 0.50 0.14 N/A 0.3620 0.1898 56.943:30 1.3 0.54 0.14 N/A 0.4038 0.2117 63.523:35 1.4 0.59 0.14 N/A 0.4457 0.2337 70.113:40 1.4 0.59 0.14 N/A 0.4457 0.2337 70.113:45 1.5 0.63 0.14 N/A 0.4876 0.2557 76.703:50 1.5 0.63 0.14 N/A 0.4876 0.2557 76.703:55 1.6 0.67 0.14 N/A 0.5295 0.2776 83.29 4:00 1.6 0.67 0.14 N/A 0.5295 0.2776 83.29
4:05 1.7 0.71 0.14 N/A 0.5714 0.2996 89.874:10 1.8 0.75 0.14 N/A 0.6132 0.3215 96.464:15 1.9 0.80 0.14 N/A 0.6551 0.3435 103.05 4of6
4:20 2 0.84 0.14 N/A 0.6970 0.3655 109.644:25 2.1 0.88 0.14 N/A 0.7389 0.3874 116.234:30 2.1 0.88 0.14 N/A 0.7389 0.3874 116.234:35 2.2 0.92 0.14 N/A 0.7808 0.4094 122.814:40 2.3 0.96 0.14 N/A 0.8226 0.4313 129.404:45 2.4 1.01 0.14 N/A 0.8645 0.4533 135.994:50 2.4 1.01 0.14 N/A 0.8645 0.4533 135.994:55 2.5 1.05 0.14 N/A 0.9064 0.4753 142.58 5:00 2.6 1.09 0.14 N/A 0.9483 0.4972 149.16
5:05 3.1 1.30 0.14 N/A 1.1577 0.6070 182.105:10 3.6 1.51 0.14 N/A 1.3671 0.7168 215.045:15 3.9 1.63 0.14 N/A 1.4927 0.7827 234.805:20 4.2 1.76 0.14 N/A 1.6184 0.8486 254.575:25 4.7 1.97 0.14 N/A 1.8278 0.9584 287.515:30 5.6 2.35 0.14 N/A 2.2047 1.1560 346.805:35 1.9 0.80 0.14 N/A 0.6551 0.3435 103.055:40 0.9 0.38 0.14 N/A 0.2363 0.1239 37.175:45 0.6 0.25 0.14 N/A 0.1107 0.0580 17.415:50 0.5 0.21 0.14 N/A 0.0688 0.0361 10.825:55 0.3 0.13 0.14 0.11 0.0126 0.0066 1.98 6:00 0.2 0.08 0.14 0.08 0.0084 0.0044 1.32
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 6:15 0 0.00 0.14 0.00 0.0000 0.0000 0.00
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 6:30 0 0.00 0.14 0.00 0.0000 0.0000 0.00
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 6:45 0 0.00 0.14 0.00 0.0000 0.0000 0.00
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 7:00 0 0.00 0.14 0.00 0.0000 0.0000 0.00
Totalvolume(cf) 5009.93
5of6
24HourStormin15minuteincrementsTime Pattern Storm LossRateValue 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 0.0022 1.990:30 0.3 0.06 0.24 0.06 0.0063 0.0033 2.980:45 0.3 0.06 0.24 0.06 0.0063 0.0033 2.98 1:00 0.4 0.08 0.24 0.08 0.0084 0.0044 3.97
1:15 0.3 0.06 0.24 0.06 0.0063 0.0033 2.981:30 0.3 0.06 0.23 0.06 0.0063 0.0033 2.981:45 0.3 0.06 0.23 0.06 0.0063 0.0033 2.98 2:00 0.4 0.08 0.23 0.08 0.0084 0.0044 3.97
2:15 0.4 0.08 0.22 0.08 0.0084 0.0044 3.972:30 0.4 0.08 0.22 0.08 0.0084 0.0044 3.972:45 0.5 0.11 0.22 0.09 0.0105 0.0055 4.96 3:00 0.5 0.11 0.22 0.09 0.0105 0.0055 4.96
3:15 0.5 0.11 0.21 0.09 0.0105 0.0055 4.963:30 0.5 0.11 0.21 0.09 0.0105 0.0055 4.963:45 0.5 0.11 0.21 0.09 0.0105 0.0055 4.96 4:00 0.6 0.13 0.21 0.11 0.0126 0.0066 5.96
4:15 0.6 0.13 0.20 0.11 0.0126 0.0066 5.964:30 0.7 0.15 0.20 0.13 0.0147 0.0077 6.954:45 0.7 0.15 0.20 0.13 0.0147 0.0077 6.95 5:00 0.8 0.17 0.20 0.15 0.0168 0.0088 7.94
5:15 0.6 0.13 0.19 0.11 0.0126 0.0066 5.965:30 0.7 0.15 0.19 0.13 0.0147 0.0077 6.955:45 0.8 0.17 0.19 0.15 0.0168 0.0088 7.94 6:00 0.8 0.17 0.19 0.15 0.0168 0.0088 7.94
6:15 0.9 0.19 0.18 0.17 0.0189 0.0099 8.946:30 0.9 0.19 0.18 0.17 0.0189 0.0099 8.946:45 1 0.21 0.18 N/A 0.0326 0.0171 15.36 7:00 1 0.21 0.18 N/A 0.0350 0.0183 16.50
7:15 1 0.21 0.17 N/A 0.0373 0.0196 17.637:30 1.1 0.23 0.17 N/A 0.0608 0.0319 28.677:45 1.2 0.25 0.17 N/A 0.0841 0.0441 39.71 8:00 1.3 0.27 0.17 N/A 0.1075 0.0564 50.73
8:15 1.5 0.32 0.16 N/A 0.1519 0.0796 71.688:30 1.5 0.32 0.16 N/A 0.1542 0.0808 72.768:45 1.6 0.34 0.16 N/A 0.1775 0.0931 83.76 9:00 1.7 0.36 0.16 N/A 0.2008 0.1053 94.75
9:15 1.9 0.40 0.15 N/A 0.2451 0.1285 115.669:30 2 0.42 0.15 N/A 0.2683 0.1407 126.639:45 2.1 0.44 0.15 N/A 0.2916 0.1529 137.59 10:00 2.2 0.46 0.15 N/A 0.3148 0.1650 148.54
10:15 1.5 0.32 0.15 N/A 0.1696 0.0889 80.0510:30 1.5 0.32 0.14 N/A 0.1718 0.0901 81.0510:45 2 0.42 0.14 N/A 0.2791 0.1463 131.68 11:00 2 0.42 0.14 N/A 0.2811 0.1474 132.67
11:15 1.9 0.40 0.14 N/A 0.2621 0.1375 123.7111:30 1.9 0.40 0.14 N/A 0.2642 0.1385 124.6711:45 1.7 0.36 0.13 N/A 0.2241 0.1175 105.76 12:00 1.8 0.38 0.13 N/A 0.2471 0.1296 116.63
12:15 2.5 0.53 0.13 N/A 0.3964 0.2078 187.0612:30 2.6 0.55 0.13 N/A 0.4194 0.2199 197.9012:45 2.8 0.59 0.13 N/A 0.4634 0.2430 218.67 6of6
13:00 2.9 0.61 0.12 N/A 0.4863 0.2550 229.49
13:15 3.4 0.72 0.12 N/A 0.5934 0.3111 280.0213:30 3.4 0.72 0.12 N/A 0.5952 0.3121 280.8913:45 2.3 0.48 0.12 N/A 0.3656 0.1917 172.54 14:00 2.3 0.48 0.12 N/A 0.3674 0.1927 173.39
14:15 2.7 0.57 0.11 N/A 0.4534 0.2377 213.9414:30 2.6 0.55 0.11 N/A 0.4341 0.2276 204.8414:45 2.6 0.55 0.11 N/A 0.4358 0.2285 205.66 15:00 2.5 0.53 0.11 N/A 0.4165 0.2184 196.53
15:15 2.4 0.50 0.11 N/A 0.3971 0.2082 187.3915:30 2.3 0.48 0.11 N/A 0.3777 0.1980 178.2415:45 1.9 0.40 0.10 N/A 0.2952 0.1548 139.29 16:00 1.9 0.40 0.10 N/A 0.2968 0.1556 140.05
16:15 0.4 0.08 0.10 0.08 0.0084 0.0044 3.9716:30 0.4 0.08 0.10 0.08 0.0084 0.0044 3.9716:45 0.3 0.06 0.10 0.06 0.0063 0.0033 2.98 17:00 0.3 0.06 0.10 0.06 0.0063 0.0033 2.98
17:15 0.5 0.11 0.10 0.09 0.0105 0.0055 4.9617:30 0.5 0.11 0.09 N/A 0.0112 0.0059 5.2917:45 0.5 0.11 0.09 N/A 0.0126 0.0066 5.95 18:00 0.4 0.08 0.09 0.08 0.0084 0.0044 3.97
18:15 0.4 0.08 0.09 0.08 0.0084 0.0044 3.9718:30 0.4 0.08 0.09 0.08 0.0084 0.0044 3.9718:45 0.3 0.06 0.09 0.06 0.0063 0.0033 2.98 19:00 0.2 0.04 0.09 0.04 0.0042 0.0022 1.99
19:15 0.3 0.06 0.08 0.06 0.0063 0.0033 2.9819:30 0.4 0.08 0.08 0.08 0.0084 0.0044 3.9719:45 0.3 0.06 0.08 0.06 0.0063 0.0033 2.98 20:00 0.2 0.04 0.08 0.04 0.0042 0.0022 1.99
20:15 0.3 0.06 0.08 0.06 0.0063 0.0033 2.9820:30 0.3 0.06 0.08 0.06 0.0063 0.0033 2.9820:45 0.3 0.06 0.08 0.06 0.0063 0.0033 2.98 21:00 0.2 0.04 0.08 0.04 0.0042 0.0022 1.99
21:15 0.3 0.06 0.08 0.06 0.0063 0.0033 2.9821:30 0.2 0.04 0.08 0.04 0.0042 0.0022 1.9921:45 0.3 0.06 0.07 0.06 0.0063 0.0033 2.98 22:00 0.2 0.04 0.07 0.04 0.0042 0.0022 1.99
22:15 0.3 0.06 0.07 0.06 0.0063 0.0033 2.9822:30 0.2 0.04 0.07 0.04 0.0042 0.0022 1.9922:45 0.2 0.04 0.07 0.04 0.0042 0.0022 1.99 23:00 0.2 0.04 0.07 0.04 0.0042 0.0022 1.99
23:15 0.2 0.04 0.07 0.04 0.0042 0.0022 1.9923:30 0.2 0.04 0.07 0.04 0.0042 0.0022 1.9923:45 0.2 0.04 0.07 0.04 0.0042 0.0022 1.99 24:00 0.2 0.04 0.07 0.04 0.0042 0.0022 1.99
0 0.00 0.07 0.00 0.0000 0.0000 0.00
Totalvolume(cf) 5356.72
1of6
HYDROLOGYCALCULATIONS-
UsingtheRCFC&WCDShortCutUnitHydrographMethodAreaDesignations TheWren T6
DrainageArea(ac.) 1.5400Unittime(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 5.26 OrdatafromNOAAinteractivewebsiteSoilsGroup 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)= 0.00 Gravelbedwidtharounddrwyell= 0 Drywelltotal(cf)= 0.00
Ret.Basindesign(area,depth) Top= 25510 s.f. Bot.= 3800 s.f. Max.Depth(d)= 5 Max.storage= 65259.52 (d/3)*(bottom+top+(bottom*top)^0.50)Formulas vol=(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/A
1HourStormin5minuteincrements Drywell Drywell Drywell Drywell Overflow Basin Basin BasinTime Pattern Storm LossRateValue 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.(cVol.(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 0.2333 69.98 0.00 0.00 0.00 0.00 0.00 69.98 3800.00 52.78 17.20 0.00 0.00 0.000:10 4.8 1.1117 0.7067 N/A 0.4050 0.6289 188.66 0.00 0.00 0.00 0.00 0.00 188.66 3805.72 52.86 153.00 0.01 0.00 0.000:15 5.1 1.1812 0.7067 N/A 0.4745 0.7368 221.03 0.00 0.00 0.00 0.00 0.00 221.03 3850.90 53.48 320.55 0.02 0.00 0.000:20 4.9 1.1348 0.7067 N/A 0.4281 0.6648 199.45 0.00 0.00 0.00 0.00 0.00 199.45 3906.64 54.26 465.74 0.04 0.00 0.000:25 6.6 1.5286 0.7067 N/A 0.8219 1.2762 382.86 0.00 0.00 0.00 0.00 0.00 382.86 3954.94 54.93 793.67 0.06 0.00 0.000:30 7.3 1.6907 0.7067 N/A 0.9840 1.5280 458.39 0.00 0.00 0.00 0.00 0.00 458.39 4064.03 56.44 1195.61 0.09 0.00 0.000:35 8.4 1.9454 0.7067 N/A 1.2387 1.9236 577.07 0.00 0.00 0.00 0.00 0.00 577.07 4197.75 58.30 1714.38 0.13 0.00 0.000:40 9 2.0844 0.7067 N/A 1.3777 2.1393 641.80 0.00 0.00 0.00 0.00 0.00 641.80 4370.33 60.70 2295.48 0.18 0.00 0.000:45 12.3 2.8487 0.7067 N/A 2.1420 3.3261 997.84 0.00 0.00 0.00 0.00 0.00 997.84 4563.64 63.38 3229.94 0.25 0.00 0.000:50 17.6 4.0762 0.7067 N/A 3.3695 5.2322 1569.66 0.00 0.00 0.00 0.00 0.00 1569.66 4874.51 67.70 4731.90 0.36 0.00 0.000:55 16.1 3.7288 0.7067 N/A 3.0221 4.6928 1407.83 0.00 0.00 0.00 0.00 0.00 1407.83 5374.17 74.64 6065.09 0.46 0.00 0.00 1:00 4.2 0.9727 0.7067 N/A 0.2660 0.4131 123.93 0.00 0.00 0.00 0.00 0.00 123.93 5817.68 80.80 6108.21 0.47 0.00 0.00 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 5832.03 81.00 6027.21 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 5805.08 80.63 5946.58 0.46 0.00 0.00 1:15 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 5778.26 80.25 5866.33 0.45 0.00 0.00 Totalvolume(cf) 6838.49 TotalOverflow(cf) 0.00
2of6
3HourStormin5minuteincrements Drywell Drywell Drywell Drywell Overflow Basin Basin BasinTime Pattern Storm LossRateValue 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.(cVol.(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 0.0654 19.62 0.00 0.00 0.00 0.00 0.00 19.62 3800.00 19.62 0.00 0.00 0.00 0.000:10 1.3 0.42 0.71 0.38 0.0421 0.0654 19.62 0.00 0.00 0.00 0.00 0.00 19.62 3800.00 19.62 0.00 0.00 0.00 0.000:15 1.1 0.36 0.71 0.32 0.0356 0.0553 16.60 0.00 0.00 0.00 0.00 0.00 16.60 3800.00 16.60 0.00 0.00 0.00 0.000:20 1.5 0.49 0.71 0.44 0.0486 0.0755 22.64 0.00 0.00 0.00 0.00 0.00 22.64 3800.00 22.64 0.00 0.00 0.00 0.000:25 1.5 0.49 0.71 0.44 0.0486 0.0755 22.64 0.00 0.00 0.00 0.00 0.00 22.64 3800.00 22.64 0.00 0.00 0.00 0.000:30 1.8 0.58 0.71 0.52 0.0583 0.0906 27.17 0.00 0.00 0.00 0.00 0.00 27.17 3800.00 27.17 0.00 0.00 0.00 0.000:35 1.5 0.49 0.71 0.44 0.0486 0.0755 22.64 0.00 0.00 0.00 0.00 0.00 22.64 3800.00 22.64 0.00 0.00 0.00 0.000:40 1.8 0.58 0.71 0.52 0.0583 0.0906 27.17 0.00 0.00 0.00 0.00 0.00 27.17 3800.00 27.17 0.00 0.00 0.00 0.000:45 1.8 0.58 0.71 0.52 0.0583 0.0906 27.17 0.00 0.00 0.00 0.00 0.00 27.17 3800.00 27.17 0.00 0.00 0.00 0.000:50 1.5 0.49 0.71 0.44 0.0486 0.0755 22.64 0.00 0.00 0.00 0.00 0.00 22.64 3800.00 22.64 0.00 0.00 0.00 0.000:55 1.6 0.52 0.71 0.47 0.0518 0.0805 24.15 0.00 0.00 0.00 0.00 0.00 24.15 3800.00 24.15 0.00 0.00 0.00 0.00 1:00 1.8 0.58 0.71 0.52 0.0583 0.0906 27.17 0.00 0.00 0.00 0.00 0.00 27.17 3800.00 27.17 0.00 0.00 0.00 0.00 1:05 2.2 0.71 0.71 0.64 0.0713 0.1107 33.21 0.00 0.00 0.00 0.00 0.00 33.21 3800.00 33.21 0.00 0.00 0.00 0.001:10 2.2 0.71 0.71 0.64 0.0713 0.1107 33.21 0.00 0.00 0.00 0.00 0.00 33.21 3800.00 33.21 0.00 0.00 0.00 0.001:15 2.2 0.71 0.71 0.64 0.0713 0.1107 33.21 0.00 0.00 0.00 0.00 0.00 33.21 3800.00 33.21 0.00 0.00 0.00 0.001:20 2 0.65 0.71 0.58 0.0648 0.1006 30.19 0.00 0.00 0.00 0.00 0.00 30.19 3800.00 30.19 0.00 0.00 0.00 0.001:25 2.6 0.84 0.71 N/A 0.1357 0.2107 63.22 0.00 0.00 0.00 0.00 0.00 63.22 3800.00 52.78 10.44 0.00 0.00 0.001:30 2.7 0.87 0.71 N/A 0.1681 0.2610 78.31 0.00 0.00 0.00 0.00 0.00 78.31 3803.47 52.83 35.92 0.00 0.00 0.001:35 2.4 0.78 0.71 0.70 0.0778 0.1207 36.22 0.00 0.00 0.00 0.00 0.00 36.22 3811.95 52.94 19.20 0.00 0.00 0.001:40 2.7 0.87 0.71 N/A 0.1681 0.2610 78.31 0.00 0.00 0.00 0.00 0.00 78.31 3806.39 52.87 44.65 0.00 0.00 0.001:45 3.3 1.07 0.71 N/A 0.3625 0.5629 168.87 0.00 0.00 0.00 0.00 0.00 168.87 3814.85 52.98 160.53 0.01 0.00 0.001:50 3.1 1.00 0.71 N/A 0.2977 0.4623 138.68 0.00 0.00 0.00 0.00 0.00 138.68 3853.40 53.52 245.70 0.02 0.00 0.001:55 2.9 0.94 0.71 N/A 0.2329 0.3617 108.50 0.00 0.00 0.00 0.00 0.00 108.50 3881.74 53.91 300.28 0.02 0.00 0.00 2:00 3 0.97 0.71 N/A 0.2653 0.4120 123.59 0.00 0.00 0.00 0.00 0.00 123.59 3899.89 54.17 369.70 0.03 0.00 0.00 2:05 3.1 1.00 0.71 N/A 0.2977 0.4623 138.68 0.00 0.00 0.00 0.00 0.00 138.68 3922.99 54.49 453.90 0.03 0.00 0.002:10 4.2 1.36 0.71 N/A 0.6541 1.0157 304.71 0.00 0.00 0.00 0.00 0.00 304.71 3951.00 54.88 703.74 0.05 0.00 0.002:15 5 1.62 0.71 N/A 0.9133 1.4182 425.46 0.00 0.00 0.00 0.00 0.00 425.46 4034.11 56.03 1073.17 0.08 0.00 0.002:20 3.5 1.13 0.71 N/A 0.4273 0.6635 199.06 0.00 0.00 0.00 0.00 0.00 199.06 4157.01 57.74 1214.49 0.09 0.00 0.002:25 6.8 2.20 0.71 N/A 1.4965 2.3238 697.14 0.00 0.00 0.00 0.00 0.00 697.14 4204.03 58.39 1853.25 0.14 0.00 0.002:30 7.3 2.37 0.71 N/A 1.6585 2.5754 772.61 0.00 0.00 0.00 0.00 0.00 772.61 4416.52 61.34 2564.52 0.20 0.00 0.002:35 8.2 2.66 0.71 N/A 1.9501 3.0282 908.45 0.00 0.00 0.00 0.00 0.00 908.45 4653.14 64.63 3408.35 0.26 0.00 0.002:40 5.9 1.91 0.71 N/A 1.2049 1.8710 561.30 0.00 0.00 0.00 0.00 0.00 561.30 4933.86 68.53 3901.12 0.30 0.00 0.002:45 2 0.65 0.71 0.58 0.0648 0.1006 30.19 0.00 0.00 0.00 0.00 0.00 30.19 5097.79 70.80 3860.51 0.30 0.00 0.002:50 1.8 0.58 0.71 0.52 0.0583 0.0906 27.17 0.00 0.00 0.00 0.00 0.00 27.17 5084.28 70.62 3817.06 0.29 0.00 0.002:55 1.8 0.58 0.71 0.52 0.0583 0.0906 27.17 0.00 0.00 0.00 0.00 0.00 27.17 5069.83 70.41 3773.81 0.29 0.00 0.00 3:00 0.6 0.19 0.71 0.17 0.0194 0.0302 9.06 0.00 0.00 0.00 0.00 0.00 9.06 5055.44 70.21 3712.66 0.28 0.00 0.00 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 5035.10 69.93 3642.72 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 5011.83 69.61 3573.12 0.27 0.00 0.00 3:15 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 4988.67 69.29 3503.83 0.27 0.00 0.00 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 4965.62 68.97 3434.86 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 4942.68 68.65 3366.21 0.26 0.00 0.00 3:30 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 4919.84 68.33 3297.88 0.25 0.00 0.00 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 4897.11 68.02 3229.87 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 4874.49 67.70 3162.17 0.24 0.00 0.00 Totalvolume(cf) 5305.74 TotalOverflow(cf) 0.00
3of6
6HourStormin5minuteincrements Drywell Drywell Drywell Drywell Overflow Basin Basin BasinTime Pattern Storm LossRateValue 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.(cVol.(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 0.0325 9.75 0.00 0.00 0.00 0.00 0.00 9.75 3800.00 9.75 0.00 0.00 0.00 0.000:10 0.6 0.25 0.71 0.23 0.0251 0.0390 11.71 0.00 0.00 0.00 0.00 0.00 11.71 3800.00 11.71 0.00 0.00 0.00 0.000:15 0.6 0.25 0.71 0.23 0.0251 0.0390 11.71 0.00 0.00 0.00 0.00 0.00 11.71 3800.00 11.71 0.00 0.00 0.00 0.000:20 0.6 0.25 0.71 0.23 0.0251 0.0390 11.71 0.00 0.00 0.00 0.00 0.00 11.71 3800.00 11.71 0.00 0.00 0.00 0.000:25 0.6 0.25 0.71 0.23 0.0251 0.0390 11.71 0.00 0.00 0.00 0.00 0.00 11.71 3800.00 11.71 0.00 0.00 0.00 0.000:30 0.7 0.29 0.71 0.26 0.0293 0.0455 13.66 0.00 0.00 0.00 0.00 0.00 13.66 3800.00 13.66 0.00 0.00 0.00 0.000:35 0.7 0.29 0.71 0.26 0.0293 0.0455 13.66 0.00 0.00 0.00 0.00 0.00 13.66 3800.00 13.66 0.00 0.00 0.00 0.000:40 0.7 0.29 0.71 0.26 0.0293 0.0455 13.66 0.00 0.00 0.00 0.00 0.00 13.66 3800.00 13.66 0.00 0.00 0.00 0.000:45 0.7 0.29 0.71 0.26 0.0293 0.0455 13.66 0.00 0.00 0.00 0.00 0.00 13.66 3800.00 13.66 0.00 0.00 0.00 0.000:50 0.7 0.29 0.71 0.26 0.0293 0.0455 13.66 0.00 0.00 0.00 0.00 0.00 13.66 3800.00 13.66 0.00 0.00 0.00 0.000:55 0.7 0.29 0.71 0.26 0.0293 0.0455 13.66 0.00 0.00 0.00 0.00 0.00 13.66 3800.00 13.66 0.00 0.00 0.00 0.00 1:00 0.8 0.34 0.71 0.30 0.0335 0.0520 15.61 0.00 0.00 0.00 0.00 0.00 15.61 3800.00 15.61 0.00 0.00 0.00 0.00 1:05 0.8 0.34 0.71 0.30 0.0335 0.0520 15.61 0.00 0.00 0.00 0.00 0.00 15.61 3800.00 15.61 0.00 0.00 0.00 0.001:10 0.8 0.34 0.71 0.30 0.0335 0.0520 15.61 0.00 0.00 0.00 0.00 0.00 15.61 3800.00 15.61 0.00 0.00 0.00 0.001:15 0.8 0.34 0.71 0.30 0.0335 0.0520 15.61 0.00 0.00 0.00 0.00 0.00 15.61 3800.00 15.61 0.00 0.00 0.00 0.001:20 0.8 0.34 0.71 0.30 0.0335 0.0520 15.61 0.00 0.00 0.00 0.00 0.00 15.61 3800.00 15.61 0.00 0.00 0.00 0.001:25 0.8 0.34 0.71 0.30 0.0335 0.0520 15.61 0.00 0.00 0.00 0.00 0.00 15.61 3800.00 15.61 0.00 0.00 0.00 0.001:30 0.8 0.34 0.71 0.30 0.0335 0.0520 15.61 0.00 0.00 0.00 0.00 0.00 15.61 3800.00 15.61 0.00 0.00 0.00 0.001:35 0.8 0.34 0.71 0.30 0.0335 0.0520 15.61 0.00 0.00 0.00 0.00 0.00 15.61 3800.00 15.61 0.00 0.00 0.00 0.001:40 0.8 0.34 0.71 0.30 0.0335 0.0520 15.61 0.00 0.00 0.00 0.00 0.00 15.61 3800.00 15.61 0.00 0.00 0.00 0.001:45 0.8 0.34 0.71 0.30 0.0335 0.0520 15.61 0.00 0.00 0.00 0.00 0.00 15.61 3800.00 15.61 0.00 0.00 0.00 0.001:50 0.8 0.34 0.71 0.30 0.0335 0.0520 15.61 0.00 0.00 0.00 0.00 0.00 15.61 3800.00 15.61 0.00 0.00 0.00 0.001:55 0.8 0.34 0.71 0.30 0.0335 0.0520 15.61 0.00 0.00 0.00 0.00 0.00 15.61 3800.00 15.61 0.00 0.00 0.00 0.00 2:00 0.9 0.38 0.71 0.34 0.0377 0.0585 17.56 0.00 0.00 0.00 0.00 0.00 17.56 3800.00 17.56 0.00 0.00 0.00 0.00 2:05 0.8 0.34 0.71 0.30 0.0335 0.0520 15.61 0.00 0.00 0.00 0.00 0.00 15.61 3800.00 15.61 0.00 0.00 0.00 0.002:10 0.9 0.38 0.71 0.34 0.0377 0.0585 17.56 0.00 0.00 0.00 0.00 0.00 17.56 3800.00 17.56 0.00 0.00 0.00 0.002:15 0.9 0.38 0.71 0.34 0.0377 0.0585 17.56 0.00 0.00 0.00 0.00 0.00 17.56 3800.00 17.56 0.00 0.00 0.00 0.002:20 0.9 0.38 0.71 0.34 0.0377 0.0585 17.56 0.00 0.00 0.00 0.00 0.00 17.56 3800.00 17.56 0.00 0.00 0.00 0.002:25 0.9 0.38 0.71 0.34 0.0377 0.0585 17.56 0.00 0.00 0.00 0.00 0.00 17.56 3800.00 17.56 0.00 0.00 0.00 0.002:30 0.9 0.38 0.71 0.34 0.0377 0.0585 17.56 0.00 0.00 0.00 0.00 0.00 17.56 3800.00 17.56 0.00 0.00 0.00 0.002:35 0.9 0.38 0.71 0.34 0.0377 0.0585 17.56 0.00 0.00 0.00 0.00 0.00 17.56 3800.00 17.56 0.00 0.00 0.00 0.002:40 0.9 0.38 0.71 0.34 0.0377 0.0585 17.56 0.00 0.00 0.00 0.00 0.00 17.56 3800.00 17.56 0.00 0.00 0.00 0.002:45 1 0.42 0.71 0.38 0.0419 0.0650 19.51 0.00 0.00 0.00 0.00 0.00 19.51 3800.00 19.51 0.00 0.00 0.00 0.002:50 1 0.42 0.71 0.38 0.0419 0.0650 19.51 0.00 0.00 0.00 0.00 0.00 19.51 3800.00 19.51 0.00 0.00 0.00 0.002:55 1 0.42 0.71 0.38 0.0419 0.0650 19.51 0.00 0.00 0.00 0.00 0.00 19.51 3800.00 19.51 0.00 0.00 0.00 0.00 3:00 1 0.42 0.71 0.38 0.0419 0.0650 19.51 0.00 0.00 0.00 0.00 0.00 19.51 3800.00 19.51 0.00 0.00 0.00 0.00 3:05 1 0.42 0.71 0.38 0.0419 0.0650 19.51 0.00 0.00 0.00 0.00 0.00 19.51 3800.00 19.51 0.00 0.00 0.00 0.003:10 1.1 0.46 0.71 0.41 0.0461 0.0715 21.46 0.00 0.00 0.00 0.00 0.00 21.46 3800.00 21.46 0.00 0.00 0.00 0.003:15 1.1 0.46 0.71 0.41 0.0461 0.0715 21.46 0.00 0.00 0.00 0.00 0.00 21.46 3800.00 21.46 0.00 0.00 0.00 0.003:20 1.1 0.46 0.71 0.41 0.0461 0.0715 21.46 0.00 0.00 0.00 0.00 0.00 21.46 3800.00 21.46 0.00 0.00 0.00 0.003:25 1.2 0.50 0.71 0.45 0.0503 0.0780 23.41 0.00 0.00 0.00 0.00 0.00 23.41 3800.00 23.41 0.00 0.00 0.00 0.003:30 1.3 0.54 0.71 0.49 0.0544 0.0845 25.36 0.00 0.00 0.00 0.00 0.00 25.36 3800.00 25.36 0.00 0.00 0.00 0.003:35 1.4 0.59 0.71 0.53 0.0586 0.0910 27.31 0.00 0.00 0.00 0.00 0.00 27.31 3800.00 27.31 0.00 0.00 0.00 0.003:40 1.4 0.59 0.71 0.53 0.0586 0.0910 27.31 0.00 0.00 0.00 0.00 0.00 27.31 3800.00 27.31 0.00 0.00 0.00 0.003:45 1.5 0.63 0.71 0.57 0.0628 0.0975 29.26 0.00 0.00 0.00 0.00 0.00 29.26 3800.00 29.26 0.00 0.00 0.00 0.003:50 1.5 0.63 0.71 0.57 0.0628 0.0975 29.26 0.00 0.00 0.00 0.00 0.00 29.26 3800.00 29.26 0.00 0.00 0.00 0.003:55 1.6 0.67 0.71 0.60 0.0670 0.1041 31.22 0.00 0.00 0.00 0.00 0.00 31.22 3800.00 31.22 0.00 0.00 0.00 0.00 4:00 1.6 0.67 0.71 0.60 0.0670 0.1041 31.22 0.00 0.00 0.00 0.00 0.00 31.22 3800.00 31.22 0.00 0.00 0.00 0.00 4:05 1.7 0.71 0.71 0.64 0.0712 0.1106 33.17 0.00 0.00 0.00 0.00 0.00 33.17 3800.00 33.17 0.00 0.00 0.00 0.004:10 1.8 0.75 0.71 0.68 0.0754 0.1171 35.12 0.00 0.00 0.00 0.00 0.00 35.12 3800.00 35.12 0.00 0.00 0.00 0.004:15 1.9 0.80 0.71 N/A 0.0890 0.1382 41.47 0.00 0.00 0.00 0.00 0.00 41.47 3800.00 41.47 0.00 0.00 0.00 0.00 4of6
4:20 2 0.84 0.71 N/A 0.1309 0.2033 60.98 0.00 0.00 0.00 0.00 0.00 60.98 3800.00 52.78 8.20 0.00 0.00 0.004:25 2.1 0.88 0.71 N/A 0.1728 0.2683 80.49 0.00 0.00 0.00 0.00 0.00 80.49 3802.73 52.82 35.88 0.00 0.00 0.004:30 2.1 0.88 0.71 N/A 0.1728 0.2683 80.49 0.00 0.00 0.00 0.00 0.00 80.49 3811.93 52.94 63.42 0.00 0.00 0.004:35 2.2 0.92 0.71 N/A 0.2147 0.3333 100.00 0.00 0.00 0.00 0.00 0.00 100.00 3821.10 53.07 110.35 0.01 0.00 0.004:40 2.3 0.96 0.71 N/A 0.2565 0.3984 119.51 0.00 0.00 0.00 0.00 0.00 119.51 3836.71 53.29 176.57 0.01 0.00 0.004:45 2.4 1.01 0.71 N/A 0.2984 0.4634 139.02 0.00 0.00 0.00 0.00 0.00 139.02 3858.74 53.59 262.00 0.02 0.00 0.004:50 2.4 1.01 0.71 N/A 0.2984 0.4634 139.02 0.00 0.00 0.00 0.00 0.00 139.02 3887.16 53.99 347.03 0.03 0.00 0.004:55 2.5 1.05 0.71 N/A 0.3403 0.5284 158.53 0.00 0.00 0.00 0.00 0.00 158.53 3915.45 54.38 451.18 0.03 0.00 0.00 5:00 2.6 1.09 0.71 N/A 0.3822 0.5935 178.04 0.00 0.00 0.00 0.00 0.00 178.04 3950.09 54.86 574.35 0.04 0.00 0.00 5:05 3.1 1.30 0.71 N/A 0.5916 0.9186 275.59 0.00 0.00 0.00 0.00 0.00 275.59 3991.07 55.43 794.51 0.06 0.00 0.005:10 3.6 1.51 0.71 N/A 0.8010 1.2438 373.14 0.00 0.00 0.00 0.00 0.00 373.14 4064.31 56.45 1111.20 0.09 0.00 0.005:15 3.9 1.63 0.71 N/A 0.9266 1.4389 431.67 0.00 0.00 0.00 0.00 0.00 431.67 4169.66 57.91 1484.95 0.11 0.00 0.005:20 4.2 1.76 0.71 N/A 1.0523 1.6340 490.20 0.00 0.00 0.00 0.00 0.00 490.20 4294.00 59.64 1915.51 0.15 0.00 0.005:25 4.7 1.97 0.71 N/A 1.2617 1.9591 587.74 0.00 0.00 0.00 0.00 0.00 587.74 4437.23 61.63 2441.62 0.19 0.00 0.005:30 5.6 2.35 0.71 N/A 1.6386 2.5444 763.33 0.00 0.00 0.00 0.00 0.00 763.33 4612.26 64.06 3140.90 0.24 0.00 0.005:35 1.9 0.80 0.71 N/A 0.0890 0.1382 41.47 0.00 0.00 0.00 0.00 0.00 41.47 4844.89 67.29 3115.08 0.24 0.00 0.005:40 0.9 0.38 0.71 0.34 0.0377 0.0585 17.56 0.00 0.00 0.00 0.00 0.00 17.56 4836.30 67.17 3065.46 0.23 0.00 0.005:45 0.6 0.25 0.71 0.23 0.0251 0.0390 11.71 0.00 0.00 0.00 0.00 0.00 11.71 4819.79 66.94 3010.23 0.23 0.00 0.005:50 0.5 0.21 0.71 0.19 0.0209 0.0325 9.75 0.00 0.00 0.00 0.00 0.00 9.75 4801.42 66.69 2953.30 0.23 0.00 0.005:55 0.3 0.13 0.71 0.11 0.0126 0.0195 5.85 0.00 0.00 0.00 0.00 0.00 5.85 4782.48 66.42 2892.73 0.22 0.00 0.00 6:00 0.2 0.08 0.71 0.08 0.0084 0.0130 3.90 0.00 0.00 0.00 0.00 0.00 3.90 4762.33 66.14 2830.48 0.22 0.00 0.00 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 4741.62 65.86 2764.63 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 4719.71 65.55 2699.08 0.21 0.00 0.00 6:15 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 4697.91 65.25 2633.83 0.20 0.00 0.00 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 4676.20 64.95 2568.88 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 4654.59 64.65 2504.23 0.19 0.00 0.00 6:30 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 4633.09 64.35 2439.89 0.19 0.00 0.00 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 4611.68 64.05 2375.83 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 4590.37 63.76 2312.08 0.18 0.00 0.00 6:45 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 4569.16 63.46 2248.62 0.17 0.00 0.00 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 4548.05 63.17 2185.45 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 4527.04 62.88 2122.58 0.16 0.00 0.00 7:00 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 4506.12 62.59 2059.99 0.16 0.00 0.00 Totalvolume(cf) 5045.92 TotalOverflow(cf) 0.00
5of6
24HourStormin15minuteincrements Drywell Drywell Drywell Drywell Overflow Basin Basin BasinTime Pattern Storm LossRateValue 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.(cVol.(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 0.0065 5.88 0.00 0.00 0.00 0.00 0.00 5.88 3800.00 5.88 0.00 0.00 0.00 0.000:30 0.3 0.06 1.23 0.06 0.0063 0.0098 8.82 0.00 0.00 0.00 0.00 0.00 8.82 3800.00 8.82 0.00 0.00 0.00 0.000:45 0.3 0.06 1.21 0.06 0.0063 0.0098 8.82 0.00 0.00 0.00 0.00 0.00 8.82 3800.00 8.82 0.00 0.00 0.00 0.00 1:00 0.4 0.08 1.20 0.08 0.0084 0.0131 11.76 0.00 0.00 0.00 0.00 0.00 11.76 3800.00 11.76 0.00 0.00 0.00 0.00 1:15 0.3 0.06 1.18 0.06 0.0063 0.0098 8.82 0.00 0.00 0.00 0.00 0.00 8.82 3800.00 8.82 0.00 0.00 0.00 0.001:30 0.3 0.06 1.17 0.06 0.0063 0.0098 8.82 0.00 0.00 0.00 0.00 0.00 8.82 3800.00 8.82 0.00 0.00 0.00 0.001:45 0.3 0.06 1.16 0.06 0.0063 0.0098 8.82 0.00 0.00 0.00 0.00 0.00 8.82 3800.00 8.82 0.00 0.00 0.00 0.00 2:00 0.4 0.08 1.14 0.08 0.0084 0.0131 11.76 0.00 0.00 0.00 0.00 0.00 11.76 3800.00 11.76 0.00 0.00 0.00 0.00 2:15 0.4 0.08 1.13 0.08 0.0084 0.0131 11.76 0.00 0.00 0.00 0.00 0.00 11.76 3800.00 11.76 0.00 0.00 0.00 0.002:30 0.4 0.08 1.11 0.08 0.0084 0.0131 11.76 0.00 0.00 0.00 0.00 0.00 11.76 3800.00 11.76 0.00 0.00 0.00 0.002:45 0.5 0.11 1.10 0.09 0.0105 0.0163 14.70 0.00 0.00 0.00 0.00 0.00 14.70 3800.00 14.70 0.00 0.00 0.00 0.00 3:00 0.5 0.11 1.09 0.09 0.0105 0.0163 14.70 0.00 0.00 0.00 0.00 0.00 14.70 3800.00 14.70 0.00 0.00 0.00 0.00 3:15 0.5 0.11 1.07 0.09 0.0105 0.0163 14.70 0.00 0.00 0.00 0.00 0.00 14.70 3800.00 14.70 0.00 0.00 0.00 0.003:30 0.5 0.11 1.06 0.09 0.0105 0.0163 14.70 0.00 0.00 0.00 0.00 0.00 14.70 3800.00 14.70 0.00 0.00 0.00 0.003:45 0.5 0.11 1.05 0.09 0.0105 0.0163 14.70 0.00 0.00 0.00 0.00 0.00 14.70 3800.00 14.70 0.00 0.00 0.00 0.00 4:00 0.6 0.13 1.03 0.11 0.0126 0.0196 17.64 0.00 0.00 0.00 0.00 0.00 17.64 3800.00 17.64 0.00 0.00 0.00 0.00 4:15 0.6 0.13 1.02 0.11 0.0126 0.0196 17.64 0.00 0.00 0.00 0.00 0.00 17.64 3800.00 17.64 0.00 0.00 0.00 0.004:30 0.7 0.15 1.01 0.13 0.0147 0.0229 20.58 0.00 0.00 0.00 0.00 0.00 20.58 3800.00 20.58 0.00 0.00 0.00 0.004:45 0.7 0.15 0.99 0.13 0.0147 0.0229 20.58 0.00 0.00 0.00 0.00 0.00 20.58 3800.00 20.58 0.00 0.00 0.00 0.00 5:00 0.8 0.17 0.98 0.15 0.0168 0.0261 23.52 0.00 0.00 0.00 0.00 0.00 23.52 3800.00 23.52 0.00 0.00 0.00 0.00 5:15 0.6 0.13 0.97 0.11 0.0126 0.0196 17.64 0.00 0.00 0.00 0.00 0.00 17.64 3800.00 17.64 0.00 0.00 0.00 0.005:30 0.7 0.15 0.96 0.13 0.0147 0.0229 20.58 0.00 0.00 0.00 0.00 0.00 20.58 3800.00 20.58 0.00 0.00 0.00 0.005:45 0.8 0.17 0.94 0.15 0.0168 0.0261 23.52 0.00 0.00 0.00 0.00 0.00 23.52 3800.00 23.52 0.00 0.00 0.00 0.00 6:00 0.8 0.17 0.93 0.15 0.0168 0.0261 23.52 0.00 0.00 0.00 0.00 0.00 23.52 3800.00 23.52 0.00 0.00 0.00 0.00 6:15 0.9 0.19 0.92 0.17 0.0189 0.0294 26.46 0.00 0.00 0.00 0.00 0.00 26.46 3800.00 26.46 0.00 0.00 0.00 0.006:30 0.9 0.19 0.91 0.17 0.0189 0.0294 26.46 0.00 0.00 0.00 0.00 0.00 26.46 3800.00 26.46 0.00 0.00 0.00 0.006:45 1 0.21 0.89 0.19 0.0210 0.0327 29.40 0.00 0.00 0.00 0.00 0.00 29.40 3800.00 29.40 0.00 0.00 0.00 0.00 7:00 1 0.21 0.88 0.19 0.0210 0.0327 29.40 0.00 0.00 0.00 0.00 0.00 29.40 3800.00 29.40 0.00 0.00 0.00 0.00 7:15 1 0.21 0.87 0.19 0.0210 0.0327 29.40 0.00 0.00 0.00 0.00 0.00 29.40 3800.00 29.40 0.00 0.00 0.00 0.007:30 1.1 0.23 0.86 0.21 0.0231 0.0359 32.34 0.00 0.00 0.00 0.00 0.00 32.34 3800.00 32.34 0.00 0.00 0.00 0.007:45 1.2 0.25 0.85 0.23 0.0252 0.0392 35.29 0.00 0.00 0.00 0.00 0.00 35.29 3800.00 35.29 0.00 0.00 0.00 0.00 8:00 1.3 0.27 0.83 0.25 0.0274 0.0425 38.23 0.00 0.00 0.00 0.00 0.00 38.23 3800.00 38.23 0.00 0.00 0.00 0.00 8:15 1.5 0.32 0.82 0.28 0.0316 0.0490 44.11 0.00 0.00 0.00 0.00 0.00 44.11 3800.00 44.11 0.00 0.00 0.00 0.008:30 1.5 0.32 0.81 0.28 0.0316 0.0490 44.11 0.00 0.00 0.00 0.00 0.00 44.11 3800.00 44.11 0.00 0.00 0.00 0.008:45 1.6 0.34 0.80 0.30 0.0337 0.0523 47.05 0.00 0.00 0.00 0.00 0.00 47.05 3800.00 47.05 0.00 0.00 0.00 0.00 9:00 1.7 0.36 0.79 0.32 0.0358 0.0555 49.99 0.00 0.00 0.00 0.00 0.00 49.99 3800.00 49.99 0.00 0.00 0.00 0.00 9:15 1.9 0.40 0.78 0.36 0.0400 0.0621 55.87 0.00 0.00 0.00 0.00 0.00 55.87 3800.00 55.87 0.00 0.00 0.00 0.009:30 2 0.42 0.77 0.38 0.0421 0.0653 58.81 0.00 0.00 0.00 0.00 0.00 58.81 3800.00 58.81 0.00 0.00 0.00 0.009:45 2.1 0.44 0.76 0.40 0.0442 0.0686 61.75 0.00 0.00 0.00 0.00 0.00 61.75 3800.00 61.75 0.00 0.00 0.00 0.00 10:00 2.2 0.46 0.74 0.42 0.0463 0.0719 64.69 0.00 0.00 0.00 0.00 0.00 64.69 3800.00 64.69 0.00 0.00 0.00 0.00 10:15 1.5 0.32 0.73 0.28 0.0316 0.0490 44.11 0.00 0.00 0.00 0.00 0.00 44.11 3800.00 44.11 0.00 0.00 0.00 0.0010:30 1.5 0.32 0.72 0.28 0.0316 0.0490 44.11 0.00 0.00 0.00 0.00 0.00 44.11 3800.00 44.11 0.00 0.00 0.00 0.0010:45 2 0.42 0.71 0.38 0.0421 0.0653 58.81 0.00 0.00 0.00 0.00 0.00 58.81 3800.00 58.81 0.00 0.00 0.00 0.00 11:00 2 0.42 0.70 0.38 0.0421 0.0653 58.81 0.00 0.00 0.00 0.00 0.00 58.81 3800.00 58.81 0.00 0.00 0.00 0.00 11:15 1.9 0.40 0.69 0.36 0.0400 0.0621 55.87 0.00 0.00 0.00 0.00 0.00 55.87 3800.00 55.87 0.00 0.00 0.00 0.0011:30 1.9 0.40 0.68 0.36 0.0400 0.0621 55.87 0.00 0.00 0.00 0.00 0.00 55.87 3800.00 55.87 0.00 0.00 0.00 0.0011:45 1.7 0.36 0.67 0.32 0.0358 0.0555 49.99 0.00 0.00 0.00 0.00 0.00 49.99 3800.00 49.99 0.00 0.00 0.00 0.00 12:00 1.8 0.38 0.66 0.34 0.0379 0.0588 52.93 0.00 0.00 0.00 0.00 0.00 52.93 3800.00 52.93 0.00 0.00 0.00 0.00 12:15 2.5 0.53 0.65 0.47 0.0526 0.0817 73.51 0.00 0.00 0.00 0.00 0.00 73.51 3800.00 73.51 0.00 0.00 0.00 0.0012:30 2.6 0.55 0.64 0.49 0.0547 0.0849 76.45 0.00 0.00 0.00 0.00 0.00 76.45 3800.00 76.45 0.00 0.00 0.00 0.0012:45 2.8 0.59 0.63 0.53 0.0589 0.0915 82.33 0.00 0.00 0.00 0.00 0.00 82.33 3800.00 82.33 0.00 0.00 0.00 0.00 6of6
13:00 2.9 0.61 0.62 0.55 0.0610 0.0947 85.27 0.00 0.00 0.00 0.00 0.00 85.27 3800.00 85.27 0.00 0.00 0.00 0.00 13:15 3.4 0.72 0.61 N/A 0.1023 0.1588 142.96 0.00 0.00 0.00 0.00 0.00 142.96 3800.00 142.96 0.00 0.00 0.00 0.0013:30 3.4 0.72 0.60 N/A 0.1116 0.1733 155.96 0.00 0.00 0.00 0.00 0.00 155.96 3800.00 155.96 0.00 0.00 0.00 0.0013:45 2.3 0.48 0.59 0.44 0.0484 0.0751 67.63 0.00 0.00 0.00 0.00 0.00 67.63 3800.00 67.63 0.00 0.00 0.00 0.00 14:00 2.3 0.48 0.59 0.44 0.0484 0.0751 67.63 0.00 0.00 0.00 0.00 0.00 67.63 3800.00 67.63 0.00 0.00 0.00 0.00 14:15 2.7 0.57 0.58 0.51 0.0568 0.0882 79.39 0.00 0.00 0.00 0.00 0.00 79.39 3800.00 79.39 0.00 0.00 0.00 0.0014:30 2.6 0.55 0.57 0.49 0.0547 0.0849 76.45 0.00 0.00 0.00 0.00 0.00 76.45 3800.00 76.45 0.00 0.00 0.00 0.0014:45 2.6 0.55 0.56 0.49 0.0547 0.0849 76.45 0.00 0.00 0.00 0.00 0.00 76.45 3800.00 76.45 0.00 0.00 0.00 0.00 15:00 2.5 0.53 0.55 0.47 0.0526 0.0817 73.51 0.00 0.00 0.00 0.00 0.00 73.51 3800.00 73.51 0.00 0.00 0.00 0.00 15:15 2.4 0.50 0.54 0.45 0.0505 0.0784 70.57 0.00 0.00 0.00 0.00 0.00 70.57 3800.00 70.57 0.00 0.00 0.00 0.0015:30 2.3 0.48 0.53 0.44 0.0484 0.0751 67.63 0.00 0.00 0.00 0.00 0.00 67.63 3800.00 67.63 0.00 0.00 0.00 0.0015:45 1.9 0.40 0.53 0.36 0.0400 0.0621 55.87 0.00 0.00 0.00 0.00 0.00 55.87 3800.00 55.87 0.00 0.00 0.00 0.00 16:00 1.9 0.40 0.52 0.36 0.0400 0.0621 55.87 0.00 0.00 0.00 0.00 0.00 55.87 3800.00 55.87 0.00 0.00 0.00 0.00 16:15 0.4 0.08 0.51 0.08 0.0084 0.0131 11.76 0.00 0.00 0.00 0.00 0.00 11.76 3800.00 11.76 0.00 0.00 0.00 0.0016:30 0.4 0.08 0.50 0.08 0.0084 0.0131 11.76 0.00 0.00 0.00 0.00 0.00 11.76 3800.00 11.76 0.00 0.00 0.00 0.0016:45 0.3 0.06 0.49 0.06 0.0063 0.0098 8.82 0.00 0.00 0.00 0.00 0.00 8.82 3800.00 8.82 0.00 0.00 0.00 0.00 17:00 0.3 0.06 0.49 0.06 0.0063 0.0098 8.82 0.00 0.00 0.00 0.00 0.00 8.82 3800.00 8.82 0.00 0.00 0.00 0.00 17:15 0.5 0.11 0.48 0.09 0.0105 0.0163 14.70 0.00 0.00 0.00 0.00 0.00 14.70 3800.00 14.70 0.00 0.00 0.00 0.0017:30 0.5 0.11 0.47 0.09 0.0105 0.0163 14.70 0.00 0.00 0.00 0.00 0.00 14.70 3800.00 14.70 0.00 0.00 0.00 0.0017:45 0.5 0.11 0.47 0.09 0.0105 0.0163 14.70 0.00 0.00 0.00 0.00 0.00 14.70 3800.00 14.70 0.00 0.00 0.00 0.00 18:00 0.4 0.08 0.46 0.08 0.0084 0.0131 11.76 0.00 0.00 0.00 0.00 0.00 11.76 3800.00 11.76 0.00 0.00 0.00 0.00 18:15 0.4 0.08 0.45 0.08 0.0084 0.0131 11.76 0.00 0.00 0.00 0.00 0.00 11.76 3800.00 11.76 0.00 0.00 0.00 0.0018:30 0.4 0.08 0.45 0.08 0.0084 0.0131 11.76 0.00 0.00 0.00 0.00 0.00 11.76 3800.00 11.76 0.00 0.00 0.00 0.0018:45 0.3 0.06 0.44 0.06 0.0063 0.0098 8.82 0.00 0.00 0.00 0.00 0.00 8.82 3800.00 8.82 0.00 0.00 0.00 0.00 19:00 0.2 0.04 0.43 0.04 0.0042 0.0065 5.88 0.00 0.00 0.00 0.00 0.00 5.88 3800.00 5.88 0.00 0.00 0.00 0.00 19:15 0.3 0.06 0.43 0.06 0.0063 0.0098 8.82 0.00 0.00 0.00 0.00 0.00 8.82 3800.00 8.82 0.00 0.00 0.00 0.0019:30 0.4 0.08 0.42 0.08 0.0084 0.0131 11.76 0.00 0.00 0.00 0.00 0.00 11.76 3800.00 11.76 0.00 0.00 0.00 0.0019:45 0.3 0.06 0.41 0.06 0.0063 0.0098 8.82 0.00 0.00 0.00 0.00 0.00 8.82 3800.00 8.82 0.00 0.00 0.00 0.00 20:00 0.2 0.04 0.41 0.04 0.0042 0.0065 5.88 0.00 0.00 0.00 0.00 0.00 5.88 3800.00 5.88 0.00 0.00 0.00 0.00 20:15 0.3 0.06 0.40 0.06 0.0063 0.0098 8.82 0.00 0.00 0.00 0.00 0.00 8.82 3800.00 8.82 0.00 0.00 0.00 0.0020:30 0.3 0.06 0.40 0.06 0.0063 0.0098 8.82 0.00 0.00 0.00 0.00 0.00 8.82 3800.00 8.82 0.00 0.00 0.00 0.0020:45 0.3 0.06 0.39 0.06 0.0063 0.0098 8.82 0.00 0.00 0.00 0.00 0.00 8.82 3800.00 8.82 0.00 0.00 0.00 0.00 21:00 0.2 0.04 0.39 0.04 0.0042 0.0065 5.88 0.00 0.00 0.00 0.00 0.00 5.88 3800.00 5.88 0.00 0.00 0.00 0.00 21:15 0.3 0.06 0.38 0.06 0.0063 0.0098 8.82 0.00 0.00 0.00 0.00 0.00 8.82 3800.00 8.82 0.00 0.00 0.00 0.0021:30 0.2 0.04 0.38 0.04 0.0042 0.0065 5.88 0.00 0.00 0.00 0.00 0.00 5.88 3800.00 5.88 0.00 0.00 0.00 0.0021:45 0.3 0.06 0.38 0.06 0.0063 0.0098 8.82 0.00 0.00 0.00 0.00 0.00 8.82 3800.00 8.82 0.00 0.00 0.00 0.00 22:00 0.2 0.04 0.37 0.04 0.0042 0.0065 5.88 0.00 0.00 0.00 0.00 0.00 5.88 3800.00 5.88 0.00 0.00 0.00 0.00 22:15 0.3 0.06 0.37 0.06 0.0063 0.0098 8.82 0.00 0.00 0.00 0.00 0.00 8.82 3800.00 8.82 0.00 0.00 0.00 0.0022:30 0.2 0.04 0.37 0.04 0.0042 0.0065 5.88 0.00 0.00 0.00 0.00 0.00 5.88 3800.00 5.88 0.00 0.00 0.00 0.0022:45 0.2 0.04 0.36 0.04 0.0042 0.0065 5.88 0.00 0.00 0.00 0.00 0.00 5.88 3800.00 5.88 0.00 0.00 0.00 0.00 23:00 0.2 0.04 0.36 0.04 0.0042 0.0065 5.88 0.00 0.00 0.00 0.00 0.00 5.88 3800.00 5.88 0.00 0.00 0.00 0.00 23:15 0.2 0.04 0.36 0.04 0.0042 0.0065 5.88 0.00 0.00 0.00 0.00 0.00 5.88 3800.00 5.88 0.00 0.00 0.00 0.0023:30 0.2 0.04 0.36 0.04 0.0042 0.0065 5.88 0.00 0.00 0.00 0.00 0.00 5.88 3800.00 5.88 0.00 0.00 0.00 0.0023:45 0.2 0.04 0.35 0.04 0.0042 0.0065 5.88 0.00 0.00 0.00 0.00 0.00 5.88 3800.00 5.88 0.00 0.00 0.00 0.00 24:00 0.2 0.04 0.35 0.04 0.0042 0.0065 5.88 0.00 0.00 0.00 0.00 0.00 5.88 3800.00 5.88 0.00 0.00 0.00 0.00 0 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 0.00 Totalvolume(cf) 3039.42 TotalOverflow(cf) 0.00
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HYDROLOGYCALCULATIONS-
UsingtheRCFC&WCDShortCutUnitHydrographMethodAreaDesignations TheWren T7
DrainageArea(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 5.26 OrdatafromNOAAinteractivewebsiteSoilsGroup AAMCindexIIRunoffNumber(plateE-6.1) 32PlateE-6.2PerviousAreaLossRate(Fp)(in/hr) 0.74 (AMCII)PercentageofImperviousCover(Ai)(%)(plateE-6.3) 57WeightedAverageLossRate(F=Fp(1-.9Ai))(in./hr.) 0.36 (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)= 0.00 Gravelbedwidtharounddrwyell= 0 Drywelltotal(cf)= 0.00
Ret.Basindesign(area,depth) Top= 24000 s.f. Bot.= 3700 s.f. Max.Depth(d)= 5 Max.storage= 61872.29 (d/3)*(bottom+top+(bottom*top)^0.50)Formulas vol=(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/A
1HourStormin5minuteincrements Drywell Drywell Drywell Drywell Overflow Basin Basin BasinTime Pattern Storm LossRateValue 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.(cVol.(cf) Depth(ft) Basin(cf) Area(sf) Perc.(cf) Vol.(cf) Depth(ft)Vol.(cf) Rate(cfs) 0:05 3.7 0.8569 0.3604 N/A 0.4965 0.2103 63.09 0.00 0.00 0.00 0.00 0.00 63.09 3700.00 51.39 11.70 0.00 0.00 0.000:10 4.8 1.1117 0.3604 N/A 0.7513 0.3182 95.45 0.00 0.00 0.00 0.00 0.00 95.45 3703.84 51.44 55.71 0.00 0.00 0.000:15 5.1 1.1812 0.3604 N/A 0.8208 0.3476 104.28 0.00 0.00 0.00 0.00 0.00 104.28 3718.28 51.64 108.34 0.01 0.00 0.000:20 4.9 1.1348 0.3604 N/A 0.7745 0.3280 98.40 0.00 0.00 0.00 0.00 0.00 98.40 3735.55 51.88 154.86 0.01 0.00 0.000:25 6.6 1.5286 0.3604 N/A 1.1682 0.4947 148.42 0.00 0.00 0.00 0.00 0.00 148.42 3750.81 52.09 251.18 0.02 0.00 0.000:30 7.3 1.6907 0.3604 N/A 1.3303 0.5634 169.01 0.00 0.00 0.00 0.00 0.00 169.01 3782.41 52.53 367.66 0.03 0.00 0.000:35 8.4 1.9454 0.3604 N/A 1.5851 0.6713 201.38 0.00 0.00 0.00 0.00 0.00 201.38 3820.63 53.06 515.98 0.04 0.00 0.000:40 9 2.0844 0.3604 N/A 1.7240 0.7301 219.04 0.00 0.00 0.00 0.00 0.00 219.04 3869.29 53.74 681.27 0.06 0.00 0.000:45 12.3 2.8487 0.3604 N/A 2.4883 1.0538 316.14 0.00 0.00 0.00 0.00 0.00 316.14 3923.52 54.49 942.92 0.08 0.00 0.000:50 17.6 4.0762 0.3604 N/A 3.7158 1.5736 472.09 0.00 0.00 0.00 0.00 0.00 472.09 4009.37 55.69 1359.32 0.11 0.00 0.000:55 16.1 3.7288 0.3604 N/A 3.3684 1.4265 427.95 0.00 0.00 0.00 0.00 0.00 427.95 4145.99 57.58 1729.69 0.14 0.00 0.00 1:00 4.2 0.9727 0.3604 N/A 0.6123 0.2593 77.80 0.00 0.00 0.00 0.00 0.00 77.80 4267.50 59.27 1748.22 0.14 0.00 0.00 0 0.0000 0.3604 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4273.58 59.36 1688.87 0.14 0.00 0.000 0.0000 0.3604 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4254.11 59.08 1629.78 0.13 0.00 0.00 1:15 0 0.0000 0.3604 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4234.72 58.82 1570.96 0.13 0.00 0.00 Totalvolume(cf) 2393.04 TotalOverflow(cf) 0.00
2of6
3HourStormin5minuteincrements Drywell Drywell Drywell Drywell Overflow Basin Basin BasinTime Pattern Storm LossRateValue 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.(cVol.(cf) Depth(ft) Basin(cf) Area(sf) Perc.(cf) Vol.(cf) Depth(ft)Vol.(cf) Rate(cfs) 0:05 1.3 0.42 0.36 N/A 0.0608 0.0258 7.73 0.00 0.00 0.00 0.00 0.00 7.73 3700.00 7.73 0.00 0.00 0.00 0.000:10 1.3 0.42 0.36 N/A 0.0608 0.0258 7.73 0.00 0.00 0.00 0.00 0.00 7.73 3700.00 7.73 0.00 0.00 0.00 0.000:15 1.1 0.36 0.36 0.32 0.0356 0.0151 4.53 0.00 0.00 0.00 0.00 0.00 4.53 3700.00 4.53 0.00 0.00 0.00 0.000:20 1.5 0.49 0.36 N/A 0.1256 0.0532 15.96 0.00 0.00 0.00 0.00 0.00 15.96 3700.00 15.96 0.00 0.00 0.00 0.000:25 1.5 0.49 0.36 N/A 0.1256 0.0532 15.96 0.00 0.00 0.00 0.00 0.00 15.96 3700.00 15.96 0.00 0.00 0.00 0.000:30 1.8 0.58 0.36 N/A 0.2228 0.0944 28.31 0.00 0.00 0.00 0.00 0.00 28.31 3700.00 28.31 0.00 0.00 0.00 0.000:35 1.5 0.49 0.36 N/A 0.1256 0.0532 15.96 0.00 0.00 0.00 0.00 0.00 15.96 3700.00 15.96 0.00 0.00 0.00 0.000:40 1.8 0.58 0.36 N/A 0.2228 0.0944 28.31 0.00 0.00 0.00 0.00 0.00 28.31 3700.00 28.31 0.00 0.00 0.00 0.000:45 1.8 0.58 0.36 N/A 0.2228 0.0944 28.31 0.00 0.00 0.00 0.00 0.00 28.31 3700.00 28.31 0.00 0.00 0.00 0.000:50 1.5 0.49 0.36 N/A 0.1256 0.0532 15.96 0.00 0.00 0.00 0.00 0.00 15.96 3700.00 15.96 0.00 0.00 0.00 0.000:55 1.6 0.52 0.36 N/A 0.1580 0.0669 20.08 0.00 0.00 0.00 0.00 0.00 20.08 3700.00 20.08 0.00 0.00 0.00 0.00 1:00 1.8 0.58 0.36 N/A 0.2228 0.0944 28.31 0.00 0.00 0.00 0.00 0.00 28.31 3700.00 28.31 0.00 0.00 0.00 0.00 1:05 2.2 0.71 0.36 N/A 0.3524 0.1492 44.77 0.00 0.00 0.00 0.00 0.00 44.77 3700.00 44.77 0.00 0.00 0.00 0.001:10 2.2 0.71 0.36 N/A 0.3524 0.1492 44.77 0.00 0.00 0.00 0.00 0.00 44.77 3700.00 44.77 0.00 0.00 0.00 0.001:15 2.2 0.71 0.36 N/A 0.3524 0.1492 44.77 0.00 0.00 0.00 0.00 0.00 44.77 3700.00 44.77 0.00 0.00 0.00 0.001:20 2 0.65 0.36 N/A 0.2876 0.1218 36.54 0.00 0.00 0.00 0.00 0.00 36.54 3700.00 36.54 0.00 0.00 0.00 0.001:25 2.6 0.84 0.36 N/A 0.4820 0.2041 61.24 0.00 0.00 0.00 0.00 0.00 61.24 3700.00 51.39 9.85 0.00 0.00 0.001:30 2.7 0.87 0.36 N/A 0.5144 0.2179 65.36 0.00 0.00 0.00 0.00 0.00 65.36 3703.23 51.43 23.78 0.00 0.00 0.001:35 2.4 0.78 0.36 N/A 0.4172 0.1767 53.01 0.00 0.00 0.00 0.00 0.00 53.01 3707.80 51.50 25.29 0.00 0.00 0.001:40 2.7 0.87 0.36 N/A 0.5144 0.2179 65.36 0.00 0.00 0.00 0.00 0.00 65.36 3708.30 51.50 39.14 0.00 0.00 0.001:45 3.3 1.07 0.36 N/A 0.7088 0.3002 90.06 0.00 0.00 0.00 0.00 0.00 90.06 3712.84 51.57 77.63 0.01 0.00 0.001:50 3.1 1.00 0.36 N/A 0.6440 0.2727 81.82 0.00 0.00 0.00 0.00 0.00 81.82 3725.47 51.74 107.71 0.01 0.00 0.001:55 2.9 0.94 0.36 N/A 0.5792 0.2453 73.59 0.00 0.00 0.00 0.00 0.00 73.59 3735.34 51.88 129.42 0.01 0.00 0.00 2:00 3 0.97 0.36 N/A 0.6116 0.2590 77.71 0.00 0.00 0.00 0.00 0.00 77.71 3742.46 51.98 155.14 0.01 0.00 0.00 2:05 3.1 1.00 0.36 N/A 0.6440 0.2727 81.82 0.00 0.00 0.00 0.00 0.00 81.82 3750.90 52.10 184.87 0.01 0.00 0.002:10 4.2 1.36 0.36 N/A 1.0004 0.4237 127.10 0.00 0.00 0.00 0.00 0.00 127.10 3760.66 52.23 259.74 0.02 0.00 0.002:15 5 1.62 0.36 N/A 1.2596 0.5334 160.03 0.00 0.00 0.00 0.00 0.00 160.03 3785.22 52.57 367.21 0.03 0.00 0.002:20 3.5 1.13 0.36 N/A 0.7736 0.3276 98.29 0.00 0.00 0.00 0.00 0.00 98.29 3820.48 53.06 412.43 0.03 0.00 0.002:25 6.8 2.20 0.36 N/A 1.8428 0.7804 234.13 0.00 0.00 0.00 0.00 0.00 234.13 3835.32 53.27 593.29 0.05 0.00 0.002:30 7.3 2.37 0.36 N/A 2.0048 0.8490 254.71 0.00 0.00 0.00 0.00 0.00 254.71 3894.66 54.09 793.91 0.06 0.00 0.002:35 8.2 2.66 0.36 N/A 2.2964 0.9725 291.76 0.00 0.00 0.00 0.00 0.00 291.76 3960.48 55.01 1030.67 0.08 0.00 0.002:40 5.9 1.91 0.36 N/A 1.5512 0.6569 197.08 0.00 0.00 0.00 0.00 0.00 197.08 4038.16 56.09 1171.66 0.09 0.00 0.002:45 2 0.65 0.36 N/A 0.2876 0.1218 36.54 0.00 0.00 0.00 0.00 0.00 36.54 4084.42 56.73 1151.48 0.09 0.00 0.002:50 1.8 0.58 0.36 N/A 0.2228 0.0944 28.31 0.00 0.00 0.00 0.00 0.00 28.31 4077.79 56.64 1123.15 0.09 0.00 0.002:55 1.8 0.58 0.36 N/A 0.2228 0.0944 28.31 0.00 0.00 0.00 0.00 0.00 28.31 4068.50 56.51 1094.95 0.09 0.00 0.00 3:00 0.6 0.19 0.36 0.17 0.0194 0.0082 2.47 0.00 0.00 0.00 0.00 0.00 2.47 4059.25 56.38 1041.05 0.08 0.00 0.00 0 0.00 0.36 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4041.56 56.13 984.91 0.08 0.00 0.000 0.00 0.36 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4023.15 55.88 929.04 0.08 0.00 0.00 3:15 0 0.00 0.36 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4004.81 55.62 873.41 0.07 0.00 0.00 0 0.00 0.36 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3986.56 55.37 818.04 0.07 0.00 0.000 0.00 0.36 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3968.40 55.12 762.93 0.06 0.00 0.00 3:30 0 0.00 0.36 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3950.31 54.87 708.06 0.06 0.00 0.00 0 0.00 0.36 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3932.31 54.62 653.45 0.05 0.00 0.000 0.00 0.36 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3914.39 54.37 599.08 0.05 0.00 0.00 Totalvolume(cf) 2496.71 TotalOverflow(cf) 0.00
3of6
6HourStormin5minuteincrements Drywell Drywell Drywell Drywell Overflow Basin Basin BasinTime Pattern Storm LossRateValue 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.(cVol.(cf) Depth(ft) Basin(cf) Area(sf) Perc.(cf) Vol.(cf) Depth(ft)Vol.(cf) Rate(cfs) 0:05 0.5 0.21 0.36 0.19 0.0209 0.0089 2.66 0.00 0.00 0.00 0.00 0.00 2.66 3700.00 2.66 0.00 0.00 0.00 0.000:10 0.6 0.25 0.36 0.23 0.0251 0.0106 3.19 0.00 0.00 0.00 0.00 0.00 3.19 3700.00 3.19 0.00 0.00 0.00 0.000:15 0.6 0.25 0.36 0.23 0.0251 0.0106 3.19 0.00 0.00 0.00 0.00 0.00 3.19 3700.00 3.19 0.00 0.00 0.00 0.000:20 0.6 0.25 0.36 0.23 0.0251 0.0106 3.19 0.00 0.00 0.00 0.00 0.00 3.19 3700.00 3.19 0.00 0.00 0.00 0.000:25 0.6 0.25 0.36 0.23 0.0251 0.0106 3.19 0.00 0.00 0.00 0.00 0.00 3.19 3700.00 3.19 0.00 0.00 0.00 0.000:30 0.7 0.29 0.36 0.26 0.0293 0.0124 3.72 0.00 0.00 0.00 0.00 0.00 3.72 3700.00 3.72 0.00 0.00 0.00 0.000:35 0.7 0.29 0.36 0.26 0.0293 0.0124 3.72 0.00 0.00 0.00 0.00 0.00 3.72 3700.00 3.72 0.00 0.00 0.00 0.000:40 0.7 0.29 0.36 0.26 0.0293 0.0124 3.72 0.00 0.00 0.00 0.00 0.00 3.72 3700.00 3.72 0.00 0.00 0.00 0.000:45 0.7 0.29 0.36 0.26 0.0293 0.0124 3.72 0.00 0.00 0.00 0.00 0.00 3.72 3700.00 3.72 0.00 0.00 0.00 0.000:50 0.7 0.29 0.36 0.26 0.0293 0.0124 3.72 0.00 0.00 0.00 0.00 0.00 3.72 3700.00 3.72 0.00 0.00 0.00 0.000:55 0.7 0.29 0.36 0.26 0.0293 0.0124 3.72 0.00 0.00 0.00 0.00 0.00 3.72 3700.00 3.72 0.00 0.00 0.00 0.00 1:00 0.8 0.34 0.36 0.30 0.0335 0.0142 4.26 0.00 0.00 0.00 0.00 0.00 4.26 3700.00 4.26 0.00 0.00 0.00 0.00 1:05 0.8 0.34 0.36 0.30 0.0335 0.0142 4.26 0.00 0.00 0.00 0.00 0.00 4.26 3700.00 4.26 0.00 0.00 0.00 0.001:10 0.8 0.34 0.36 0.30 0.0335 0.0142 4.26 0.00 0.00 0.00 0.00 0.00 4.26 3700.00 4.26 0.00 0.00 0.00 0.001:15 0.8 0.34 0.36 0.30 0.0335 0.0142 4.26 0.00 0.00 0.00 0.00 0.00 4.26 3700.00 4.26 0.00 0.00 0.00 0.001:20 0.8 0.34 0.36 0.30 0.0335 0.0142 4.26 0.00 0.00 0.00 0.00 0.00 4.26 3700.00 4.26 0.00 0.00 0.00 0.001:25 0.8 0.34 0.36 0.30 0.0335 0.0142 4.26 0.00 0.00 0.00 0.00 0.00 4.26 3700.00 4.26 0.00 0.00 0.00 0.001:30 0.8 0.34 0.36 0.30 0.0335 0.0142 4.26 0.00 0.00 0.00 0.00 0.00 4.26 3700.00 4.26 0.00 0.00 0.00 0.001:35 0.8 0.34 0.36 0.30 0.0335 0.0142 4.26 0.00 0.00 0.00 0.00 0.00 4.26 3700.00 4.26 0.00 0.00 0.00 0.001:40 0.8 0.34 0.36 0.30 0.0335 0.0142 4.26 0.00 0.00 0.00 0.00 0.00 4.26 3700.00 4.26 0.00 0.00 0.00 0.001:45 0.8 0.34 0.36 0.30 0.0335 0.0142 4.26 0.00 0.00 0.00 0.00 0.00 4.26 3700.00 4.26 0.00 0.00 0.00 0.001:50 0.8 0.34 0.36 0.30 0.0335 0.0142 4.26 0.00 0.00 0.00 0.00 0.00 4.26 3700.00 4.26 0.00 0.00 0.00 0.001:55 0.8 0.34 0.36 0.30 0.0335 0.0142 4.26 0.00 0.00 0.00 0.00 0.00 4.26 3700.00 4.26 0.00 0.00 0.00 0.00 2:00 0.9 0.38 0.36 0.34 0.0377 0.0160 4.79 0.00 0.00 0.00 0.00 0.00 4.79 3700.00 4.79 0.00 0.00 0.00 0.00 2:05 0.8 0.34 0.36 0.30 0.0335 0.0142 4.26 0.00 0.00 0.00 0.00 0.00 4.26 3700.00 4.26 0.00 0.00 0.00 0.002:10 0.9 0.38 0.36 0.34 0.0377 0.0160 4.79 0.00 0.00 0.00 0.00 0.00 4.79 3700.00 4.79 0.00 0.00 0.00 0.002:15 0.9 0.38 0.36 0.34 0.0377 0.0160 4.79 0.00 0.00 0.00 0.00 0.00 4.79 3700.00 4.79 0.00 0.00 0.00 0.002:20 0.9 0.38 0.36 0.34 0.0377 0.0160 4.79 0.00 0.00 0.00 0.00 0.00 4.79 3700.00 4.79 0.00 0.00 0.00 0.002:25 0.9 0.38 0.36 0.34 0.0377 0.0160 4.79 0.00 0.00 0.00 0.00 0.00 4.79 3700.00 4.79 0.00 0.00 0.00 0.002:30 0.9 0.38 0.36 0.34 0.0377 0.0160 4.79 0.00 0.00 0.00 0.00 0.00 4.79 3700.00 4.79 0.00 0.00 0.00 0.002:35 0.9 0.38 0.36 0.34 0.0377 0.0160 4.79 0.00 0.00 0.00 0.00 0.00 4.79 3700.00 4.79 0.00 0.00 0.00 0.002:40 0.9 0.38 0.36 0.34 0.0377 0.0160 4.79 0.00 0.00 0.00 0.00 0.00 4.79 3700.00 4.79 0.00 0.00 0.00 0.002:45 1 0.42 0.36 N/A 0.0584 0.0247 7.42 0.00 0.00 0.00 0.00 0.00 7.42 3700.00 7.42 0.00 0.00 0.00 0.002:50 1 0.42 0.36 N/A 0.0584 0.0247 7.42 0.00 0.00 0.00 0.00 0.00 7.42 3700.00 7.42 0.00 0.00 0.00 0.002:55 1 0.42 0.36 N/A 0.0584 0.0247 7.42 0.00 0.00 0.00 0.00 0.00 7.42 3700.00 7.42 0.00 0.00 0.00 0.00 3:00 1 0.42 0.36 N/A 0.0584 0.0247 7.42 0.00 0.00 0.00 0.00 0.00 7.42 3700.00 7.42 0.00 0.00 0.00 0.00 3:05 1 0.42 0.36 N/A 0.0584 0.0247 7.42 0.00 0.00 0.00 0.00 0.00 7.42 3700.00 7.42 0.00 0.00 0.00 0.003:10 1.1 0.46 0.36 N/A 0.1003 0.0425 12.74 0.00 0.00 0.00 0.00 0.00 12.74 3700.00 12.74 0.00 0.00 0.00 0.003:15 1.1 0.46 0.36 N/A 0.1003 0.0425 12.74 0.00 0.00 0.00 0.00 0.00 12.74 3700.00 12.74 0.00 0.00 0.00 0.003:20 1.1 0.46 0.36 N/A 0.1003 0.0425 12.74 0.00 0.00 0.00 0.00 0.00 12.74 3700.00 12.74 0.00 0.00 0.00 0.003:25 1.2 0.50 0.36 N/A 0.1422 0.0602 18.06 0.00 0.00 0.00 0.00 0.00 18.06 3700.00 18.06 0.00 0.00 0.00 0.003:30 1.3 0.54 0.36 N/A 0.1841 0.0779 23.38 0.00 0.00 0.00 0.00 0.00 23.38 3700.00 23.38 0.00 0.00 0.00 0.003:35 1.4 0.59 0.36 N/A 0.2259 0.0957 28.71 0.00 0.00 0.00 0.00 0.00 28.71 3700.00 28.71 0.00 0.00 0.00 0.003:40 1.4 0.59 0.36 N/A 0.2259 0.0957 28.71 0.00 0.00 0.00 0.00 0.00 28.71 3700.00 28.71 0.00 0.00 0.00 0.003:45 1.5 0.63 0.36 N/A 0.2678 0.1134 34.03 0.00 0.00 0.00 0.00 0.00 34.03 3700.00 34.03 0.00 0.00 0.00 0.003:50 1.5 0.63 0.36 N/A 0.2678 0.1134 34.03 0.00 0.00 0.00 0.00 0.00 34.03 3700.00 34.03 0.00 0.00 0.00 0.003:55 1.6 0.67 0.36 N/A 0.3097 0.1312 39.35 0.00 0.00 0.00 0.00 0.00 39.35 3700.00 39.35 0.00 0.00 0.00 0.00 4:00 1.6 0.67 0.36 N/A 0.3097 0.1312 39.35 0.00 0.00 0.00 0.00 0.00 39.35 3700.00 39.35 0.00 0.00 0.00 0.00 4:05 1.7 0.71 0.36 N/A 0.3516 0.1489 44.67 0.00 0.00 0.00 0.00 0.00 44.67 3700.00 44.67 0.00 0.00 0.00 0.004:10 1.8 0.75 0.36 N/A 0.3935 0.1666 49.99 0.00 0.00 0.00 0.00 0.00 49.99 3700.00 49.99 0.00 0.00 0.00 0.004:15 1.9 0.80 0.36 N/A 0.4353 0.1844 55.31 0.00 0.00 0.00 0.00 0.00 55.31 3700.00 51.39 3.92 0.00 0.00 0.00 4of6
4:20 2 0.84 0.36 N/A 0.4772 0.2021 60.63 0.00 0.00 0.00 0.00 0.00 60.63 3701.29 51.41 13.15 0.00 0.00 0.004:25 2.1 0.88 0.36 N/A 0.5191 0.2198 65.95 0.00 0.00 0.00 0.00 0.00 65.95 3704.31 51.45 27.65 0.00 0.00 0.004:30 2.1 0.88 0.36 N/A 0.5191 0.2198 65.95 0.00 0.00 0.00 0.00 0.00 65.95 3709.07 51.51 42.08 0.00 0.00 0.004:35 2.2 0.92 0.36 N/A 0.5610 0.2376 71.27 0.00 0.00 0.00 0.00 0.00 71.27 3713.81 51.58 61.78 0.00 0.00 0.004:40 2.3 0.96 0.36 N/A 0.6029 0.2553 76.59 0.00 0.00 0.00 0.00 0.00 76.59 3720.27 51.67 86.70 0.01 0.00 0.004:45 2.4 1.01 0.36 N/A 0.6447 0.2730 81.91 0.00 0.00 0.00 0.00 0.00 81.91 3728.45 51.78 116.83 0.01 0.00 0.004:50 2.4 1.01 0.36 N/A 0.6447 0.2730 81.91 0.00 0.00 0.00 0.00 0.00 81.91 3738.33 51.92 146.82 0.01 0.00 0.004:55 2.5 1.05 0.36 N/A 0.6866 0.2908 87.24 0.00 0.00 0.00 0.00 0.00 87.24 3748.17 52.06 182.00 0.01 0.00 0.00 5:00 2.6 1.09 0.36 N/A 0.7285 0.3085 92.56 0.00 0.00 0.00 0.00 0.00 92.56 3759.71 52.22 222.34 0.02 0.00 0.00 5:05 3.1 1.30 0.36 N/A 0.9379 0.3972 119.16 0.00 0.00 0.00 0.00 0.00 119.16 3772.95 52.40 289.10 0.02 0.00 0.005:10 3.6 1.51 0.36 N/A 1.1473 0.4859 145.76 0.00 0.00 0.00 0.00 0.00 145.76 3794.85 52.71 382.15 0.03 0.00 0.005:15 3.9 1.63 0.36 N/A 1.2729 0.5391 161.73 0.00 0.00 0.00 0.00 0.00 161.73 3825.38 53.13 490.75 0.04 0.00 0.005:20 4.2 1.76 0.36 N/A 1.3986 0.5923 177.69 0.00 0.00 0.00 0.00 0.00 177.69 3861.01 53.63 614.82 0.05 0.00 0.005:25 4.7 1.97 0.36 N/A 1.6080 0.6810 204.29 0.00 0.00 0.00 0.00 0.00 204.29 3901.72 54.19 764.92 0.06 0.00 0.005:30 5.6 2.35 0.36 N/A 1.9849 0.8406 252.18 0.00 0.00 0.00 0.00 0.00 252.18 3950.97 54.87 962.23 0.08 0.00 0.005:35 1.9 0.80 0.36 N/A 0.4353 0.1844 55.31 0.00 0.00 0.00 0.00 0.00 55.31 4015.70 55.77 961.76 0.08 0.00 0.005:40 0.9 0.38 0.36 0.34 0.0377 0.0160 4.79 0.00 0.00 0.00 0.00 0.00 4.79 4015.55 55.77 910.78 0.07 0.00 0.005:45 0.6 0.25 0.36 0.23 0.0251 0.0106 3.19 0.00 0.00 0.00 0.00 0.00 3.19 3998.82 55.54 858.43 0.07 0.00 0.005:50 0.5 0.21 0.36 0.19 0.0209 0.0089 2.66 0.00 0.00 0.00 0.00 0.00 2.66 3981.65 55.30 805.79 0.07 0.00 0.005:55 0.3 0.13 0.36 0.11 0.0126 0.0053 1.60 0.00 0.00 0.00 0.00 0.00 1.60 3964.38 55.06 752.33 0.06 0.00 0.00 6:00 0.2 0.08 0.36 0.08 0.0084 0.0035 1.06 0.00 0.00 0.00 0.00 0.00 1.06 3946.84 54.82 698.57 0.06 0.00 0.00 0 0.00 0.36 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3929.20 54.57 644.00 0.05 0.00 0.000 0.00 0.36 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3911.29 54.32 589.68 0.05 0.00 0.00 6:15 0 0.00 0.36 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3893.47 54.08 535.60 0.04 0.00 0.00 0 0.00 0.36 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3875.73 53.83 481.77 0.04 0.00 0.000 0.00 0.36 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3858.07 53.58 428.19 0.03 0.00 0.00 6:30 0 0.00 0.36 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3840.49 53.34 374.85 0.03 0.00 0.00 0 0.00 0.36 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3822.99 53.10 321.75 0.03 0.00 0.000 0.00 0.36 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3805.57 52.86 268.90 0.02 0.00 0.00 6:45 0 0.00 0.36 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3788.22 52.61 216.28 0.02 0.00 0.00 0 0.00 0.36 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3770.96 52.37 163.91 0.01 0.00 0.000 0.00 0.36 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3753.78 52.14 111.77 0.01 0.00 0.00 7:00 0 0.00 0.36 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3736.67 51.90 59.87 0.00 0.00 0.00 Totalvolume(cf) 2415.79 TotalOverflow(cf) 0.00
5of6
24HourStormin15minuteincrements Drywell Drywell Drywell Drywell Overflow Basin Basin BasinTime Pattern Storm LossRateValue 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.(cVol.(cf) Depth(ft) Basin(cf) Area(sf) Perc.(cf) Vol.(cf) Depth(ft)Vol.(cf) Rate(cfs) 0:15 0.2 0.04 0.63 0.04 0.0042 0.0018 1.60 0.00 0.00 0.00 0.00 0.00 1.60 3700.00 1.60 0.00 0.00 0.00 0.000:30 0.3 0.06 0.63 0.06 0.0063 0.0027 2.41 0.00 0.00 0.00 0.00 0.00 2.41 3700.00 2.41 0.00 0.00 0.00 0.000:45 0.3 0.06 0.62 0.06 0.0063 0.0027 2.41 0.00 0.00 0.00 0.00 0.00 2.41 3700.00 2.41 0.00 0.00 0.00 0.00 1:00 0.4 0.08 0.61 0.08 0.0084 0.0036 3.21 0.00 0.00 0.00 0.00 0.00 3.21 3700.00 3.21 0.00 0.00 0.00 0.00 1:15 0.3 0.06 0.60 0.06 0.0063 0.0027 2.41 0.00 0.00 0.00 0.00 0.00 2.41 3700.00 2.41 0.00 0.00 0.00 0.001:30 0.3 0.06 0.60 0.06 0.0063 0.0027 2.41 0.00 0.00 0.00 0.00 0.00 2.41 3700.00 2.41 0.00 0.00 0.00 0.001:45 0.3 0.06 0.59 0.06 0.0063 0.0027 2.41 0.00 0.00 0.00 0.00 0.00 2.41 3700.00 2.41 0.00 0.00 0.00 0.00 2:00 0.4 0.08 0.58 0.08 0.0084 0.0036 3.21 0.00 0.00 0.00 0.00 0.00 3.21 3700.00 3.21 0.00 0.00 0.00 0.00 2:15 0.4 0.08 0.58 0.08 0.0084 0.0036 3.21 0.00 0.00 0.00 0.00 0.00 3.21 3700.00 3.21 0.00 0.00 0.00 0.002:30 0.4 0.08 0.57 0.08 0.0084 0.0036 3.21 0.00 0.00 0.00 0.00 0.00 3.21 3700.00 3.21 0.00 0.00 0.00 0.002:45 0.5 0.11 0.56 0.09 0.0105 0.0045 4.01 0.00 0.00 0.00 0.00 0.00 4.01 3700.00 4.01 0.00 0.00 0.00 0.00 3:00 0.5 0.11 0.55 0.09 0.0105 0.0045 4.01 0.00 0.00 0.00 0.00 0.00 4.01 3700.00 4.01 0.00 0.00 0.00 0.00 3:15 0.5 0.11 0.55 0.09 0.0105 0.0045 4.01 0.00 0.00 0.00 0.00 0.00 4.01 3700.00 4.01 0.00 0.00 0.00 0.003:30 0.5 0.11 0.54 0.09 0.0105 0.0045 4.01 0.00 0.00 0.00 0.00 0.00 4.01 3700.00 4.01 0.00 0.00 0.00 0.003:45 0.5 0.11 0.53 0.09 0.0105 0.0045 4.01 0.00 0.00 0.00 0.00 0.00 4.01 3700.00 4.01 0.00 0.00 0.00 0.00 4:00 0.6 0.13 0.53 0.11 0.0126 0.0053 4.81 0.00 0.00 0.00 0.00 0.00 4.81 3700.00 4.81 0.00 0.00 0.00 0.00 4:15 0.6 0.13 0.52 0.11 0.0126 0.0053 4.81 0.00 0.00 0.00 0.00 0.00 4.81 3700.00 4.81 0.00 0.00 0.00 0.004:30 0.7 0.15 0.51 0.13 0.0147 0.0062 5.61 0.00 0.00 0.00 0.00 0.00 5.61 3700.00 5.61 0.00 0.00 0.00 0.004:45 0.7 0.15 0.51 0.13 0.0147 0.0062 5.61 0.00 0.00 0.00 0.00 0.00 5.61 3700.00 5.61 0.00 0.00 0.00 0.00 5:00 0.8 0.17 0.50 0.15 0.0168 0.0071 6.42 0.00 0.00 0.00 0.00 0.00 6.42 3700.00 6.42 0.00 0.00 0.00 0.00 5:15 0.6 0.13 0.49 0.11 0.0126 0.0053 4.81 0.00 0.00 0.00 0.00 0.00 4.81 3700.00 4.81 0.00 0.00 0.00 0.005:30 0.7 0.15 0.49 0.13 0.0147 0.0062 5.61 0.00 0.00 0.00 0.00 0.00 5.61 3700.00 5.61 0.00 0.00 0.00 0.005:45 0.8 0.17 0.48 0.15 0.0168 0.0071 6.42 0.00 0.00 0.00 0.00 0.00 6.42 3700.00 6.42 0.00 0.00 0.00 0.00 6:00 0.8 0.17 0.47 0.15 0.0168 0.0071 6.42 0.00 0.00 0.00 0.00 0.00 6.42 3700.00 6.42 0.00 0.00 0.00 0.00 6:15 0.9 0.19 0.47 0.17 0.0189 0.0080 7.22 0.00 0.00 0.00 0.00 0.00 7.22 3700.00 7.22 0.00 0.00 0.00 0.006:30 0.9 0.19 0.46 0.17 0.0189 0.0080 7.22 0.00 0.00 0.00 0.00 0.00 7.22 3700.00 7.22 0.00 0.00 0.00 0.006:45 1 0.21 0.46 0.19 0.0210 0.0089 8.02 0.00 0.00 0.00 0.00 0.00 8.02 3700.00 8.02 0.00 0.00 0.00 0.00 7:00 1 0.21 0.45 0.19 0.0210 0.0089 8.02 0.00 0.00 0.00 0.00 0.00 8.02 3700.00 8.02 0.00 0.00 0.00 0.00 7:15 1 0.21 0.44 0.19 0.0210 0.0089 8.02 0.00 0.00 0.00 0.00 0.00 8.02 3700.00 8.02 0.00 0.00 0.00 0.007:30 1.1 0.23 0.44 0.21 0.0231 0.0098 8.82 0.00 0.00 0.00 0.00 0.00 8.82 3700.00 8.82 0.00 0.00 0.00 0.007:45 1.2 0.25 0.43 0.23 0.0252 0.0107 9.62 0.00 0.00 0.00 0.00 0.00 9.62 3700.00 9.62 0.00 0.00 0.00 0.00 8:00 1.3 0.27 0.43 0.25 0.0274 0.0116 10.43 0.00 0.00 0.00 0.00 0.00 10.43 3700.00 10.43 0.00 0.00 0.00 0.00 8:15 1.5 0.32 0.42 0.28 0.0316 0.0134 12.03 0.00 0.00 0.00 0.00 0.00 12.03 3700.00 12.03 0.00 0.00 0.00 0.008:30 1.5 0.32 0.41 0.28 0.0316 0.0134 12.03 0.00 0.00 0.00 0.00 0.00 12.03 3700.00 12.03 0.00 0.00 0.00 0.008:45 1.6 0.34 0.41 0.30 0.0337 0.0143 12.83 0.00 0.00 0.00 0.00 0.00 12.83 3700.00 12.83 0.00 0.00 0.00 0.00 9:00 1.7 0.36 0.40 0.32 0.0358 0.0151 13.63 0.00 0.00 0.00 0.00 0.00 13.63 3700.00 13.63 0.00 0.00 0.00 0.00 9:15 1.9 0.40 0.40 0.36 0.0400 0.0169 15.24 0.00 0.00 0.00 0.00 0.00 15.24 3700.00 15.24 0.00 0.00 0.00 0.009:30 2 0.42 0.39 0.38 0.0421 0.0178 16.04 0.00 0.00 0.00 0.00 0.00 16.04 3700.00 16.04 0.00 0.00 0.00 0.009:45 2.1 0.44 0.39 N/A 0.0567 0.0240 21.59 0.00 0.00 0.00 0.00 0.00 21.59 3700.00 21.59 0.00 0.00 0.00 0.00 10:00 2.2 0.46 0.38 N/A 0.0832 0.0353 31.73 0.00 0.00 0.00 0.00 0.00 31.73 3700.00 31.73 0.00 0.00 0.00 0.00 10:15 1.5 0.32 0.37 0.28 0.0316 0.0134 12.03 0.00 0.00 0.00 0.00 0.00 12.03 3700.00 12.03 0.00 0.00 0.00 0.0010:30 1.5 0.32 0.37 0.28 0.0316 0.0134 12.03 0.00 0.00 0.00 0.00 0.00 12.03 3700.00 12.03 0.00 0.00 0.00 0.0010:45 2 0.42 0.36 N/A 0.0575 0.0243 21.91 0.00 0.00 0.00 0.00 0.00 21.91 3700.00 21.91 0.00 0.00 0.00 0.00 11:00 2 0.42 0.36 N/A 0.0628 0.0266 23.94 0.00 0.00 0.00 0.00 0.00 23.94 3700.00 23.94 0.00 0.00 0.00 0.00 11:15 1.9 0.40 0.35 N/A 0.0470 0.0199 17.93 0.00 0.00 0.00 0.00 0.00 17.93 3700.00 17.93 0.00 0.00 0.00 0.0011:30 1.9 0.40 0.35 N/A 0.0523 0.0221 19.92 0.00 0.00 0.00 0.00 0.00 19.92 3700.00 19.92 0.00 0.00 0.00 0.0011:45 1.7 0.36 0.34 0.32 0.0358 0.0151 13.63 0.00 0.00 0.00 0.00 0.00 13.63 3700.00 13.63 0.00 0.00 0.00 0.00 12:00 1.8 0.38 0.34 N/A 0.0415 0.0176 15.81 0.00 0.00 0.00 0.00 0.00 15.81 3700.00 15.81 0.00 0.00 0.00 0.00 12:15 2.5 0.53 0.33 N/A 0.1938 0.0821 73.86 0.00 0.00 0.00 0.00 0.00 73.86 3700.00 73.86 0.00 0.00 0.00 0.0012:30 2.6 0.55 0.33 N/A 0.2198 0.0931 83.78 0.00 0.00 0.00 0.00 0.00 83.78 3700.00 83.78 0.00 0.00 0.00 0.0012:45 2.8 0.59 0.32 N/A 0.2668 0.1130 101.70 0.00 0.00 0.00 0.00 0.00 101.70 3700.00 101.70 0.00 0.00 0.00 0.00 6of6
13:00 2.9 0.61 0.32 N/A 0.2927 0.1240 111.57 0.00 0.00 0.00 0.00 0.00 111.57 3700.00 111.57 0.00 0.00 0.00 0.00 13:15 3.4 0.72 0.31 N/A 0.4027 0.1706 153.50 0.00 0.00 0.00 0.00 0.00 153.50 3700.00 153.50 0.00 0.00 0.00 0.0013:30 3.4 0.72 0.31 N/A 0.4075 0.1726 155.31 0.00 0.00 0.00 0.00 0.00 155.31 3700.00 154.17 1.14 0.00 0.00 0.0013:45 2.3 0.48 0.30 N/A 0.1807 0.0765 68.88 0.00 0.00 0.00 0.00 0.00 68.88 3700.37 154.18 0.00 0.00 0.00 0.00 14:00 2.3 0.48 0.30 N/A 0.1853 0.0785 70.64 0.00 0.00 0.00 0.00 0.00 70.64 3700.00 70.64 0.00 0.00 0.00 0.00 14:15 2.7 0.57 0.29 N/A 0.2741 0.1161 104.45 0.00 0.00 0.00 0.00 0.00 104.45 3700.00 104.45 0.00 0.00 0.00 0.0014:30 2.6 0.55 0.29 N/A 0.2575 0.1091 98.15 0.00 0.00 0.00 0.00 0.00 98.15 3700.00 98.15 0.00 0.00 0.00 0.0014:45 2.6 0.55 0.29 N/A 0.2619 0.1109 99.83 0.00 0.00 0.00 0.00 0.00 99.83 3700.00 99.83 0.00 0.00 0.00 0.00 15:00 2.5 0.53 0.28 N/A 0.2453 0.1039 93.48 0.00 0.00 0.00 0.00 0.00 93.48 3700.00 93.48 0.00 0.00 0.00 0.00 15:15 2.4 0.50 0.28 N/A 0.2285 0.0968 87.10 0.00 0.00 0.00 0.00 0.00 87.10 3700.00 87.10 0.00 0.00 0.00 0.0015:30 2.3 0.48 0.27 N/A 0.2117 0.0897 80.69 0.00 0.00 0.00 0.00 0.00 80.69 3700.00 80.69 0.00 0.00 0.00 0.0015:45 1.9 0.40 0.27 N/A 0.1317 0.0558 50.20 0.00 0.00 0.00 0.00 0.00 50.20 3700.00 50.20 0.00 0.00 0.00 0.00 16:00 1.9 0.40 0.26 N/A 0.1358 0.0575 51.76 0.00 0.00 0.00 0.00 0.00 51.76 3700.00 51.76 0.00 0.00 0.00 0.00 16:15 0.4 0.08 0.26 0.08 0.0084 0.0036 3.21 0.00 0.00 0.00 0.00 0.00 3.21 3700.00 3.21 0.00 0.00 0.00 0.0016:30 0.4 0.08 0.26 0.08 0.0084 0.0036 3.21 0.00 0.00 0.00 0.00 0.00 3.21 3700.00 3.21 0.00 0.00 0.00 0.0016:45 0.3 0.06 0.25 0.06 0.0063 0.0027 2.41 0.00 0.00 0.00 0.00 0.00 2.41 3700.00 2.41 0.00 0.00 0.00 0.00 17:00 0.3 0.06 0.25 0.06 0.0063 0.0027 2.41 0.00 0.00 0.00 0.00 0.00 2.41 3700.00 2.41 0.00 0.00 0.00 0.00 17:15 0.5 0.11 0.24 0.09 0.0105 0.0045 4.01 0.00 0.00 0.00 0.00 0.00 4.01 3700.00 4.01 0.00 0.00 0.00 0.0017:30 0.5 0.11 0.24 0.09 0.0105 0.0045 4.01 0.00 0.00 0.00 0.00 0.00 4.01 3700.00 4.01 0.00 0.00 0.00 0.0017:45 0.5 0.11 0.24 0.09 0.0105 0.0045 4.01 0.00 0.00 0.00 0.00 0.00 4.01 3700.00 4.01 0.00 0.00 0.00 0.00 18:00 0.4 0.08 0.23 0.08 0.0084 0.0036 3.21 0.00 0.00 0.00 0.00 0.00 3.21 3700.00 3.21 0.00 0.00 0.00 0.00 18:15 0.4 0.08 0.23 0.08 0.0084 0.0036 3.21 0.00 0.00 0.00 0.00 0.00 3.21 3700.00 3.21 0.00 0.00 0.00 0.0018:30 0.4 0.08 0.23 0.08 0.0084 0.0036 3.21 0.00 0.00 0.00 0.00 0.00 3.21 3700.00 3.21 0.00 0.00 0.00 0.0018:45 0.3 0.06 0.22 0.06 0.0063 0.0027 2.41 0.00 0.00 0.00 0.00 0.00 2.41 3700.00 2.41 0.00 0.00 0.00 0.00 19:00 0.2 0.04 0.22 0.04 0.0042 0.0018 1.60 0.00 0.00 0.00 0.00 0.00 1.60 3700.00 1.60 0.00 0.00 0.00 0.00 19:15 0.3 0.06 0.22 0.06 0.0063 0.0027 2.41 0.00 0.00 0.00 0.00 0.00 2.41 3700.00 2.41 0.00 0.00 0.00 0.0019:30 0.4 0.08 0.21 0.08 0.0084 0.0036 3.21 0.00 0.00 0.00 0.00 0.00 3.21 3700.00 3.21 0.00 0.00 0.00 0.0019:45 0.3 0.06 0.21 0.06 0.0063 0.0027 2.41 0.00 0.00 0.00 0.00 0.00 2.41 3700.00 2.41 0.00 0.00 0.00 0.00 20:00 0.2 0.04 0.21 0.04 0.0042 0.0018 1.60 0.00 0.00 0.00 0.00 0.00 1.60 3700.00 1.60 0.00 0.00 0.00 0.00 20:15 0.3 0.06 0.21 0.06 0.0063 0.0027 2.41 0.00 0.00 0.00 0.00 0.00 2.41 3700.00 2.41 0.00 0.00 0.00 0.0020:30 0.3 0.06 0.20 0.06 0.0063 0.0027 2.41 0.00 0.00 0.00 0.00 0.00 2.41 3700.00 2.41 0.00 0.00 0.00 0.0020:45 0.3 0.06 0.20 0.06 0.0063 0.0027 2.41 0.00 0.00 0.00 0.00 0.00 2.41 3700.00 2.41 0.00 0.00 0.00 0.00 21:00 0.2 0.04 0.20 0.04 0.0042 0.0018 1.60 0.00 0.00 0.00 0.00 0.00 1.60 3700.00 1.60 0.00 0.00 0.00 0.00 21:15 0.3 0.06 0.20 0.06 0.0063 0.0027 2.41 0.00 0.00 0.00 0.00 0.00 2.41 3700.00 2.41 0.00 0.00 0.00 0.0021:30 0.2 0.04 0.19 0.04 0.0042 0.0018 1.60 0.00 0.00 0.00 0.00 0.00 1.60 3700.00 1.60 0.00 0.00 0.00 0.0021:45 0.3 0.06 0.19 0.06 0.0063 0.0027 2.41 0.00 0.00 0.00 0.00 0.00 2.41 3700.00 2.41 0.00 0.00 0.00 0.00 22:00 0.2 0.04 0.19 0.04 0.0042 0.0018 1.60 0.00 0.00 0.00 0.00 0.00 1.60 3700.00 1.60 0.00 0.00 0.00 0.00 22:15 0.3 0.06 0.19 0.06 0.0063 0.0027 2.41 0.00 0.00 0.00 0.00 0.00 2.41 3700.00 2.41 0.00 0.00 0.00 0.0022:30 0.2 0.04 0.19 0.04 0.0042 0.0018 1.60 0.00 0.00 0.00 0.00 0.00 1.60 3700.00 1.60 0.00 0.00 0.00 0.0022:45 0.2 0.04 0.18 0.04 0.0042 0.0018 1.60 0.00 0.00 0.00 0.00 0.00 1.60 3700.00 1.60 0.00 0.00 0.00 0.00 23:00 0.2 0.04 0.18 0.04 0.0042 0.0018 1.60 0.00 0.00 0.00 0.00 0.00 1.60 3700.00 1.60 0.00 0.00 0.00 0.00 23:15 0.2 0.04 0.18 0.04 0.0042 0.0018 1.60 0.00 0.00 0.00 0.00 0.00 1.60 3700.00 1.60 0.00 0.00 0.00 0.0023:30 0.2 0.04 0.18 0.04 0.0042 0.0018 1.60 0.00 0.00 0.00 0.00 0.00 1.60 3700.00 1.60 0.00 0.00 0.00 0.0023:45 0.2 0.04 0.18 0.04 0.0042 0.0018 1.60 0.00 0.00 0.00 0.00 0.00 1.60 3700.00 1.60 0.00 0.00 0.00 0.00 24:00 0.2 0.04 0.18 0.04 0.0042 0.0018 1.60 0.00 0.00 0.00 0.00 0.00 1.60 3700.00 1.60 0.00 0.00 0.00 0.00 0 0.00 0.18 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 0.00 Totalvolume(cf) 1998.58 TotalOverflow(cf) 0.00
1of6
HYDROLOGYCALCULATIONS-
UsingtheRCFC&WCDShortCutUnitHydrographMethodAreaDesignations TheWren OFF1
DrainageArea(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 5.26 OrdatafromNOAAinteractivewebsiteSoilsGroup 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)= 0.00 Gravelbedwidtharounddrwyell= 0 Drywelltotal(cf)= 0.00
Ret.Basindesign(area,depth) Top= 0.0001 s.f. Bot.= 0.0001 s.f. Max.Depth(d)= 0.0001 Max.storage= 0.00 (d/3)*(bottom+top+(bottom*top)^0.50)Formulas vol=(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/A
1HourStormin5minuteincrementsTime Pattern Storm LossRateValue 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/A 3.9356 4.6827 1404.800:55 16.1 3.7288 0.1406 N/A 3.5882 4.2693 1280.79 1:00 4.2 0.9727 0.1406 N/A 0.8321 0.9901 297.03
0 0.0000 0.1406 0.00 0.0000 0.0000 0.000 0.0000 0.1406 0.00 0.0000 0.0000 0.00 1:15 0 0.0000 0.1406 0.00 0.0000 0.0000 0.00
Totalvolume(cf) 7664.72
2of6
3HourStormin5minuteincrementsTime Pattern Storm LossRateValue 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 134.86 1:00 1.8 0.58 0.14 N/A 0.4426 0.5266 157.99
1:05 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 285.20 2:00 3 0.97 0.14 N/A 0.8314 0.9892 296.77
2:05 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/A 2.5162 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 157.99 3:00 0.6 0.19 0.14 N/A 0.0538 0.0640 19.20
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 3:15 0 0.00 0.14 0.00 0.0000 0.0000 0.00
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 3:30 0 0.00 0.14 0.00 0.0000 0.0000 0.00
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 Totalvolume(cf) 9758.44
3of6
6HourStormin5minuteincrementsTime Pattern Storm LossRateValue 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 54.46 1:00 0.8 0.34 0.14 N/A 0.1944 0.2314 69.41
1:05 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 69.41 2:00 0.9 0.38 0.14 N/A 0.2363 0.2812 84.35
2:05 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 99.30 3:00 1 0.42 0.14 N/A 0.2782 0.3310 99.30
3:05 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 189.00 4:00 1.6 0.67 0.14 N/A 0.5295 0.6300 189.00
4:05 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 4of6
4:20 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 323.54 5:00 2.6 1.09 0.14 N/A 0.9483 1.1283 338.49
5:05 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/A 2.2047 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 4.48 6:00 0.2 0.08 0.14 0.08 0.0084 0.0100 2.99
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 6:15 0 0.00 0.14 0.00 0.0000 0.0000 0.00
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 6:30 0 0.00 0.14 0.00 0.0000 0.0000 0.00
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 6:45 0 0.00 0.14 0.00 0.0000 0.0000 0.00
0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00 7:00 0 0.00 0.14 0.00 0.0000 0.0000 0.00
Totalvolume(cf) 11368.69
5of6
24HourStormin15minuteincrementsTime Pattern Storm LossRateValue 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 6.76 1:00 0.4 0.08 0.24 0.08 0.0084 0.0100 9.01
1:15 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 6.76 2:00 0.4 0.08 0.23 0.08 0.0084 0.0100 9.01
2:15 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 11.27 3:00 0.5 0.11 0.22 0.09 0.0105 0.0125 11.27
3:15 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 11.27 4:00 0.6 0.13 0.21 0.11 0.0126 0.0150 13.52
4:15 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 15.77 5:00 0.8 0.17 0.20 0.15 0.0168 0.0200 18.02
5:15 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 18.02 6:00 0.8 0.17 0.19 0.15 0.0168 0.0200 18.02
6:15 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 34.86 7:00 1 0.21 0.18 N/A 0.0350 0.0416 37.44
7:15 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 90.11 8:00 1.3 0.27 0.17 N/A 0.1075 0.1279 115.13
8:15 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 190.07 9:00 1.7 0.36 0.16 N/A 0.2008 0.2389 215.01
9:15 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 312.22 10:00 2.2 0.46 0.15 N/A 0.3148 0.3745 337.07
10:15 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 298.82 11:00 2 0.42 0.14 N/A 0.2811 0.3345 301.05
11:15 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 239.99 12:00 1.8 0.38 0.13 N/A 0.2471 0.2941 264.65
12:15 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 6of6
13:00 2.9 0.61 0.12 N/A 0.4863 0.5786 520.77
13:15 3.4 0.72 0.12 N/A 0.5934 0.7060 635.4313:30 3.4 0.72 0.12 N/A 0.5952 0.7082 637.4113:45 2.3 0.48 0.12 N/A 0.3656 0.4350 391.53 14:00 2.3 0.48 0.12 N/A 0.3674 0.4372 393.46
14:15 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 466.68 15:00 2.5 0.53 0.11 N/A 0.4165 0.4955 445.98
15:15 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 316.09 16:00 1.9 0.40 0.10 N/A 0.2968 0.3531 317.80
16:15 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 6.76 17:00 0.3 0.06 0.10 0.06 0.0063 0.0075 6.76
17:15 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 13.50 18:00 0.4 0.08 0.09 0.08 0.0084 0.0100 9.01
18:15 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 6.76 19:00 0.2 0.04 0.09 0.04 0.0042 0.0050 4.51
19:15 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 6.76 20:00 0.2 0.04 0.08 0.04 0.0042 0.0050 4.51
20:15 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 6.76 21:00 0.2 0.04 0.08 0.04 0.0042 0.0050 4.51
21:15 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 6.76 22:00 0.2 0.04 0.07 0.04 0.0042 0.0050 4.51
22:15 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 4.51 23:00 0.2 0.04 0.07 0.04 0.0042 0.0050 4.51
23:15 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 4.51 24:00 0.2 0.04 0.07 0.04 0.0042 0.0050 4.51
0 0.00 0.07 0.00 0.0000 0.0000 0.00
Totalvolume(cf) 12155.64
1of6
HYDROLOGYCALCULATIONS-
UsingtheRCFC&WCDShortCutUnitHydrographMethodAreaDesignations TheWren OFF2
DrainageArea(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 5.26 OrdatafromNOAAinteractivewebsiteSoilsGroup 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)= 0.00 Gravelbedwidtharounddrwyell= 0 Drywelltotal(cf)= 0.00
Ret.Basindesign(area,depth) Top= 0.0001 s.f. Bot.= 0.0001 s.f. Max.Depth(d)= 0.0001 Max.storage= 0.00 (d/3)*(bottom+top+(bottom*top)^0.50)Formulas vol=(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/A
1HourStormin5minuteincrementsTime Pattern Storm LossRateValue 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/A 3.7058 0.7847 235.410:55 16.1 3.7288 0.3704 N/A 3.3584 0.7111 213.34 1:00 4.2 0.9727 0.3704 N/A 0.6024 0.1275 38.26
0 0.0000 0.3704 0.00 0.0000 0.0000 0.000 0.0000 0.3704 0.00 0.0000 0.0000 0.00 1:15 0 0.0000 0.3704 0.00 0.0000 0.0000 0.00
Totalvolume(cf) 1188.91
2of6
3HourStormin5minuteincrementsTime Pattern Storm LossRateValue 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 9.40 1:00 1.8 0.58 0.37 N/A 0.2128 0.0451 13.52
1:05 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 36.16 2:00 3 0.97 0.37 N/A 0.6016 0.1274 38.22
2:05 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/A 2.2864 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 13.52 3:00 0.6 0.19 0.37 0.17 0.0194 0.0041 1.23
0 0.00 0.37 0.00 0.0000 0.0000 0.000 0.00 0.37 0.00 0.0000 0.0000 0.00 3:15 0 0.00 0.37 0.00 0.0000 0.0000 0.00
0 0.00 0.37 0.00 0.0000 0.0000 0.000 0.00 0.37 0.00 0.0000 0.0000 0.00 3:30 0 0.00 0.37 0.00 0.0000 0.0000 0.00
0 0.00 0.37 0.00 0.0000 0.0000 0.000 0.00 0.37 0.00 0.0000 0.0000 0.00 Totalvolume(cf) 1226.78
3of6
6HourStormin5minuteincrementsTime Pattern Storm LossRateValue 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 1.86 1:00 0.8 0.34 0.37 0.30 0.0335 0.0071 2.13
1:05 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 2.13 2:00 0.9 0.38 0.37 0.34 0.0377 0.0080 2.39
2:05 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 3.08 3:00 1 0.42 0.37 N/A 0.0484 0.0103 3.08
3:05 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 19.04 4:00 1.6 0.67 0.37 N/A 0.2997 0.0635 19.04
4:05 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 4of6
4:20 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 42.98 5:00 2.6 1.09 0.37 N/A 0.7185 0.1521 45.64
5:05 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/A 1.9749 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 0.80 6:00 0.2 0.08 0.37 0.08 0.0084 0.0018 0.53
0 0.00 0.37 0.00 0.0000 0.0000 0.000 0.00 0.37 0.00 0.0000 0.0000 0.00 6:15 0 0.00 0.37 0.00 0.0000 0.0000 0.00
0 0.00 0.37 0.00 0.0000 0.0000 0.000 0.00 0.37 0.00 0.0000 0.0000 0.00 6:30 0 0.00 0.37 0.00 0.0000 0.0000 0.00
0 0.00 0.37 0.00 0.0000 0.0000 0.000 0.00 0.37 0.00 0.0000 0.0000 0.00 6:45 0 0.00 0.37 0.00 0.0000 0.0000 0.00
0 0.00 0.37 0.00 0.0000 0.0000 0.000 0.00 0.37 0.00 0.0000 0.0000 0.00 7:00 0 0.00 0.37 0.00 0.0000 0.0000 0.00
Totalvolume(cf) 1185.68
5of6
24HourStormin15minuteincrementsTime Pattern Storm LossRateValue 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 1.20 1:00 0.4 0.08 0.63 0.08 0.0084 0.0018 1.60
1:15 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 1.20 2:00 0.4 0.08 0.60 0.08 0.0084 0.0018 1.60
2:15 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 2.00 3:00 0.5 0.11 0.57 0.09 0.0105 0.0022 2.00
3:15 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 2.00 4:00 0.6 0.13 0.54 0.11 0.0126 0.0027 2.41
4:15 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 2.81 5:00 0.8 0.17 0.51 0.15 0.0168 0.0036 3.21
5:15 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 3.21 6:00 0.8 0.17 0.49 0.15 0.0168 0.0036 3.21
6:15 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 4.01 7:00 1 0.21 0.46 0.19 0.0210 0.0045 4.01
7:15 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 4.81 8:00 1.3 0.27 0.44 0.25 0.0274 0.0058 5.21
8:15 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 6.42 9:00 1.7 0.36 0.41 0.32 0.0358 0.0076 6.82
9:15 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 8.76 10:00 2.2 0.46 0.39 N/A 0.0727 0.0154 13.86
10:15 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 9.03 11:00 2 0.42 0.37 N/A 0.0529 0.0112 10.08
11:15 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 6.82 12:00 1.8 0.38 0.35 0.34 0.0379 0.0080 7.22
12:15 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 6of6
13:00 2.9 0.61 0.33 N/A 0.2839 0.0601 54.11
13:15 3.4 0.72 0.32 N/A 0.3941 0.0834 75.1013:30 3.4 0.72 0.32 N/A 0.3989 0.0845 76.0313:45 2.3 0.48 0.31 N/A 0.1723 0.0365 32.84 14:00 2.3 0.48 0.31 N/A 0.1771 0.0375 33.74
14:15 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 48.41 15:00 2.5 0.53 0.29 N/A 0.2375 0.0503 45.26
15:15 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 23.68 16:00 1.9 0.40 0.27 N/A 0.1285 0.0272 24.48
16:15 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 1.20 17:00 0.3 0.06 0.26 0.06 0.0063 0.0013 1.20
17:15 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 2.00 18:00 0.4 0.08 0.24 0.08 0.0084 0.0018 1.60
18:15 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 1.20 19:00 0.2 0.04 0.23 0.04 0.0042 0.0009 0.80
19:15 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 1.20 20:00 0.2 0.04 0.21 0.04 0.0042 0.0009 0.80
20:15 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 1.20 21:00 0.2 0.04 0.20 0.04 0.0042 0.0009 0.80
21:15 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 1.20 22:00 0.2 0.04 0.20 0.04 0.0042 0.0009 0.80
22:15 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 0.80 23:00 0.2 0.04 0.19 0.04 0.0042 0.0009 0.80
23:15 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 0.80 24:00 0.2 0.04 0.19 0.04 0.0042 0.0009 0.80
0 0.00 0.19 0.00 0.0000 0.0000 0.00
Totalvolume(cf) 962.47
Date
EntertheAreaTributarytothisFeature AT= 10.48 acres
If= 0.68
UsethefollowingequationbasedontheWEF/ASCEMethod
C=0.858If
3-0.78If2+0.774If+0.04 C= 0.47
Vu= 0.19
VBMP(ft3)= VBMP= 7,228 ft3
CalculatethedesignstoragevolumeoftheBMP,VBMP.
VU(in-ac/ac)xAT(ac)x43,560(ft2/ac)
12(in/ft)
Notes:
EffectiveImperviousFraction
CalculatethecompositeRunoffCoefficient,CfortheBMPTributaryArea DetermineDesignStorageVolume,VBMP
CalculateVU,the85%UnitStorageVolumeVU=0.40xC (in*ac)/ac DrainageAreaNumber/Name DMA1
DeterminetheEffectiveImperviousFraction
Typeofpost-developmentsurfacecover
(usepulldownmenu)
MixedSurfaceTypes
Designedby KeithChristiansen County/CityCaseNo
CompanyProjectNumber/Name DatePalmApartments
WhitewaterWatershed
BMPDesignVolume,VBMP(Rev.03-2012) Legend: RequiredEntries CalculatedCells
CompanyName Christiansen&Company 3/1/2024
CompanyName: Date:
Designedby: County/CityCaseNo.:
ATRIB= 10.48 acres
VBMP= 6,467 ft3
I= 2 in/hr
FS= 3
D1= D1= 2.7 ft
1 ft
50 ft
10 ft
D2= 4.0 ft
DMAX= 2.7 ft
z= 4 :1
dB= 2.5 ft
AS= 2587 ft2
AD= 45000 ft2
Volume= 32 ft3
Depth= 1 ft
Area= 32 ft2
12.0 in
Notes:
a)TributaryDrainageArea(BMPsubarea)
InfiltrationBasin-DesignProcedure
(Rev.06-2014)
BMPID Legend: RequiredEntries
Ret1 CalculatedCells
Christiansen&Company
KeithA.Christiansen
DesignVolume
b)EnterVBMPdeterminedfromSection4.3ofthisHandbook
MaximumDepth
a)Infiltrationrate
b)FactorofSafety(SeeTable1,AppendixB:"InfiltrationTesting" fromthisBMPHandbook)
c)CalculateD1 I(in/hr)x48hrs
12(in/ft)xFS
d)Enterthedepthoffreeboard(atleast1ft)
e)Enterdepthtohistorichighgroundwater(measuredfromtopofbasin) f)Enterdepthtotopofbedrockorimpermeablelayer(measuredfromtopofbasin) c)Minimumbottomsurfaceareaofbasin(AS=VBMP/dB)
g)D2isthesmallerof:
Depthtogroundwater-(10ft+freeboard)and
Depthtoimpermeablelayer-(5ft+freeboard)
h)DMAXisthesmallervalueofD1andD2butshallnotexceed5feet
BasinGeometry
a)Basinsideslopes(nosteeperthan4:1)
b)Proposedbasindepth(excludingfreeboard)
d)ProposedDesignSurfaceArea
Forebay
a)Forebayvolume(minimum0.5%VBMP)
b)Forebaydepth(heightofberm/splashwall.1footmin.)
c)Forebaysurfacearea(minimum)
d)Fullheightnotch-typeweir Width(W)=
FF=361.17
PE=360.5
FF=361.27
PE=360.6
FF=361.27
PE=360.6
FF=361.20
PE=360.53
FF=361.20
PE=360.53
FF=361.17
PE=360.5
FF=361.17
PE=360.5
FF=361.50
PE=360.83
FF=361.67
PE=361.0
FF=361.67
PE=361.0
FF=361.67
PE=361.0
FF=361.47
PE=360.8 FF=361.47
PE=360.8
HP
0.29%
HP
HP
4.22%
2.01%
POOL LIP 361.60
1% 1%
BOT=
350.0
BOT=
354.0
350.0
BASIN
RETENTION
BASIN
RET.
BASIN
RET.
PROP.6"
CURB&GUTTER PROP.6'
SIDEWALK
C/L
TC361.38
FL360.88
TC361.18
FL360.68
(TC357.52)
(FL357.02
1.89% (1.10%) (TC355.53)
(FL355.04) (TC352.24)(FL351.78)
(TC352.33)
(FL351.85)
TC357.79
FL357.29
TC359.53
FL359.03
TC361.43
FL360.76
FL360.62
FL360.56
TC361.14
FL360.47
TC362.65
FL361.98
FS 361.24
CB2
HP
0.50%
HP
GB
1.91%
0.5%
0.5%
0.5%
0.5% 0.5%
HP
0.5%
2%
24" HDPE
8"HDPE
8" HDPE
8" HDPE
24" HDPE
0 5. %
30" HDPE
EXISTINGR/W
EXISTINGR/W
N0°05'20"E
N89° 56' 46"W
N. 00°01"43" E 779.37'
(PROTECT IN PLACE) EXIST. 6' BLOCK WALL
N 571.33' . 89°56"46" W
N.00°05"20"E754.69'
N.89°54"51"W 585.53'
PROP. 6' BLOCK WALL
PROP. 6' BLOCK WALL
PROP. 6' BLOCK WALL
CB3
CB4
TC356.53
FL356.03 CB5
18" HDPE
3:1 3:1
3:1
3:1
3:1
1.50%
1.50%
0.50%
4.25%
FS360.67 FS 360.67 FS360.67
0.50% 0.50%
HP 0.50%
1.50% 1.50%
0 5. 0%
2.13%
3.24%
FS360.67
FS360.67
FS360.67
1.00%
1.50%
INV.356.25
TC360.50
2%
2%2%
2%
2%
2%
2%
2%
2%
2%
2%
2%
1.50%
1.50%
1.50%
1.50%
0.50%
0.50%
0.50% 0.50%
4.00%
3.50%
1.50%
FS360.67 FS 360.67 FS360.67
FS360.67
2.28%
GB
1.00%
1.50%
2.00%
4.00%
0.50%
5.30%
FS 360.70
1%
2%
2%
2%
2%
2%
2%
FS360.67
2%
2%
2%
2%
2%
CB#1 S=0.005
3.75%
POOL LIP 361 6. 0
FS 361 2. 4
HP
FF
361.40 FF
361.40
FS 361.46
0.50%
1.00%
0.50%
0.50%
0.50% 0.50%
2%
2%
2%
2%
2%
2%
2%
2%
2%
1%
2%
2%
1%
1%
2% 1%
2%
2%
2%
2%
2%
2%
2%
2%
2%
2 2%
%
2%
2%
2%
2%
2%
2%
2.0% 2.0%
5.9% 5.9%
FS360.70 FS360.70
FS 360.70 FS 360.70
FS360.70 FS360.70
FS 360.70
1.50% 1.00% 0.50% 2.00%
2.00%
1.00%
0.50%
3:1
2.73%
6.25%
FS 361.46 5.11% 2% 2%
2%
2%
2%
2%
2%
2%
2%
2%
2%
0 5. 0%
0.50%
0.50%
2.53%
1.00%
2%
2%
2%
2%
2%
0.50%
1.00%
0.50%
1.00%
2%
2%
2%
2%
2%
2%
FS 360.77 FS 360.77
FS 360.77 FS 360.77
0.50%
5.0% 5.0%
1.0% 1.0%
2%
2%
2%
2%
2%
2%
2%
2%
2%
N.00°05"20"E754.69'
N. 30°54"40" W 29.17'
N. 89°56"46" W 571.33'
N. 00°01"43" E 779.37'
2%
2%
2%
2%
0.50%
1.00%
2%
2%
2%
0.50%
1.00%
FS 360.97 FS 360.77 FS 360.77
0.5%
FS 360.97 FS 360.97
FS 360.97 FS 360.97
0.50%
4.1% 4.1%
6.57%
FS 360.97
0.5%
2%
2%
2%
2%
2%
2% 2%
2%
2%
2% 2%
2%
2%
2%
2%
2%
2%
2%
2%
0.50%
0.50%
0.50% 0.50%
0.50%
1.50%
1.50% 1.50%
1.50% 1.50%
1.50%
2.00%
2.00%
HP
1.00%
2.70%
1.10%
1.30%
47'
EXISTING 8" CURB & GUTTER TO ME REMOVED
2%
2%
2%
2%
2%
2%
2%
2%
2%
2%
2%
2%
6" HDPE
0.5% 6" HDPE
2%
2%
2%
2%
2%
2%
6" HDPE
INV.
353.00
PROPOSEDCROSSGUTTER
PROP. STREET LIGHT (TYP.)
EXIST NI G 3" GAS MA NI
13' 30'
EXIST NI G CABLE/TELE
EXIST NI G 3" GAS MA NI
13' 30'
EXIST NI G CABLE/TELE
EXISTING 12" D PI WATER MAIN
18'
EXISTING 8" DIP WATER MAIN
EXISTING 8" DIP WATER MAIN
EXISTING 8" VCP WATER MAIN
(TMH=355.78)
(INV.=345.15)
(TMH=352.11)
(INV.=344.10)
5'
5'6'
PROP. 1.33' RET. WALL
PROP. 1.33' RET. WALL
PROP.4'
RET.WALL
6" HDPE
6" HDPE
TG 361.35 INV. 360.10
TG361.35 INV. 360.10
TG 360.50 INV.357.10
TG 360.50 INV. 356.78
25'
17'
17'
17'
17' 25' 17'
17 25' '
17' 25' 17'
17'
17' 25'
25' 17'
17' 25' 17' 17'
9'
9'
9'
9'
9'
9'
9'
9'
9'
9'
26'
EXISTING 12" CML/CMC WATER MA NI
29'
TC359.82
FL359.32
TC360.83
TP360.33
TC360.81
FL360.31
TC360.59
FL360.09
TC361.65
FL361.15
TC361.00
FL360.50
TC361.38
FL360.88
TC360.26
FL359.76
TC360.76
FL360.26
TC361. 14
FL360.64
TC361. 40
FL360.90
TC361.55
FL361.05
TC361.56
FL361.06
TC361.23
FL360.73
TC358.98
FL358.48
INV354.00
TC359.89
FL359.39
TC359.76
FL359.26
TC359.73
FL359.23
TC358.89
FL358.39
TC359.70
FL359.20
TC361.23
TP360.73
TC360.90
TP360.40
TC360.90
TP360.40
TC360.90
TP360.40
TC360.90
TP360.40
TC360.75
FL360.25
TC359.44
FL358.94
TC359.80
FL359.30
TP361.21
TC360.10
FL359.60 TC360.38
FL359.88 TC360.78
FL360.28
TC360.56
FL360.06
TC360.75
FL360.25
TC361.30
FL360.80
TC361.10
FL360.60
TC359.55
FL359.05
TC359.54
FL359.04
TC360.22
FL359.72
TC361.27
FL360.77
TC361.10
FL360.60
TC361.10
FL360.60
TC361.33
FL360.83
TC360.85
TP360.35
FL360.2
FL359.2
TG358.75
TC361.59
FL361.09
TC360.96
FL3 60.46
FL360.8
TC360.57
FL360.07
TC361.66
TP361.16
TC361.28
TP360.78
TC361.83
FL361.33
TC361.34
FL360.84
TC361.56
FL361.06
TC361.61
FL361.11
TC361.50
FL361.00
TC361.17
FL360.67
TC360.74
TP360.24
TG359.53
INV.355.75 TC359.95
FL359.45
TC360.10
FL359.60 TC359.90
FL359.40
TC360.09
FL359.59
TC361.85
TP361.35
TC360.84
TP360.34
TC361.06
TP360.56
TC361.05
TP360.55 TC361.05
TP360.55 TC360.98
TP360.48
TC360.99
TP360.49
TC362.11
TP361.61
FL361.0
TG359.53
INV.357.75
TC359.75
TP359.25
TC360.07
TP359.57
FL360.0
HP
TG359.53
INV.355.75
TC360.43
TP359.93 TC360.90
TP360.40
TC360.90
TP360.40
TC360.90
TP360.40
TC360.90
TP360.40 TC360.90
TP360.40
TC360.90
TP360.40
TC360.50
TP360.00
FL359.44
GB
TC359.20
FL358.70
TC361.12
FL360.62
TC361.30
TP360.80
TC361.13
FL360.63
TC360.98
TP360.48
TC360.98
TP360.48
TC359.52
FL359.02
TC360.98
TP360.48
TC360.98
TP360.48
TC361.14
TP360.64 TC360.92
TP360.42
TC361.10
TP360.60
TC361.10
TP360.60 TC361.10
TP360.60
TC361.10
TP360.60
TC361.10
TP360.60
TC361.10
TP360.60
TC361.10
TP360.60
TC360.16
FL359.66
TC360.74
FL360.24
TC361.93
FL3 61.43
TC361.28
TP360.78
TC360.53
FL360.03
TC360.86
TP360.36
TC361.30
TP360.80 TC360. 94
TP360.44
TC360.20
FL359.70 TC360. 33
FL359.83
FL360.13 FL359.86
TC360.92
FL3 60.42
FL359.75
TC360.90
TP360.40
TC361.10
TP360.60 TC361.10
TP360.60
TC361.10
TP360.60
TC361. 10
TP360.60
TC361.10
TP360.60
TC361.10
TP360.60 TC361.36
TP360.86
TC361.35
TP360.85
TC361.35
TP360.85
TC361.35
TP360.85
TC361.35
TP360.85
TC361.35
TP360.85
TC361.35
TP360.85
TC361.35
TP360.85
TC361.35
TP360.85
TC361.35
TP360.85
TC361.35
TP360.85
TC361.35
TP360.85
TC361.35
TP360.85
TC361.35
TP360.85
TC361.53
FL361.03
TC361.55
TP361.05
TC361.31
TP360.81
TC361.42
TP360.92
TC361.43
TP360.93
TC361.25
TP360.75
TC361.50
TP361.00
TG360.50
INV.359.25
TG360.50
INV.358.95
TG360.50
INV.358.68
TG360.50
INV.358.41
TG360.50
INV.358.18
FL360.8
FL360.7
FL360.5
TG360.10
INV.358.85
TG360.05
INV.357.47
TG360.40
INV.357.95
TG360.40
INV.358.27
TG360.40
INV.358.67
TG360.40
INV.359.15
TC359.93
TP359.43
19'17'9'
19'
17'17'
9'
19'
19'
9'
19'
9'
17'
19'
19' 19' 19'
19'
19'
19'
17' 19'
19'
17'
9'
19'
TG 361.35 INV. 360.10
2% 2%
FS360.67
HP
HP
2%
0 5. %
HP
0.5%
FL360.00 HP
TC360.50
FL360.00 HP
0.50% 0.50% PROP.6"TYPEDCURB
PROP.6"CURB&GUTTER 2%
2%
13' 13'
TO DATE PALM DRIVE
TO 30TH. AVE
0.50%
.
INV.350.00
3:1
3:1
BOT=
12% 2%
2%
0.68%
TC360.96
TP360.46 HP
0.50%
FS 361.07
1 0. % 1 0. %
FS 360.67
TG 359.10
INV. 357.00 INV. 350.00 TC 361.00
FS 360.50 TC 361.00
FS 360.50 TC 361.00
FS 360.50
TC 360.74
FL 360.24
FF=
359.17
PE=
358.67
DEVELOPER TO PROCESS ACCESS AGREEMENT WITH NORTHGATECHURCH (ALL DRAINAGE FROM PROPOSED STREET SHALL TERMINATE IN THE EXISTING (REGRADED) RETENTION BASIN) NOTE: VOLUME OF RETENTION BASIN MUST BE MAINTAINED.
1.50%
TC360.36
FS359.86
FS359.35
1.50%
FF=
359.60
PE=
359.10
7'
PROP. 6' SIDEWALK
5'
5'
5'
5'
5'
5'
5'
5'
5'
5'
5'
5'
5' 5'
5'
5'
5'
5'
5'
5'
5'
5'
5' 5'
5'
5'
5'
5' 5'
5'
5'
5' 5'
5'
5'
5'
5'
5'
5'
5'
5'
5'
5'
5'
5'
5' 5'
5'
5'
19'
19'
EMERGENCYOVERFLOW FS354.90
TC360.14
TP359.64
GATE
K.A.C.
C.A.C.
K.A.C.
LOCATION:
BENCH ELEV. DESIGNBY:
DRAWNBY:
CHECKEDBY:
FILENO.
DWG.NO. OFSHEETS
SHEET
DATE
R.C.E.50083
1 Christiansen&Company
LandD evelopment-Design- Engineer ing
Est.2007
5 225CanyonCrestDrive,Ste251
R iverside,C alifornia92507
Ph:95 1-323-4713Fax:951-405-84 10
email :[email protected]
APPROVED DATE REVISION
CORRECTED APPROVED "ASBUILT" BY BY
DATE DATE
CONSTRUCTIONCONTRACTORAGREESTHATINACCORDANCEWIT HGENERALLY
ACCEPTEDCONSTRUCTIONPRACTICES,CONSTRUCTIONCONTRACTORWILLBE
REQUIREDTOASSUMESOLEANDCOMPLETERESPONSIBILITYFORJOBSITE
CONDITIONSDURINGTHECOURSEOFCONSTRUCTIONOFTHEPROJECT,
INCLUDINGTHESAFETYOFPER SONSANDPROPERTY;THATTHISREQUIREMENT
SHALLBEMADETOAPPLYCONTINUOUSLYANDNOTBELIMITEDTONORMAL
WORKINGHOURS,ANDCONSTRUCTIONCONT RACTORFURTHERAGREESTODEFEND
INDEMNIFYANDHOLDDESIGNPROFESSIONALHARMLESSFROMANYANDALL
LIABILITY,REALORALLEGED,INCONNECTIONWITHTHEPERFORMANCEOFWORK
ONTHISPROJECT,EXCEPTINGLIABILITYARISINGFROMTHESOLENEGLIGENCE PRIVATEENGINEERINGNOTE:
OFDESIGNPROFESSIONAL.
UNAUTHORIZEDCHANGES&USES: THEENGINEERPREPARING
THESEPLANSWILLNOTBERESPONSIBLEFOR,ORLIABLEFOR,UNAUTHORIZED INWRITINGANDMUSTBEAPPROVEDBYTHEPREPARERO FTHESEPLANS.
CHANGESTOORUSESOFTHESEPLANS.ALLCHANGESTOTHEPLANSMUSTBE
K.A.C.
C.A.C.
K.A.C.
LOCATION:
BENCHMARK: ELEV. PREPAREDUNDERTHEDIRECTSUPERVISIONOF: DESIGNBY:
DRAWNBY:
CHECKEDBY:
CITYOFCATHEDRALCITY,COUNTYOFRIVERSIDE, FILENO.
DWG.NO. OFSHEETS
SHEET
KEITHA.CHRISTIANSEN
DATE
R.C.E.50083
1 PRELIMINARYPOSTHYDROLOGYMAP
APN670-110-043 Christiansen&Company
LandD evelopment-Design- Engineer ing 1 Est.2007
5 225CanyonCrestDrive,Ste251
R iverside,C alifornia92507
Ph:95 1-323-4713Fax:951-405-84 10
email :[email protected] THEWREN
APPROVED DATE REVISION
CORRECTED APPROVED "ASBUILT" BY BY
DATE DATE
THESEPLANSWILLNOTBERESPONSIBLEFOR,ORLIABLEFOR,UNAUTHORIZED INWRITINGANDMUSTBEAPPROVEDBYTHEPREPARERO FTHESEPLANS.
CHANGESTOORUSESOFTHESEPLANS.ALLCHANGESTOTHEPLANSMUSTBE
116 363.23
BRONZEDISC.INCONCRETEMONUMENTATTHE
BENCHMARK:FD.CATHEDRALCITY
NECOR.OFDATEPALMDR.&RAMONRD.APPROX. XXXXXROSEMOUNTAVENUE
DATEPALM/RAMON STATEOFCALIFORNIA
20FEETFROMEDGESOFPAVEMENT.
INTHECITYOFCATHEDRALCITY,COUNTYOFRIVERSIDE,STATEOFCALIFORNIA
THEWREN
EXISTINGGENERALPLANLANDUSE:
PROPOSEDGENERALPLANLANDUSE:
LIQUEFACTION:NOLIQUEFACTIONAREA
FEMAFLOODZONEDESIGNATION:ZONEX(FLOODHAZARDISUNDETERMINED,BUTPOSSIBLE) PERFIRMMAPNO.06065C1579G/DATED:AUGUST28,2008
NOTE:1.
2. THISMAPINCLUDESTHEENTIRECONTIGUOUSOWNERSHIPOFTHELANDDIVIDER.
THEREARENOKNOWNWELLSONPROPERTYORWITHIN200FEETOFPROPERTY.
3.THEREARENOEXISTINGDWELLINGS,BUILDINGS,OROTHERSTRUCTURESKNOWNONTHIS PROPERTY.
4.SUBDIVISIONWILLSHOWCOMPLIANCEWITHCITY/COUNTYWATERQUALITYMANAGEMENT PERASEPARATEWQMPREPORT.
REVISIONS: NO. DATE: DESCRIPTION:
CG(GENERALCOMMERCIAL)
RMH(MEDIUMHIGHDENSITYRESIDENTIAL)
EXISTINGZONING:
PROPOSEDZONING:
PCC(PLANNEDCOMMUNITYCOMMERCIAL)
R3(MULTIPLEFAMILYRESIDENTIAL)
LEGALDESCRIPTION:
EXISTINGGROSSACREAGE:
PROPOSEDNETACREAGE:
BUILDINGS(138724SF)
ASPHALT(111774SF)
CONCRETE(34951SF)
LANDSCAPE(125947SF)
ACREAGE:
10.48ACRES
10.48ACRES
3.18ACRES
2.57ACRES
0.80ACRES
2.89ACRES
1.04ACRES
OWNER/MAINTENANCEENTITY:
PRIVATE
ASSESSOR'SPARCELNUMBER:670-110-043
PROPOSEDIMPROVEMENTSCHEDULE:SCHEDULE"A"
SOURCEOFTOPOGRAPHY:
ADDRESS:
DATEOFTOPOGRAPHY:
INLANDAERIALSURVEYS,INC.
7117ARLINGTONAVENUE,SUITE"A"
RIVERSIDE,CA92503
JULY11,2023 TELEPHONE:(951)687-4252
EXHIBITPREPARER:
ADDRESS:
CONTACT:
CHRISTIANSEN&COMPANY
5225CANYONCRESTDRIVE,SUITE251
RIVERSIDE,CA92507
KEITHCHRISTIANSEN TELEPHONE:(951)323-4713
CONTACT: STEFANVOGEL TELEPHONE:(626)277-6782
LANDOWNER:
ADDRESS:
DESERTCARE,LLC
31190CALLECAYUGA
CATHEDRALCITY,CA92234
APPLICANT:
ADDRESS:
CONTACT:
DATATABLE
COACHELLAVALLEYCOMMUNITYDEELOPMENTGROUP,INC
36101BOBHOPEDRIVE,SUITEE5
RANCHOMIRAGE,CA92270
STEFANVOGEL TELEPHONE: (626)277-6782
EXHIBITDATE:MARCH4,2024
PRELIMINARYPOSTHYDROLOGYMAP
ARCHITECT:
ADDRESS:
CONTACT:
HUMPHREYS&PARTNERSARCHITECTS,LP
2350BRISTOLSTREET
COSTAMESA,CA92626
VELYZAJEC TELEPHONE:(949)955-4500
LANDSCAPEARCHITECT:
ADDRESS:
CONTACT:
JSALANDSCAPEARCHITECT
19846COVENTRYLANE
HUNTINGTONBEACH,CA92646
JIMSHROPE TELEPHONE:(760)610-9873
GEO/INFILTRATION:
ADDRESS:
CONTACT:
SLADDENENGINEERING
45090GOLFCENTERPARKWAY
INDIO,CA92201
BRETTANDERSON TELEPHONE:(760)863-0713
email: [email protected]
email: [email protected]
email: [email protected]
email: [email protected]
email: [email protected]
email: [email protected]
RETENTIONBASIN(45113SF)
PRIVATE
PRIVATE
PRIVATE
PRIVATE
PRIVATE
EXISTINGEASEMENTNOTES:
1 2
AREAS:
UTILITYPURVEYORS:
WATER- COACHELLAVALLEYWATERDISTRICT PH:760-398-2651
SEWER- COACHELLAVALLEYWATERDISTRICT PH:760-398-2651
ELECTRIC- SOUTHERNCALIFORNIAEDISON PH:760-202-4252
GAS- SOUTHERNCALIFORNIAGASCOMPANY PH:800-427-2200
TELEPHONE- FRONTIER PH:760-864-1726
CABLE- SPECTRUM PH:760-346-3714
GEOTECHNICAL:
ADDRESS:
CONTACT:
LANDMARKCONSULTANTS,INC.
77-948WILDCATDRIVE
PALMDESERT,CA92211
GREGM.CHANDRA TELEPHONE:(760)360-0665
email: [email protected]
ANEASEMENTFORSTREETPURPOSESINFAVOROFTHE
COUNTYOFSANBERNARDINOASRECORDEDINBOOK2825
ATPAGE265,DATED1/1/61,REC.OFRIVERSIDECOUNTY,CA.
ANEASEMENTFORPUBLICHIGHWAYANDPUBLICUTILITY
PURPOSEDINFAVOROFTHECITYOFCATHEDRALCITYAS
RECORDEDPERINST.NO.188899,DATED6/6/91,REC.OF
RIVERSIDECOUNTY,CA.
A A
C
P/L
P/L
DATEPALMDRIVE C/L
SECTION15LINE
VICINITYMAP NTS
SECTION"A-A"
SCALE:HORIZ.1"=40'
VISTACHINO
30THAVENUE
INTERSTATE 10
LANDAUBLVD
McCALLUMWAY
BARISTORD.
SANELJAYAVE.
CYPRESSRD.
ROSEMOUNTAVE.
PROJECTSITE
TOW369.4
TF362.4
2 M
:1
AX.
FG363.4
PROP.6'BLOCKWALL
FLSWALE
360.6
BLDG9PAD=36 1.0 3.9%
TC359.55
FL359.35
TC360.36
TP359.86
0.53%
TC360.72
TP360.22
TC360.93
TP360.43
TP360.45
0.51%
FL359.95 TC360.86
TP360.36
0.80%
FG360.7
350.0
RETENTION
BOTTOM
BASIN
TC360.54
TP360.14 TC360.76
TP360.26
EXIST.R/W
P/L
360
350
3:1
3:1
APN670-401-016 VERT.1"=4' PE357.0
360
370
ROSEMOUNTAVE.
INDICATESDECORATIVECONCRETE
INDICATESFLOWLINE
INDICATESTOPOFCURB
INDICATESTOPOFPAVEMENT
FL
TC
TP
L.F. INDICATELINEARFEET
INDICATESINVERTELEVATION
INDICATESTOPOFGRATE INV.TG
P/L INDICATESPROPERTYLINE
FS INDICATESFINISHEDHARDSURFACE
TF INDICATESTOPOFFOOTING TW INDICATESTOPOFWALL P INDICATESPLANTER
FG INDICATESFINISHEDDIRT
INDICATESBLOCKWALL
BTM INDICATESBOTTOM
PERLANDSCAPEPLAN
INDICATESPROPOSEDASPHALT
INDICATESEXISTINGCONTOUR
INDICATESPROPOSEDCONTOUR (50)
50 EG INDICATESEXISTINGGRADE
LEGEND
BLDG.#4
BLDG.#3
BLDG.#1 BLDG.#2
BLDG.#5
BLDG.#7
BLDG.#12
BLDG.#11 BLDG.#10
BLDG.#9
BLDG.#8
BLDG.#7
1 2
T1 T2
T3
T4
T5
T6
HYDRAULICDATA
TRIBUTARY AREA(AC.) IMP% Q100(cfs) V100(cf)
T1(CB#1) 1.90 90.0% 7.54 19573
T2(CB#2) 1.17 90.0% 4.64 12053
T3(CB#3) 1.87 90.0% 7.42 19264
T4(CB#4) 3.30 87.3% 13.04 32055
T5(CB#5) 0.52 90.0% 2.06 5357 T6 1.54 5.0% 5.23 6838
ENTIREPROJECT 10.48 67.9% 40.04 70427
OFF2
OFF1
Q100=13.04cfs
V100=32055cf
Q100=7.54cfs
V100=19573cf
Q100=4.64cfs
V100=12053cf
Q100=7.42cfs
V100=19264cf
Q100=2.06cfs
V100=5357cf
Q100=0.78cfs
V100=1227cf
Q100=4.68cfs
V100=12115cf
OFF1
0.21 90.0% 4.68 12155
OFF2
1.18 55.5% 0.78 1227
100yr-3hrWS=354.98
T4
T7
T7 0.42 57.0% 1.57 2497
Q100=1.57cfs
V100=2497cf
C/L
DATEPALMDRIVE
43' 16'
(TP363.3)
(TC363.0)
(FL362.3) 2%
4'
47'
PROP.8"CURB&GUTTER
PROP.
ACPVMNT
8' 8' S/W
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), Nitrogenammonia (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
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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 nonexceedance 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
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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
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Table 2. BMP Selection Matrix Based Upon Pollutant of Concern Removal Efficiency (1)
(Sources: Riverside County Flood Control & Water Conservation District Design Handbook for Low Impact Development Best Management Practices, dated September 2011, the Orange County Technical Guidance Document for Water Quality Management Plans, dated May 19, 2011, and the Caltrans Treatment BMP Technology Report, dated April 2010 and April 2008)
Pollutant of
Concern Landscape Swale2, 3 Landscape Strip2, 3 Biofiltration (with underdrain)2, 3 Extended Detention Basin 2 Sand Filter Basin
2 Infiltration Basin
2 Infiltration Trench
2 Permeable 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.
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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 Table 3. Implementation of Site Design BMP Concepts 10/11/23 1-11 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 Table 3. Site Design BMP Concepts (continued) 10/11/23 1-13 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 Table 3. Site Design BMP Concepts (continued) 10/11/23 1-15 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
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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
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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
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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 BMP s (NEAREST 0.1 ACRE)
0 2021 Whitewater River Region WQMP
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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%
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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,
Included state brief reason Not
Applicable
Non-Structural Source Control BMPs
Education for Property Owners, Operators,
Tenants, Occupants, or Employees Activity Restrictions
Irrigation System and Landscape
Maintenance
Common Area Litter Control
Street Sweeping Private Streets and Parking
Lots
Drainage Facility Inspection and Maintenance
Structural Source Control BMPs
Storm Drain Inlet Stenciling and Signage
Landscape and Irrigation System Design
Protect Slopes and Channels Provide Community Car Wash Racks 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
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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.
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V.3 EQUIVALENT TREATMENT CONTROL BMP ALTERNATIVES
N/A
V.4 REGIONALLY-BASED BMPS
N/A
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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.
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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 MAP NTS VISTA CHINO 30TH AVENUE
INTERSTATE 10
LANDAU BLVD McCALLUM WAY BARISTO RD.
SAN ELJAY AVE. CYPRESS RD. ROSEMOUNT AVE. PROJECT SITE
1'-6 171/256" TRELLIS
POOL SPA
30 x 75
(TBD) PA
PA
PA
PA
PA
PA
PA
PA
PA
PA N0° 05' 20"E N89° 56' 46"W
K.A.C. C.A.C. K.A.C. LOCATION: BENCH ELEV. DESIGN BY: DRAWN BY: CHECKED BY: FILE NO. DWG. NO. OF SHEETS SHEET DATE R.C.E. 50083
1 Christiansen & Company Land Development - Design - Engineering Est. 2007 5225 Canyon Crest Drive, Ste 251 Riverside, California 92507 Ph: 951-323-4713 Fax: 951-405-8410 email:[email protected]
APPROVED DATE REVISION
CORRECTED APPROVED "AS BUILT" BY BY DATE DATE CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING THE SAFETY OF PERSONS AND PROPERTY; THAT THIS REQUIREMENT
SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND
INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE PRIVATE ENGINEERING NOTE: OF DESIGN PROFESSIONAL. UNAUTHORIZED CHANGES & USES: THE ENGINEER PREPARING
THESE PLANS WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED IN 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 SHEETS SHEET KEITH A. CHRISTIANSEN
DATE R.C.E. 50083 WQMP SITE PLAN 1 APN 670-110-043 Christiansen & Company Land Development - Design - Engineering 1 Est. 2007 5225 Canyon Crest Drive, Ste 251 Riverside, California 92507 Ph: 951-323-4713 Fax: 951-405-8410 email:[email protected] THE WREN
APPROVED DATE REVISION
CORRECTED APPROVED "AS BUILT" BY BY DATE DATE
THESE PLANS WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED IN 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 116 363.23 BRONZE DISC. IN CONCRETE MONUMENT AT THE BENCHMARK: FD. CATHEDRAL CITY NE COR. OF DATE PALM DR. & RAMON RD. APPROX. XXXXX ROSEMOUNT AVENUE DATE PALM/RAMON STATE OF CALIFORNIA 20 FEET FROM EDGES OF PAVEMENT.
IN THE CITY OF CATHEDRAL CITY, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA
THE WREN
EXISTING GENERAL PLAN LAND USE: PROPOSED GENERAL PLAN LAND USE:
LIQUEFACTION: NO LIQUEFACTION AREA
FEMA FLOOD ZONE DESIGNATION: ZONE X (FLOOD HAZARD IS UNDETERMINED, BUT POSSIBLE) PER FIRM MAP NO. 06065C1579G / DATED: AUGUST 28, 2008 NOTE: 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 THIS PROPERTY. 4. SUBDIVISION WILL SHOW COMPLIANCE WITH CITY/COUNTY WATER QUALITY MANAGEMENT PER 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 ACRES 10.48 ACRES 3.18 ACRES 2.57 ACRES 0.80 ACRES 2.89 ACRES 1.04 ACRES OWNER / MAINTENANCE ENTITY: PRIVATE ASSESSOR'S PARCEL NUMBER: 670-110-043 PROPOSED IMPROVEMENT SCHEDULE: SCHEDULE "A" SOURCE OF TOPOGRAPHY: ADDRESS: DATE OF TOPOGRAPHY:
INLAND AERIAL SURVEYS, INC. 7117 ARLINGTON AVENUE, SUITE "A" RIVERSIDE, CA 92503 JULY 11, 2023 TELEPHONE: (951) 687-4252
EXHIBIT PREPARER: ADDRESS: CONTACT: CHRISTIANSEN & COMPANY 5225 CANYON CREST DRIVE, SUITE 251 RIVERSIDE, CA 92507 KEITH CHRISTIANSEN TELEPHONE: (951)323-4713 CONTACT: STEFAN VOGEL TELEPHONE: (626) 277-6782 LAND OWNER: ADDRESS: DESERT CARE, LLC
31190 CALLE CAYUGA CATHEDRAL CITY, CA 92234 APPLICANT: ADDRESS: CONTACT: DATA TABLE COACHELLA VALLEY COMMUNITY DEELOPMENT GROUP, INC 36101 BOB HOPE DRIVE, SUITE E5 RANCHO MIRAGE, CA 92270
STEFAN VOGEL TELEPHONE: (626) 277-6782
EXHIBIT DATE: OCTOBER 6, 2023 WQMP SITE PLAN
ARCHITECT: ADDRESS: CONTACT: HUMPHREYS & PARTNERS ARCHITECTS, LP 2350 BRISTOL STREET COSTA MESA, CA 92626 VELY ZAJEC TELEPHONE: (949)955-4500 LANDSCAPE ARCHITECT: ADDRESS: CONTACT: JSA LANDSCAPE ARCHITECT 19846 COVENTRY LANE HUNTINGTON BEACH, CA 92646 JIM SHROPE TELEPHONE: (760)610-9873 GEO/INFILTRATION: ADDRESS: CONTACT: SLADDEN ENGINEERING 45090 GOLF CENTER PARKWAY
INDIO, CA 92201 BRETT ANDERSON TELEPHONE: (760)863-0713 email: [email protected]
email: [email protected]
email: [email protected]
email: [email protected]
email: [email protected]
email: [email protected]
RETENTION BASIN (45113 SF) PRIVATE PRIVATE PRIVATE PRIVATE PRIVATE EXISTING EASEMENT NOTES: 1
2 AREAS: UTILITY PURVEYORS: WATER - COACHELLA VALLEY WATER DISTRICT PH: 760-398-2651 SEWER - COACHELLA VALLEY WATER DISTRICT PH: 760-398-2651 ELECTRIC - SOUTHERN CALIFORNIA EDISON PH: 760-202-4252 GAS - SOUTHERN CALIFORNIA GAS COMPANY PH: 800-427-2200 TELEPHONE - FRONTIER PH: 760-864-1726 CABLE - SPECTRUM PH: 760-346-3714 GEOTECHNICAL: ADDRESS: CONTACT: LANDMARK CONSULTANTS, INC. 77-948 WILDCAT DRIVE PALM DESERT, CA 92211 GREG M. CHANDRA TELEPHONE: (760)360-0665 email: [email protected] AN EASEMENT FOR STREET PURPOSES IN FAVOR OF THE COUNTY OF SAN BERNARDINO AS RECORDED IN BOOK 2825 AT PAGE 265, DATED 1/1/61, REC. OF RIVERSIDE COUNTY, CA. AN EASEMENT FOR PUBLIC HIGHWAY AND PUBLIC UTILITY PURPOSED IN FAVOR OF THE CITY OF CATHEDRAL CITY AS RECORDED PER INST. NO. 188899 , DATED 6/6/91, REC. OF RIVERSIDE COUNTY, CA.
P/L
VICINITY MAP NTS VISTA CHINO
30TH AVENUE
INTERSTATE 10 LANDAU BLVD McCALLUM WAY
BARISTO RD. SAN ELJAY AVE. CYPRESS RD. ROSEMOUNT AVE. PROJECT SITE
INDICATES DECORATIVE CONCRETE
INDICATES FLOWLINE
INDICATES TOP OF CURB
INDICATES TOP OF PAVEMENT
FLTC
TP
L.F. INDICATE LINEAR FEET
INDICATES INVERT ELEVATION
INDICATES TOP OF GRATE
INV. TG
P/L INDICATES PROPERTY LINE
FS INDICATES FINISHED HARD SURFACE
TF INDICATES TOP OF FOOTING
TW INDICATES TOP OF WALL P INDICATES PLANTER
FG INDICATES FINISHED DIRT
INDICATES BLOCK WALL BTM INDICATES BOTTOM
PER LANDSCAPE PLAN
INDICATES PROPOSED ASPHALT
INDICATES EXISTING CONTOUR
INDICATES PROPOSED CONTOUR
(50) 50
EG INDICATES EXISTING GRADE
LEGEND
WQMP DATA DMA AREA (AC.) IMP%
DMA 1 10.48 62.5%
BMP DATA
BMP DESCRIPTION
SD-10 SITE DESIGN & LANDSCAPE PLANNING
SD-11
SD-12
SD-32
SC-10
SC-41
SC-44
TC-11 ROOF RUNOFF CONTROLS EFFICIENT IRRIGATION
TRASH STORAGE AREAS NON-STORMWATER DISCHARGES BUILDING & GROUNDS MAINTENANCE DRAINAGE SYSTEM MAINTENANCE
INFILTRATION BASIN
SD-10
SD-11
SC-10
SC-44
SD-10
SD-11
SC-10
SC-44
SD-10
SD-11
SC-10
SC-44
SD-10
SD-11
SC-10
SC-44
SD-10
SD-11
SC-10
SC-44
SD-10
SD-11
SC-10
SC-44
SD-10
SD-11
SC-10
SC-44
SD-10
SD-11
SC-10
SC-44
SD-10
SD-11
SC-10
SC-44
SD-10
SD-11
SC-10
SC-44
SD-10
SD-11
SC-10
SC-44
SD-10
SD-11
SC-10
SC-44
TC-11
SD-32
SD-32
SD-32
BG-30 FOOD SERVICE FACILITIES
SC-21 VEHICLE AND EQUIPMENT CLEANING
SC-21
BG-30
DMA 1 TC-11
TC-11
SD-13 STORM DRAIN SIGNAGE
SD-13
SD-13
EMERGENCY OVERFLOW
SD-10
SD-11
SC-10
SC-44
RETENTION BASIN
TOTAL 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
FOR The Wren
APN 670-110-043
Cathedral City, Ca.92234
For: Coachella Valley Community Development Group, Inc. 36101 Bob Hope Drive, Ste. E5
Rancho Mirage, Ca.92270
Telephone: 626-277-6782
Contact: Stefan Vogel
PREPARED BY: KEITH CHRISTIANSEN
DATE: October 2023
Christiansen & Company
5225 Canyon Crest Drive, Suite 251
Riverside, Ca.92507
TABLE OF CONTENTS
1. INTRODUCTION
2. LOCATION MAP
3. NOAA ATLAS 14 PRECIPITATION CHART
4. WEB SOILS SURVEY
5. RCFC&WCD PLATES E-6.1 TO E-6.3
6. SYNTHETIC UNIT HYDROGRAPHS
1) Pre-Development Flows and Volumes – E1, Off1 & Off2
2) Entire Post Development Project to Project Retention Basin 3) Tributaries Post Development T1 through T6 and New Off2
7. Catch Basin Sizing
8. WQMP Worksheet
9. Infiltration Test
10. HYDROLOGY MAPS
a) Pre-Development Hydrology Map
b) Post Development Hydrology Map
1 INTRODUCTION
Preliminary Hydrology Study
FOR The Wren
APN 670-110-043
Cathedral City, Ca.92234
Site Description:
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 (204 units), 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.
This study shall calculate the stormwater runoff volumes for the pre-and post-development conditions for 100yr-1hr, 3hr, 6hr and 24hr storm events.The 100yr-1hr event shall be used for all catch basin and storm drain sizing.(See Shortcut Synthetic Hydrograph Calculations and Hydrology Maps within this report
This project shall be required to retain volume from 100yr -3hr storm event for the Post development condition per the City of Cathedral City Public Works Department.Emergency overflow is provided per the southerly driveway approach (inverted section) located at the southeast corner of the property. Lastly, the project retention basin been calculated for both the WQMP BMP Design Volume Worksheet and Infiltration Basin Design.The project has ample volume per each WQMP Worksheet calculation.
Purpose of this study:
The purpose of this study is to determine the 100yr-1hr, 3hr, 6hr & 24hr runoff accumulated by the proposed project (see attached Hydrology Map). This study will analyze 100yr-3hr runoff for the proposed development for peak runoff and volume containment within the proposed lot retention basin.The report shall utilize the Shortcut Synthetic Unit Hydrograph to calculate maximum flows and volumes to the retention basin.An infiltration rate of 2”/hr shall be utilized for the retention basin storm capacity.Please note infiltration rates of 14.40 in/hr and 17.01 in/hr were measured per the Sladden Engineering Infiltration Report.Therefore, the City Ordinance maximum of 2”/hr shall be used in subsequent calculations.
Flood Rate Map
The project area is covered by FIRM Panel Number 06065C1595G and 06065C01615G, revised August 28, 2008, which indicates the project area lies within Zone X, indicating “areas determined to be outside the 0.2%”.(See Map Below) Existing Project Flows
Existing offsite flows from Date Palm Drive (Off1) and Rosemount Ave. (Off2)do not impact or pass through the development.The existing flow created from the vacant land (E1) drains historically northwest to southeast as noted on the Pre-Development Hydrology Map.Existing Tributary areas E1, Off1 and Off2 shall be calculated and noted on said Pre-Development Hydrology Map.
PROPOSED FLOOD CONTROL REQUIREMENTS
The drainage of this project site falls under the jurisdiction of the City of Cathedral City.
Per the Master Drainage Plan for the City of Palm Desert, the peak volume for the 100yr3hr storm is required to be retained on-site and street and associated storm drain systems are required to be sized to convey the 100-year 1-hour peak flow.Flows and volumes for T1, T1, T3, T4, T5, T6, Off1 and New Off2 shall be calculated, Sources:
The majority soil type for this project is MaB per Web Soils Survey.This coincides with soil type “A” per RCFD&WCD.
Rainfall data for the above storm events was derived by NOAA ATLAS 14 and are as follows:
100yr-1hr : 1.93 " 100yr-3hr : 2.70"
100yr-6hr : 3.49"
100yr-24hr : 5.26"
Analysis:
In keeping with the recently accepted parameters of the City of Cathedral City, we find that per the RCFC&WCD manual the runoff index for this project will be 32, per WebSoil Survey the soil type will be “A”.The development type is residential which leads us to use Plate E-6.2 when using an AMCII to acquire infiltration rate of 0.74.
Storm runoff volumes for the 100-year event were obtained utilizing the Synthetic Unit Hydrograph Shortcut Method, as described in the RCFC&WCD Hydrology Manual. The Short-Cut method is useful for evaluating those areas less than 100-200 acres with a lag time of less than 7 to 8 minutes. Peak flow storm rates were analyzed using the RCFCD Rational Method. Total Vacant Area of Tributary draining to the southeast corner of the property is 10.48 acres.Offsite drainage (OFF1) from Date Palm Drive comprises 1.18 acres.Off2 from Rosemount Drive comprises
0.42 acres and E1 comprises 10.48 acres.
Total Proposed Area of Tributary draining to the proposed retention basin is 10.48 acres.Offsite drainage (OFF1) from Date Palm Drive comprises 1.18 acres.New Off2 draining to Rosemount Drive comprises 0.21acres.All proposed tributaries and the associated flows and volumes are noted below.
Low Loss Rates: 90%
HYDRAULIC CALCULATIONS
Please see highlighted values in Synthetic Unit Hydrograph (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-1hr 46544 cf 35.61 cfs 100yr-3hr 36112 cf 20.61 cfs 100yr-6hr 34343 cf 17.31 cfs 100yr-24hr20687 cf 1.18 cfs Off1 (Date Palm Drive) – 1.18 acres – 90% imp.
Storm Event Storm Volume Max. Q 100yr-1hr 7665 cf 4.68 cfs 100yr-3hr 9758 cf 2.99 cfs 100yr-6hr 11369 cf 2.62 cfs 100yr-24hr12156 cf 0.54 cfs Off2 (Rosemount Ave.) - 0.42 acres – 25.0% imp Storm Event Storm Volume Max. Q 100yr-1hr 2068 cf 1.48 cfs 100yr-3hr 1745 cf 0.88 cfs 100yr-6hr 1693 cf 0.75 cfs 100yr-24hr1000 cf 0.04 cfs Therefore, total adjacent volume within Date Palm Drive = 12156 cf Therefore, total volume existing to Rosemount Ave. = 46544+2068 = 48612 cf Project 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’ Please note that the based on the critical 100yr–3hr storm event and 2”/hr infiltration rate a maximum peak 39.66 cfs and 66256 cf shall flow into the Proposed Retention Basin.Please note the Proposed Retention Basin has a total capacity of 61872 cf at the 355.0 ft elevation (overflow point at southeasterly drive access to the retention basin.Total storm volume in the retention basin is 61382 cf (depth of 4.96’) and therefore, the proposed retention basin shall contain 100% of the 100yr-3hr storm event as required by the City of Cathedral City Public Works Department.
Project Critical Post Development Results from the 100yr – 1hr Short Cut Synthetic Unit Hydrograph analyses shall be used in the hydraulic calculations to determine inlet and storm drain pipe sizing. The storm drain system is proposed to capture and convey storm flow to the Proposed Project Retention Basin (see Post Development Hydrology Map).
T1 – Total Area = 1.81 ac – Imp%=79.4 Storm Event Storm Volume Max. Q (cfs) 100yr-1hr 11293 cf 7.05 cfs 100yr-3hr 13597 cf 4.46 cfs 100yr-6hr 14758 cf 3.89 cfs 100yr-24hr14810 cf 0.72 cfs T2 – Total Area = 1.68 ac – Imp%=81.9 Storm Event Storm Volume Max. Q (cfs) 100yr-1hr 10583 cf 6.58 cfs 100yr-3hr 12916 cf 4.17 cfs 100yr-6hr14273 cf 3.64 cfs 100yr-24hr14531 cf 0.93 cfs T3 – Total Area = 1.94 ac – Imp%=90.0 Storm Event Storm Volume Max. Q (cfs) 100yr-1hr 12601 cf 7.70 cfs 100yr-3hr 16044 cf 4.92 cfs 100yr-6hr18691 cf 4.31 cfs 100yr-24hr19985 cf 1.16 cfs T4 – Total Area = 3.19 ac – Imp%=78.4 Storm Event Storm Volume Max. Q (cfs) 100yr-1hr 19826 cf 12.41 cfs 100yr-3hr 23738 cf 7.85 cfs 100yr-6hr25572 cf 6.84 cfs 100yr-24hr25524 cf 1.70 cfs T5 – Total Area = 0.60 ac – Imp%=67.70 Storm Event Storm Volume Max. Q (cfs) 100yr-1hr 3574 cf 2.29 cfs 100yr-3hr 4012 cf 1.43 cfs 100yr-6hr4015 cf 1.24 cfs 100yr-24hr3722 cf 0.28 cfs T6 (Retention Basin) – Total Area = 1.45 ac – Imp%=5.0 Storm Event Storm Volume Max. Q (cfs) 100yr-1hr 6439 cf 4.63 cfs 100yr-3hr 4996 cf 2.85 cfs 100yr-6hr4751 cf 2.40 cfs 100yr-24hr2862 cf 0.16 cfs (New Off2) – Total Area = 0.21 ac – Imp%=55.50 Storm Event Storm Volume Max. Q (cfs) 100yr-1hr 1189 cf 0.78 cfs 100yr-3hr 1227 cf 0.48 cfs 100yr-6hr1186 cf 0.42 cfs 100yr-24hr962 cf 0.08 cfs Pipe Sizing Calculations for preliminary pipe sized have been calculated with a Manning’s Formula and minimum slope of 0.50% to show maximum pipe capacity.Please see calculations below for the proposed8”, 24” and 30” proposed storm drain lines for the project.
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) All flows within these pipe diameters are less than the capacities noted above. Catch Basin Sizing Catch basins 2 through 5 are all Riv. Co. Std. 300 Catch Basins.All have been sized per the Nomograph located in this report.Catch Basins 2, 3 and 5 are all 4’ in width and have the depth at entrance less than the proposed top of curb.Catch Basin 4 is a 7’ wide basin and also has maximum depth below the proposed top of curb.Catch Basin 1 is a Nyoplast 2’ x 3’ Steel bar/MAG Grate Inlet.With 50% clogging factor the maximum depth at inlet is 0.525’ as noted on the provided Capacity Chart provided in this report.
WQMP Worksheet (10.48 ac.)
10.48 acre area
WQMP Worksheet for the Whitewater River Basin for this project at 62.5% impervious equals the requirement of 6467 cf containment.The project retention has a total capacity of 61872 cf.Therefore, all WQMP measures for“first flush” are 100% contained.
Conclusions:
If the designs contained within this report and the plans that are based upon its findings are followed, the design shall provide protection and 100% containment for the above 100yr-3hr storm event.Any emergency overflow shall flow southerly along the proposed retention basin driveway located at the southeast corner of the property and flow easterly within the existing 6” Curb & Gutter of Rosemount Ave.
Lastly, flows to Date Palm Drive remain unchanged.Flows heading easterly on and along Rosemount Drive are greatly reduced:
Existing Flows to Rosemount Ave. = E1 + Off2 = 46544+2068 = 48612 cf Post Development Flows to Rosemount Ave. = T5 + New Off2 = 4015 +1227 = 5242 cf Reduction of flow to Rosemount Ave = 43370 cf or 89.2% reduction.
1 LOCATION MAP
VICINITY MAP NTS VISTA CHINO 30TH AVENUE
INTERSTATE 10
LANDAU BLVD McCALLUM WAY BARISTO RD.
SAN ELJAY AVE. CYPRESS RD. ROSEMOUNT AVE. PROJECT SITE
NOAA ATLAS 14 PRECIPITATION TABLE
NOAA Atlas 14, Volume 6, Version 2
Location name: Cathedral City, California, USA*
Latitude: 33.8286°, Longitude: -116.4574°
Elevation: m/ft**
* source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, Sandra Pavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, Geoffrey Bonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan
NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 0.075
(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-min 0.107
(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-min 0.129
(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-min 0.200
(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-min 0.285
(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-hr 0.388
(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-hr 0.462
(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-hr 0.616
(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-hr 0.751
(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-hr 0.883
(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-day 1.01
(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-day 1.08
(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-day 1.11
(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-day 1.22
(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-day 1.28
(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-day 1.43
(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-day 1.60
(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-day 1.78
(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-day 1.95
(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) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
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WEB SOILS SURVEY
1 RCFC&WCD PLATES E-6.1, E-6.2 and E-6.3
32 0.74
1 Synthetic Unit Hydrograph
Calculations
100yr - 1hr, 3hr, 6hr & 24hr
PRE-DEVELOPMENT
1 of 6 HYDROLOGY CALCULATIONS - Using the RCFC&WCD Short Cut Unit Hydrograph Method Area Designations Date Palm Apartments Entire Existing Property Drainage Area (ac.) 10.4815 Unit time (minutes) 5 5 5 15 100 Year Storm Duration (hrs) 1 3 6 24 Total Precipitation (Plates D-4.4,E-5.2, 5.4, 5.6)(in.) 1.93 2.70 3.49 5.26 Or data from NOAA interactive website Soils Group A AMC index II Runoff Number (plate E-6.1) 32 Plate E-6.2 Pervious Area Loss Rate (Fp)(in/hr) 0.74 (AMC II) Percentage of Impervious Cover (Ai)(%) (plate E-6.3) 5 Weighted Average Loss Rate (F=Fp(1-.9Ai))(in./hr.) 0.71 (used for 1, 3, and 6 hour storm, the 24 hour storm uses variable maximum loss rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90 Retention Basin Percolation Rate (in/hr) 2 (also used for drywell percolation rate) Percolation is taken incrementally. Basin volume is calculated using the "truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometimes used (Drywell can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) Drywell storage includes 40% of the 1' wide rock bed surrounding the drywell: formula (upper)*PI()*(diam/2)^2+(lower)*PI()*((diam/2)^2+0.4*((diam/2+(grav+0.4166))^2-(diam/2+0.4166)^2)) The drywell wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "grav" Drywell design factors Upper sec. (ft.)= 0.0001 Lower sec. (ft.)= 0.0001 Ring diam. (ft.) = 0.0001 Drywell lower max. (cf)= 0.00 Upper max.(cf)= 0.00 Gravel bed width around drwyell= 0 Drywell total(cf)= 0.00 Ret. Basin design (area, depth) Top = 0.00001 s.f. Bot. = 0.0001 s.f. Max. Depth (d)= 0.0001 Max. storage= 0.00 (d/3)*(bottom+top+(bottom*top)^0.50) Formulas vol=(h/3)*(bottom+top+(bottom*top)^0.50) area=bottom+(h/d)*(top-bottom) h=(vol*3)/(bottom+top+(bottom*top)^0.5) (values must be non-zero or error occurs) Outside input from: N/A 1 Hour Storm in 5 minute increments Time Pattern Storm Loss Rate Value 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 476.30 0:10 4.8 1.1117 0.7067 N/A 0.4050 4.2802 1284.05 0:15 5.1 1.1812 0.7067 N/A 0.4745 5.0145 1504.35 0:20 4.9 1.1348 0.7067 N/A 0.4281 4.5249 1357.48 0:25 6.6 1.5286 0.7067 N/A 0.8219 8.6861 2605.83 0:30 7.3 1.6907 0.7067 N/A 0.9840 10.3995 3119.86 0:35 8.4 1.9454 0.7067 N/A 1.2387 13.0920 3927.61 0:40 9 2.0844 0.7067 N/A 1.3777 14.5607 4368.21 0:45 12.3 2.8487 0.7067 N/A 2.1420 22.6382 6791.47 0:50 17.6 4.0762 0.7067 N/A 3.3695 35.6113 10683.39 0:55 16.1 3.7288 0.7067 N/A 3.0221 31.9397 9581.90 1:00 4.2 0.9727 0.7067 N/A 0.2660 2.8115 843.46 0 0.0000 0.7067 0.00 0.0000 0.0000 0.00 0 0.0000 0.7067 0.00 0.0000 0.0000 0.00 1:15 0 0.0000 0.7067 0.00 0.0000 0.0000 0.00 Total volume (cf) 46543.91 2 of 6
3 Hour Storm in 5 minute increments Time Pattern Storm Loss Rate Value 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 133.55 0:10 1.3 0.42 0.71 0.38 0.0421 0.4452 133.55 0:15 1.1 0.36 0.71 0.32 0.0356 0.3767 113.00 0:20 1.5 0.49 0.71 0.44 0.0486 0.5136 154.09 0:25 1.5 0.49 0.71 0.44 0.0486 0.5136 154.09 0:30 1.8 0.58 0.71 0.52 0.0583 0.6164 184.91 0:35 1.5 0.49 0.71 0.44 0.0486 0.5136 154.09 0:40 1.8 0.58 0.71 0.52 0.0583 0.6164 184.91 0:45 1.8 0.58 0.71 0.52 0.0583 0.6164 184.91 0:50 1.5 0.49 0.71 0.44 0.0486 0.5136 154.09 0:55 1.6 0.52 0.71 0.47 0.0518 0.5479 164.37 1:00 1.8 0.58 0.71 0.52 0.0583 0.6164 184.91 1:05 2.2 0.71 0.71 0.64 0.0713 0.7533 226.00 1:10 2.2 0.71 0.71 0.64 0.0713 0.7533 226.00 1:15 2.2 0.71 0.71 0.64 0.0713 0.7533 226.00 1:20 2 0.65 0.71 0.58 0.0648 0.6849 205.46 1:25 2.6 0.84 0.71 N/A 0.1357 1.4342 430.26 1:30 2.7 0.87 0.71 N/A 0.1681 1.7766 532.99 1:35 2.4 0.78 0.71 0.70 0.0778 0.8218 246.55 1:40 2.7 0.87 0.71 N/A 0.1681 1.7766 532.99 1:45 3.3 1.07 0.71 N/A 0.3625 3.8312 1149.36 1:50 3.1 1.00 0.71 N/A 0.2977 3.1463 943.90 1:55 2.9 0.94 0.71 N/A 0.2329 2.4615 738.45 2:00 3 0.97 0.71 N/A 0.2653 2.8039 841.17 2:05 3.1 1.00 0.71 N/A 0.2977 3.1463 943.90 2:10 4.2 1.36 0.71 N/A 0.6541 6.9131 2073.92 2:15 5 1.62 0.71 N/A 0.9133 9.6525 2895.76 2:20 3.5 1.13 0.71 N/A 0.4273 4.5161 1354.82 2:25 6.8 2.20 0.71 N/A 1.4965 15.8163 4744.88 2:30 7.3 2.37 0.71 N/A 1.6585 17.5284 5258.53 2:35 8.2 2.66 0.71 N/A 1.9501 20.6103 6183.09 2:40 5.9 1.91 0.71 N/A 1.2049 12.7344 3820.32 2:45 2 0.65 0.71 0.58 0.0648 0.6849 205.46 2:50 1.8 0.58 0.71 0.52 0.0583 0.6164 184.91 2:55 1.8 0.58 0.71 0.52 0.0583 0.6164 184.91 3:00 0.6 0.19 0.71 0.17 0.0194 0.2055 61.64 0 0.00 0.71 0.00 0.0000 0.0000 0.00 0 0.00 0.71 0.00 0.0000 0.0000 0.00 3:15 0 0.00 0.71 0.00 0.0000 0.0000 0.00 0 0.00 0.71 0.00 0.0000 0.0000 0.00 0 0.00 0.71 0.00 0.0000 0.0000 0.00 3:30 0 0.00 0.71 0.00 0.0000 0.0000 0.00 0 0.00 0.71 0.00 0.0000 0.0000 0.00 0 0.00 0.71 0.00 0.0000 0.0000 0.00 Total volume (cf) 36111.77 3 of 6
6 Hour Storm in 5 minute increments Time Pattern Storm Loss Rate Value 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 66.39 0:10 0.6 0.25 0.71 0.23 0.0251 0.2656 79.67 0:15 0.6 0.25 0.71 0.23 0.0251 0.2656 79.67 0:20 0.6 0.25 0.71 0.23 0.0251 0.2656 79.67 0:25 0.6 0.25 0.71 0.23 0.0251 0.2656 79.67 0:30 0.7 0.29 0.71 0.26 0.0293 0.3098 92.95 0:35 0.7 0.29 0.71 0.26 0.0293 0.3098 92.95 0:40 0.7 0.29 0.71 0.26 0.0293 0.3098 92.95 0:45 0.7 0.29 0.71 0.26 0.0293 0.3098 92.95 0:50 0.7 0.29 0.71 0.26 0.0293 0.3098 92.95 0:55 0.7 0.29 0.71 0.26 0.0293 0.3098 92.95 1:00 0.8 0.34 0.71 0.30 0.0335 0.3541 106.23 1:05 0.8 0.34 0.71 0.30 0.0335 0.3541 106.23 1:10 0.8 0.34 0.71 0.30 0.0335 0.3541 106.23 1:15 0.8 0.34 0.71 0.30 0.0335 0.3541 106.23 1:20 0.8 0.34 0.71 0.30 0.0335 0.3541 106.23 1:25 0.8 0.34 0.71 0.30 0.0335 0.3541 106.23 1:30 0.8 0.34 0.71 0.30 0.0335 0.3541 106.23 1:35 0.8 0.34 0.71 0.30 0.0335 0.3541 106.23 1:40 0.8 0.34 0.71 0.30 0.0335 0.3541 106.23 1:45 0.8 0.34 0.71 0.30 0.0335 0.3541 106.23 1:50 0.8 0.34 0.71 0.30 0.0335 0.3541 106.23 1:55 0.8 0.34 0.71 0.30 0.0335 0.3541 106.23 2:00 0.9 0.38 0.71 0.34 0.0377 0.3984 119.51 2:05 0.8 0.34 0.71 0.30 0.0335 0.3541 106.23 2:10 0.9 0.38 0.71 0.34 0.0377 0.3984 119.51 2:15 0.9 0.38 0.71 0.34 0.0377 0.3984 119.51 2:20 0.9 0.38 0.71 0.34 0.0377 0.3984 119.51 2:25 0.9 0.38 0.71 0.34 0.0377 0.3984 119.51 2:30 0.9 0.38 0.71 0.34 0.0377 0.3984 119.51 2:35 0.9 0.38 0.71 0.34 0.0377 0.3984 119.51 2:40 0.9 0.38 0.71 0.34 0.0377 0.3984 119.51 2:45 1 0.42 0.71 0.38 0.0419 0.4426 132.79 2:50 1 0.42 0.71 0.38 0.0419 0.4426 132.79 2:55 1 0.42 0.71 0.38 0.0419 0.4426 132.79 3:00 1 0.42 0.71 0.38 0.0419 0.4426 132.79 3:05 1 0.42 0.71 0.38 0.0419 0.4426 132.79 3:10 1.1 0.46 0.71 0.41 0.0461 0.4869 146.07 3:15 1.1 0.46 0.71 0.41 0.0461 0.4869 146.07 3:20 1.1 0.46 0.71 0.41 0.0461 0.4869 146.07 3:25 1.2 0.50 0.71 0.45 0.0503 0.5311 159.34 3:30 1.3 0.54 0.71 0.49 0.0544 0.5754 172.62 3:35 1.4 0.59 0.71 0.53 0.0586 0.6197 185.90 3:40 1.4 0.59 0.71 0.53 0.0586 0.6197 185.90 3:45 1.5 0.63 0.71 0.57 0.0628 0.6639 199.18 3:50 1.5 0.63 0.71 0.57 0.0628 0.6639 199.18 3:55 1.6 0.67 0.71 0.60 0.0670 0.7082 212.46 4:00 1.6 0.67 0.71 0.60 0.0670 0.7082 212.46 4:05 1.7 0.71 0.71 0.64 0.0712 0.7525 225.74 4:10 1.8 0.75 0.71 0.68 0.0754 0.7967 239.02 4:15 1.9 0.80 0.71 N/A 0.0890 0.9408 282.25 4 of 6 4:20 2 0.84 0.71 N/A 0.1309 1.3835 415.04 4:25 2.1 0.88 0.71 N/A 0.1728 1.8261 547.83 4:30 2.1 0.88 0.71 N/A 0.1728 1.8261 547.83 4:35 2.2 0.92 0.71 N/A 0.2147 2.2687 680.61 4:40 2.3 0.96 0.71 N/A 0.2565 2.7113 813.40 4:45 2.4 1.01 0.71 N/A 0.2984 3.1540 946.19 4:50 2.4 1.01 0.71 N/A 0.2984 3.1540 946.19 4:55 2.5 1.05 0.71 N/A 0.3403 3.5966 1078.97 5:00 2.6 1.09 0.71 N/A 0.3822 4.0392 1211.76 5:05 3.1 1.30 0.71 N/A 0.5916 6.2523 1875.69 5:10 3.6 1.51 0.71 N/A 0.8010 8.4654 2539.63 5:15 3.9 1.63 0.71 N/A 0.9266 9.7933 2937.99 5:20 4.2 1.76 0.71 N/A 1.0523 11.1212 3336.35 5:25 4.7 1.97 0.71 N/A 1.2617 13.3343 4000.29 5:30 5.6 2.35 0.71 N/A 1.6386 17.3179 5195.37 5:35 1.9 0.80 0.71 N/A 0.0890 0.9408 282.25 5:40 0.9 0.38 0.71 0.34 0.0377 0.3984 119.51 5:45 0.6 0.25 0.71 0.23 0.0251 0.2656 79.67 5:50 0.5 0.21 0.71 0.19 0.0209 0.2213 66.39 5:55 0.3 0.13 0.71 0.11 0.0126 0.1328 39.84 6:00 0.2 0.08 0.71 0.08 0.0084 0.0885 26.56 0 0.00 0.71 0.00 0.0000 0.0000 0.00 0 0.00 0.71 0.00 0.0000 0.0000 0.00 6:15 0 0.00 0.71 0.00 0.0000 0.0000 0.00 0 0.00 0.71 0.00 0.0000 0.0000 0.00 0 0.00 0.71 0.00 0.0000 0.0000 0.00 6:30 0 0.00 0.71 0.00 0.0000 0.0000 0.00 0 0.00 0.71 0.00 0.0000 0.0000 0.00 0 0.00 0.71 0.00 0.0000 0.0000 0.00 6:45 0 0.00 0.71 0.00 0.0000 0.0000 0.00 0 0.00 0.71 0.00 0.0000 0.0000 0.00 0 0.00 0.71 0.00 0.0000 0.0000 0.00 7:00 0 0.00 0.71 0.00 0.0000 0.0000 0.00 Total volume (cf) 34343.37 5 of 6 24 Hour Storm in 15 minute increments Time Pattern Storm Loss Rate Value 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 40.03 0:30 0.3 0.06 1.23 0.06 0.0063 0.0667 60.04 0:45 0.3 0.06 1.21 0.06 0.0063 0.0667 60.04 1:00 0.4 0.08 1.20 0.08 0.0084 0.0889 80.05 1:15 0.3 0.06 1.18 0.06 0.0063 0.0667 60.04 1:30 0.3 0.06 1.17 0.06 0.0063 0.0667 60.04 1:45 0.3 0.06 1.16 0.06 0.0063 0.0667 60.04 2:00 0.4 0.08 1.14 0.08 0.0084 0.0889 80.05 2:15 0.4 0.08 1.13 0.08 0.0084 0.0889 80.05 2:30 0.4 0.08 1.11 0.08 0.0084 0.0889 80.05 2:45 0.5 0.11 1.10 0.09 0.0105 0.1112 100.07 3:00 0.5 0.11 1.09 0.09 0.0105 0.1112 100.07 3:15 0.5 0.11 1.07 0.09 0.0105 0.1112 100.07 3:30 0.5 0.11 1.06 0.09 0.0105 0.1112 100.07 3:45 0.5 0.11 1.05 0.09 0.0105 0.1112 100.07 4:00 0.6 0.13 1.03 0.11 0.0126 0.1334 120.08 4:15 0.6 0.13 1.02 0.11 0.0126 0.1334 120.08 4:30 0.7 0.15 1.01 0.13 0.0147 0.1557 140.09 4:45 0.7 0.15 0.99 0.13 0.0147 0.1557 140.09 5:00 0.8 0.17 0.98 0.15 0.0168 0.1779 160.11 5:15 0.6 0.13 0.97 0.11 0.0126 0.1334 120.08 5:30 0.7 0.15 0.96 0.13 0.0147 0.1557 140.09 5:45 0.8 0.17 0.94 0.15 0.0168 0.1779 160.11 6:00 0.8 0.17 0.93 0.15 0.0168 0.1779 160.11 6:15 0.9 0.19 0.92 0.17 0.0189 0.2001 180.12 6:30 0.9 0.19 0.91 0.17 0.0189 0.2001 180.12 6:45 1 0.21 0.89 0.19 0.0210 0.2224 200.13 7:00 1 0.21 0.88 0.19 0.0210 0.2224 200.13 7:15 1 0.21 0.87 0.19 0.0210 0.2224 200.13 7:30 1.1 0.23 0.86 0.21 0.0231 0.2446 220.14 7:45 1.2 0.25 0.85 0.23 0.0252 0.2668 240.16 8:00 1.3 0.27 0.83 0.25 0.0274 0.2891 260.17 8:15 1.5 0.32 0.82 0.28 0.0316 0.3336 300.20 8:30 1.5 0.32 0.81 0.28 0.0316 0.3336 300.20 8:45 1.6 0.34 0.80 0.30 0.0337 0.3558 320.21 9:00 1.7 0.36 0.79 0.32 0.0358 0.3780 340.22 9:15 1.9 0.40 0.78 0.36 0.0400 0.4225 380.25 9:30 2 0.42 0.77 0.38 0.0421 0.4447 400.26 9:45 2.1 0.44 0.76 0.40 0.0442 0.4670 420.28 10:00 2.2 0.46 0.74 0.42 0.0463 0.4892 440.29 10:15 1.5 0.32 0.73 0.28 0.0316 0.3336 300.20 10:30 1.5 0.32 0.72 0.28 0.0316 0.3336 300.20 10:45 2 0.42 0.71 0.38 0.0421 0.4447 400.26 11:00 2 0.42 0.70 0.38 0.0421 0.4447 400.26 11:15 1.9 0.40 0.69 0.36 0.0400 0.4225 380.25 11:30 1.9 0.40 0.68 0.36 0.0400 0.4225 380.25 11:45 1.7 0.36 0.67 0.32 0.0358 0.3780 340.22 12:00 1.8 0.38 0.66 0.34 0.0379 0.4003 360.24 12:15 2.5 0.53 0.65 0.47 0.0526 0.5559 500.33 12:30 2.6 0.55 0.64 0.49 0.0547 0.5782 520.34 12:45 2.8 0.59 0.63 0.53 0.0589 0.6226 560.37 6 of 6 13:00 2.9 0.61 0.62 0.55 0.0610 0.6449 580.38 13:15 3.4 0.72 0.61 N/A 0.1023 1.0812 973.04 13:30 3.4 0.72 0.60 N/A 0.1116 1.1795 1061.52 13:45 2.3 0.48 0.59 0.44 0.0484 0.5114 460.30 14:00 2.3 0.48 0.59 0.44 0.0484 0.5114 460.30 14:15 2.7 0.57 0.58 0.51 0.0568 0.6004 540.36 14:30 2.6 0.55 0.57 0.49 0.0547 0.5782 520.34 14:45 2.6 0.55 0.56 0.49 0.0547 0.5782 520.34 15:00 2.5 0.53 0.55 0.47 0.0526 0.5559 500.33 15:15 2.4 0.50 0.54 0.45 0.0505 0.5337 480.32 15:30 2.3 0.48 0.53 0.44 0.0484 0.5114 460.30 15:45 1.9 0.40 0.53 0.36 0.0400 0.4225 380.25 16:00 1.9 0.40 0.52 0.36 0.0400 0.4225 380.25 16:15 0.4 0.08 0.51 0.08 0.0084 0.0889 80.05 16:30 0.4 0.08 0.50 0.08 0.0084 0.0889 80.05 16:45 0.3 0.06 0.49 0.06 0.0063 0.0667 60.04 17:00 0.3 0.06 0.49 0.06 0.0063 0.0667 60.04 17:15 0.5 0.11 0.48 0.09 0.0105 0.1112 100.07 17:30 0.5 0.11 0.47 0.09 0.0105 0.1112 100.07 17:45 0.5 0.11 0.47 0.09 0.0105 0.1112 100.07 18:00 0.4 0.08 0.46 0.08 0.0084 0.0889 80.05 18:15 0.4 0.08 0.45 0.08 0.0084 0.0889 80.05 18:30 0.4 0.08 0.45 0.08 0.0084 0.0889 80.05 18:45 0.3 0.06 0.44 0.06 0.0063 0.0667 60.04 19:00 0.2 0.04 0.43 0.04 0.0042 0.0445 40.03 19:15 0.3 0.06 0.43 0.06 0.0063 0.0667 60.04 19:30 0.4 0.08 0.42 0.08 0.0084 0.0889 80.05 19:45 0.3 0.06 0.41 0.06 0.0063 0.0667 60.04 20:00 0.2 0.04 0.41 0.04 0.0042 0.0445 40.03 20:15 0.3 0.06 0.40 0.06 0.0063 0.0667 60.04 20:30 0.3 0.06 0.40 0.06 0.0063 0.0667 60.04 20:45 0.3 0.06 0.39 0.06 0.0063 0.0667 60.04 21:00 0.2 0.04 0.39 0.04 0.0042 0.0445 40.03 21:15 0.3 0.06 0.38 0.06 0.0063 0.0667 60.04 21:30 0.2 0.04 0.38 0.04 0.0042 0.0445 40.03 21:45 0.3 0.06 0.38 0.06 0.0063 0.0667 60.04 22:00 0.2 0.04 0.37 0.04 0.0042 0.0445 40.03 22:15 0.3 0.06 0.37 0.06 0.0063 0.0667 60.04 22:30 0.2 0.04 0.37 0.04 0.0042 0.0445 40.03 22:45 0.2 0.04 0.36 0.04 0.0042 0.0445 40.03 23:00 0.2 0.04 0.36 0.04 0.0042 0.0445 40.03 23:15 0.2 0.04 0.36 0.04 0.0042 0.0445 40.03 23:30 0.2 0.04 0.36 0.04 0.0042 0.0445 40.03 23:45 0.2 0.04 0.35 0.04 0.0042 0.0445 40.03 24:00 0.2 0.04 0.35 0.04 0.0042 0.0445 40.03 0 0.00 0.35 0.00 0.0000 0.0000 0.00 Total volume (cf) 20686.82 1 of 6 HYDROLOGY CALCULATIONS - Using the RCFC&WCD Short Cut Unit Hydrograph Method Area Designations Date Palm Apartments OFF1 Drainage Area (ac.) 1.1800 Unit time (minutes) 5 5 5 15 100 Year Storm Duration (hrs) 1 3 6 24 Total Precipitation (Plates D-4.4,E-5.2, 5.4, 5.6)(in.) 1.93 2.70 3.49 5.26 Or data from NOAA interactive website Soils Group A AMC index II Runoff Number (plate E-6.1) 32 Plate E-6.2 Pervious Area Loss Rate (Fp)(in/hr) 0.74 (AMC II) Percentage of Impervious Cover (Ai)(%) (plate E-6.3) 90 Weighted Average Loss Rate (F=Fp(1-.9Ai))(in./hr.) 0.14 (used for 1, 3, and 6 hour storm, the 24 hour storm uses variable maximum loss rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90 Retention Basin Percolation Rate (in/hr) 2 (also used for drywell percolation rate) Percolation is taken incrementally. Basin volume is calculated using the "truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometimes used (Drywell can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) Drywell storage includes 40% of the 1' wide rock bed surrounding the drywell: formula (upper)*PI()*(diam/2)^2+(lower)*PI()*((diam/2)^2+0.4*((diam/2+(grav+0.4166))^2-(diam/2+0.4166)^2)) The drywell wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "grav" Drywell design factors Upper sec. (ft.)= 0.0001 Lower sec. (ft.)= 0.0001 Ring diam. (ft.) = 0.0001 Drywell lower max. (cf)= 0.00 Upper max.(cf)= 0.00 Gravel bed width around drwyell= 0 Drywell total(cf)= 0.00 Ret. Basin design (area, depth) Top = 0.0001 s.f. Bot. = 0.0001 s.f. Max. Depth (d)= 0.0001 Max. storage= 0.00 (d/3)*(bottom+top+(bottom*top)^0.50) Formulas vol=(h/3)*(bottom+top+(bottom*top)^0.50) area=bottom+(h/d)*(top-bottom) h=(vol*3)/(bottom+top+(bottom*top)^0.5) (values must be non-zero or error occurs) Outside input from: N/A 1 Hour Storm in 5 minute increments Time Pattern Storm Loss Rate Value 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 255.69 0:10 4.8 1.1117 0.1406 N/A 0.9711 1.1554 346.63 0:15 5.1 1.1812 0.1406 N/A 1.0406 1.2381 371.43 0:20 4.9 1.1348 0.1406 N/A 0.9942 1.1830 354.89 0:25 6.6 1.5286 0.1406 N/A 1.3880 1.6514 495.43 0:30 7.3 1.6907 0.1406 N/A 1.5501 1.8443 553.30 0:35 8.4 1.9454 0.1406 N/A 1.8048 2.1475 644.24 0:40 9 2.0844 0.1406 N/A 1.9438 2.3128 693.84 0:45 12.3 2.8487 0.1406 N/A 2.7081 3.2222 966.65 0:50 17.6 4.0762 0.1406 N/A 3.9356 4.6827 1404.80 0:55 16.1 3.7288 0.1406 N/A 3.5882 4.2693 1280.79 1:00 4.2 0.9727 0.1406 N/A 0.8321 0.9901 297.03 0 0.0000 0.1406 0.00 0.0000 0.0000 0.00 0 0.0000 0.1406 0.00 0.0000 0.0000 0.00 1:15 0 0.0000 0.1406 0.00 0.0000 0.0000 0.00 Total volume (cf) 7664.72 2 of 6
3 Hour Storm in 5 minute increments Time Pattern Storm Loss Rate Value 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 100.16 0:10 1.3 0.42 0.14 N/A 0.2806 0.3339 100.16 0:15 1.1 0.36 0.14 N/A 0.2158 0.2568 77.03 0:20 1.5 0.49 0.14 N/A 0.3454 0.4110 123.29 0:25 1.5 0.49 0.14 N/A 0.3454 0.4110 123.29 0:30 1.8 0.58 0.14 N/A 0.4426 0.5266 157.99 0:35 1.5 0.49 0.14 N/A 0.3454 0.4110 123.29 0:40 1.8 0.58 0.14 N/A 0.4426 0.5266 157.99 0:45 1.8 0.58 0.14 N/A 0.4426 0.5266 157.99 0:50 1.5 0.49 0.14 N/A 0.3454 0.4110 123.29 0:55 1.6 0.52 0.14 N/A 0.3778 0.4495 134.86 1:00 1.8 0.58 0.14 N/A 0.4426 0.5266 157.99 1:05 2.2 0.71 0.14 N/A 0.5722 0.6808 204.25 1:10 2.2 0.71 0.14 N/A 0.5722 0.6808 204.25 1:15 2.2 0.71 0.14 N/A 0.5722 0.6808 204.25 1:20 2 0.65 0.14 N/A 0.5074 0.6037 181.12 1:25 2.6 0.84 0.14 N/A 0.7018 0.8350 250.51 1:30 2.7 0.87 0.14 N/A 0.7342 0.8736 262.07 1:35 2.4 0.78 0.14 N/A 0.6370 0.7579 227.38 1:40 2.7 0.87 0.14 N/A 0.7342 0.8736 262.07 1:45 3.3 1.07 0.14 N/A 0.9286 1.1049 331.46 1:50 3.1 1.00 0.14 N/A 0.8638 1.0278 308.33 1:55 2.9 0.94 0.14 N/A 0.7990 0.9507 285.20 2:00 3 0.97 0.14 N/A 0.8314 0.9892 296.77 2:05 3.1 1.00 0.14 N/A 0.8638 1.0278 308.33 2:10 4.2 1.36 0.14 N/A 1.2202 1.4518 435.55 2:15 5 1.62 0.14 N/A 1.4794 1.7602 528.07 2:20 3.5 1.13 0.14 N/A 0.9934 1.1820 354.59 2:25 6.8 2.20 0.14 N/A 2.0626 2.4542 736.25 2:30 7.3 2.37 0.14 N/A 2.2246 2.6469 794.07 2:35 8.2 2.66 0.14 N/A 2.5162 2.9939 898.16 2:40 5.9 1.91 0.14 N/A 1.7710 2.1072 632.16 2:45 2 0.65 0.14 N/A 0.5074 0.6037 181.12 2:50 1.8 0.58 0.14 N/A 0.4426 0.5266 157.99 2:55 1.8 0.58 0.14 N/A 0.4426 0.5266 157.99 3:00 0.6 0.19 0.14 N/A 0.0538 0.0640 19.20 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 3:15 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 3:30 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 Total volume (cf) 9758.44 3 of 6
6 Hour Storm in 5 minute increments Time Pattern Storm Loss Rate Value 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 24.56 0:10 0.6 0.25 0.14 N/A 0.1107 0.1317 39.51 0:15 0.6 0.25 0.14 N/A 0.1107 0.1317 39.51 0:20 0.6 0.25 0.14 N/A 0.1107 0.1317 39.51 0:25 0.6 0.25 0.14 N/A 0.1107 0.1317 39.51 0:30 0.7 0.29 0.14 N/A 0.1526 0.1815 54.46 0:35 0.7 0.29 0.14 N/A 0.1526 0.1815 54.46 0:40 0.7 0.29 0.14 N/A 0.1526 0.1815 54.46 0:45 0.7 0.29 0.14 N/A 0.1526 0.1815 54.46 0:50 0.7 0.29 0.14 N/A 0.1526 0.1815 54.46 0:55 0.7 0.29 0.14 N/A 0.1526 0.1815 54.46 1:00 0.8 0.34 0.14 N/A 0.1944 0.2314 69.41 1:05 0.8 0.34 0.14 N/A 0.1944 0.2314 69.41 1:10 0.8 0.34 0.14 N/A 0.1944 0.2314 69.41 1:15 0.8 0.34 0.14 N/A 0.1944 0.2314 69.41 1:20 0.8 0.34 0.14 N/A 0.1944 0.2314 69.41 1:25 0.8 0.34 0.14 N/A 0.1944 0.2314 69.41 1:30 0.8 0.34 0.14 N/A 0.1944 0.2314 69.41 1:35 0.8 0.34 0.14 N/A 0.1944 0.2314 69.41 1:40 0.8 0.34 0.14 N/A 0.1944 0.2314 69.41 1:45 0.8 0.34 0.14 N/A 0.1944 0.2314 69.41 1:50 0.8 0.34 0.14 N/A 0.1944 0.2314 69.41 1:55 0.8 0.34 0.14 N/A 0.1944 0.2314 69.41 2:00 0.9 0.38 0.14 N/A 0.2363 0.2812 84.35 2:05 0.8 0.34 0.14 N/A 0.1944 0.2314 69.41 2:10 0.9 0.38 0.14 N/A 0.2363 0.2812 84.35 2:15 0.9 0.38 0.14 N/A 0.2363 0.2812 84.35 2:20 0.9 0.38 0.14 N/A 0.2363 0.2812 84.35 2:25 0.9 0.38 0.14 N/A 0.2363 0.2812 84.35 2:30 0.9 0.38 0.14 N/A 0.2363 0.2812 84.35 2:35 0.9 0.38 0.14 N/A 0.2363 0.2812 84.35 2:40 0.9 0.38 0.14 N/A 0.2363 0.2812 84.35 2:45 1 0.42 0.14 N/A 0.2782 0.3310 99.30 2:50 1 0.42 0.14 N/A 0.2782 0.3310 99.30 2:55 1 0.42 0.14 N/A 0.2782 0.3310 99.30 3:00 1 0.42 0.14 N/A 0.2782 0.3310 99.30 3:05 1 0.42 0.14 N/A 0.2782 0.3310 99.30 3:10 1.1 0.46 0.14 N/A 0.3201 0.3808 114.25 3:15 1.1 0.46 0.14 N/A 0.3201 0.3808 114.25 3:20 1.1 0.46 0.14 N/A 0.3201 0.3808 114.25 3:25 1.2 0.50 0.14 N/A 0.3620 0.4307 129.20 3:30 1.3 0.54 0.14 N/A 0.4038 0.4805 144.15 3:35 1.4 0.59 0.14 N/A 0.4457 0.5303 159.10 3:40 1.4 0.59 0.14 N/A 0.4457 0.5303 159.10 3:45 1.5 0.63 0.14 N/A 0.4876 0.5802 174.05 3:50 1.5 0.63 0.14 N/A 0.4876 0.5802 174.05 3:55 1.6 0.67 0.14 N/A 0.5295 0.6300 189.00 4:00 1.6 0.67 0.14 N/A 0.5295 0.6300 189.00 4:05 1.7 0.71 0.14 N/A 0.5714 0.6798 203.95 4:10 1.8 0.75 0.14 N/A 0.6132 0.7297 218.90 4:15 1.9 0.80 0.14 N/A 0.6551 0.7795 233.85 4 of 6 4:20 2 0.84 0.14 N/A 0.6970 0.8293 248.79 4:25 2.1 0.88 0.14 N/A 0.7389 0.8791 263.74 4:30 2.1 0.88 0.14 N/A 0.7389 0.8791 263.74 4:35 2.2 0.92 0.14 N/A 0.7808 0.9290 278.69 4:40 2.3 0.96 0.14 N/A 0.8226 0.9788 293.64 4:45 2.4 1.01 0.14 N/A 0.8645 1.0286 308.59 4:50 2.4 1.01 0.14 N/A 0.8645 1.0286 308.59 4:55 2.5 1.05 0.14 N/A 0.9064 1.0785 323.54 5:00 2.6 1.09 0.14 N/A 0.9483 1.1283 338.49 5:05 3.1 1.30 0.14 N/A 1.1577 1.3774 413.23 5:10 3.6 1.51 0.14 N/A 1.3671 1.6266 487.98 5:15 3.9 1.63 0.14 N/A 1.4927 1.7761 532.83 5:20 4.2 1.76 0.14 N/A 1.6184 1.9256 577.67 5:25 4.7 1.97 0.14 N/A 1.8278 2.1747 652.42 5:30 5.6 2.35 0.14 N/A 2.2047 2.6232 786.96 5:35 1.9 0.80 0.14 N/A 0.6551 0.7795 233.85 5:40 0.9 0.38 0.14 N/A 0.2363 0.2812 84.35 5:45 0.6 0.25 0.14 N/A 0.1107 0.1317 39.51 5:50 0.5 0.21 0.14 N/A 0.0688 0.0819 24.56 5:55 0.3 0.13 0.14 0.11 0.0126 0.0149 4.48 6:00 0.2 0.08 0.14 0.08 0.0084 0.0100 2.99 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 6:15 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 6:30 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 6:45 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 7:00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 Total volume (cf) 11368.69 5 of 6 24 Hour Storm in 15 minute increments Time Pattern Storm Loss Rate Value 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 4.51 0:30 0.3 0.06 0.24 0.06 0.0063 0.0075 6.76 0:45 0.3 0.06 0.24 0.06 0.0063 0.0075 6.76 1:00 0.4 0.08 0.24 0.08 0.0084 0.0100 9.01 1:15 0.3 0.06 0.24 0.06 0.0063 0.0075 6.76 1:30 0.3 0.06 0.23 0.06 0.0063 0.0075 6.76 1:45 0.3 0.06 0.23 0.06 0.0063 0.0075 6.76 2:00 0.4 0.08 0.23 0.08 0.0084 0.0100 9.01 2:15 0.4 0.08 0.22 0.08 0.0084 0.0100 9.01 2:30 0.4 0.08 0.22 0.08 0.0084 0.0100 9.01 2:45 0.5 0.11 0.22 0.09 0.0105 0.0125 11.27 3:00 0.5 0.11 0.22 0.09 0.0105 0.0125 11.27 3:15 0.5 0.11 0.21 0.09 0.0105 0.0125 11.27 3:30 0.5 0.11 0.21 0.09 0.0105 0.0125 11.27 3:45 0.5 0.11 0.21 0.09 0.0105 0.0125 11.27 4:00 0.6 0.13 0.21 0.11 0.0126 0.0150 13.52 4:15 0.6 0.13 0.20 0.11 0.0126 0.0150 13.52 4:30 0.7 0.15 0.20 0.13 0.0147 0.0175 15.77 4:45 0.7 0.15 0.20 0.13 0.0147 0.0175 15.77 5:00 0.8 0.17 0.20 0.15 0.0168 0.0200 18.02 5:15 0.6 0.13 0.19 0.11 0.0126 0.0150 13.52 5:30 0.7 0.15 0.19 0.13 0.0147 0.0175 15.77 5:45 0.8 0.17 0.19 0.15 0.0168 0.0200 18.02 6:00 0.8 0.17 0.19 0.15 0.0168 0.0200 18.02 6:15 0.9 0.19 0.18 0.17 0.0189 0.0225 20.28 6:30 0.9 0.19 0.18 0.17 0.0189 0.0225 20.28 6:45 1 0.21 0.18 N/A 0.0326 0.0387 34.86 7:00 1 0.21 0.18 N/A 0.0350 0.0416 37.44 7:15 1 0.21 0.17 N/A 0.0373 0.0444 40.00 7:30 1.1 0.23 0.17 N/A 0.0608 0.0723 65.06 7:45 1.2 0.25 0.17 N/A 0.0841 0.1001 90.11 8:00 1.3 0.27 0.17 N/A 0.1075 0.1279 115.13 8:15 1.5 0.32 0.16 N/A 0.1519 0.1807 162.66 8:30 1.5 0.32 0.16 N/A 0.1542 0.1835 165.11 8:45 1.6 0.34 0.16 N/A 0.1775 0.2112 190.07 9:00 1.7 0.36 0.16 N/A 0.2008 0.2389 215.01 9:15 1.9 0.40 0.15 N/A 0.2451 0.2916 262.45 9:30 2 0.42 0.15 N/A 0.2683 0.3193 287.35 9:45 2.1 0.44 0.15 N/A 0.2916 0.3469 312.22 10:00 2.2 0.46 0.15 N/A 0.3148 0.3745 337.07 10:15 1.5 0.32 0.15 N/A 0.1696 0.2018 181.65 10:30 1.5 0.32 0.14 N/A 0.1718 0.2044 183.92 10:45 2 0.42 0.14 N/A 0.2791 0.3320 298.82 11:00 2 0.42 0.14 N/A 0.2811 0.3345 301.05 11:15 1.9 0.40 0.14 N/A 0.2621 0.3119 280.72 11:30 1.9 0.40 0.14 N/A 0.2642 0.3143 282.90 11:45 1.7 0.36 0.13 N/A 0.2241 0.2667 239.99 12:00 1.8 0.38 0.13 N/A 0.2471 0.2941 264.65 12:15 2.5 0.53 0.13 N/A 0.3964 0.4716 424.48 12:30 2.6 0.55 0.13 N/A 0.4194 0.4990 449.09 12:45 2.8 0.59 0.13 N/A 0.4634 0.5513 496.21 6 of 6 13:00 2.9 0.61 0.12 N/A 0.4863 0.5786 520.77 13:15 3.4 0.72 0.12 N/A 0.5934 0.7060 635.43 13:30 3.4 0.72 0.12 N/A 0.5952 0.7082 637.41 13:45 2.3 0.48 0.12 N/A 0.3656 0.4350 391.53 14:00 2.3 0.48 0.12 N/A 0.3674 0.4372 393.46 14:15 2.7 0.57 0.11 N/A 0.4534 0.5394 485.49 14:30 2.6 0.55 0.11 N/A 0.4341 0.5165 464.83 14:45 2.6 0.55 0.11 N/A 0.4358 0.5185 466.68 15:00 2.5 0.53 0.11 N/A 0.4165 0.4955 445.98 15:15 2.4 0.50 0.11 N/A 0.3971 0.4725 425.24 15:30 2.3 0.48 0.11 N/A 0.3777 0.4494 404.48 15:45 1.9 0.40 0.10 N/A 0.2952 0.3512 316.09 16:00 1.9 0.40 0.10 N/A 0.2968 0.3531 317.80 16:15 0.4 0.08 0.10 0.08 0.0084 0.0100 9.01 16:30 0.4 0.08 0.10 0.08 0.0084 0.0100 9.01 16:45 0.3 0.06 0.10 0.06 0.0063 0.0075 6.76 17:00 0.3 0.06 0.10 0.06 0.0063 0.0075 6.76 17:15 0.5 0.11 0.10 0.09 0.0105 0.0125 11.27 17:30 0.5 0.11 0.09 N/A 0.0112 0.0133 12.00 17:45 0.5 0.11 0.09 N/A 0.0126 0.0150 13.50 18:00 0.4 0.08 0.09 0.08 0.0084 0.0100 9.01 18:15 0.4 0.08 0.09 0.08 0.0084 0.0100 9.01 18:30 0.4 0.08 0.09 0.08 0.0084 0.0100 9.01 18:45 0.3 0.06 0.09 0.06 0.0063 0.0075 6.76 19:00 0.2 0.04 0.09 0.04 0.0042 0.0050 4.51 19:15 0.3 0.06 0.08 0.06 0.0063 0.0075 6.76 19:30 0.4 0.08 0.08 0.08 0.0084 0.0100 9.01 19:45 0.3 0.06 0.08 0.06 0.0063 0.0075 6.76 20:00 0.2 0.04 0.08 0.04 0.0042 0.0050 4.51 20:15 0.3 0.06 0.08 0.06 0.0063 0.0075 6.76 20:30 0.3 0.06 0.08 0.06 0.0063 0.0075 6.76 20:45 0.3 0.06 0.08 0.06 0.0063 0.0075 6.76 21:00 0.2 0.04 0.08 0.04 0.0042 0.0050 4.51 21:15 0.3 0.06 0.08 0.06 0.0063 0.0075 6.76 21:30 0.2 0.04 0.08 0.04 0.0042 0.0050 4.51 21:45 0.3 0.06 0.07 0.06 0.0063 0.0075 6.76 22:00 0.2 0.04 0.07 0.04 0.0042 0.0050 4.51 22:15 0.3 0.06 0.07 0.06 0.0063 0.0075 6.76 22:30 0.2 0.04 0.07 0.04 0.0042 0.0050 4.51 22:45 0.2 0.04 0.07 0.04 0.0042 0.0050 4.51 23:00 0.2 0.04 0.07 0.04 0.0042 0.0050 4.51 23:15 0.2 0.04 0.07 0.04 0.0042 0.0050 4.51 23:30 0.2 0.04 0.07 0.04 0.0042 0.0050 4.51 23:45 0.2 0.04 0.07 0.04 0.0042 0.0050 4.51 24:00 0.2 0.04 0.07 0.04 0.0042 0.0050 4.51 0 0.00 0.07 0.00 0.0000 0.0000 0.00 Total volume (cf) 12155.64 1 of 6 HYDROLOGY CALCULATIONS - Using the RCFC&WCD Short Cut Unit Hydrograph Method Area Designations Date Palm Apartments OFF2 Drainage Area (ac.) 0.4200 Unit time (minutes) 5 5 5 15 100 Year Storm Duration (hrs) 1 3 6 24 Total Precipitation (Plates D-4.4,E-5.2, 5.4, 5.6)(in.) 1.93 2.70 3.49 5.26 Or data from NOAA interactive website Soils Group A AMC index II Runoff Number (plate E-6.1) 32 Plate E-6.2 Pervious Area Loss Rate (Fp)(in/hr) 0.74 (AMC II) Percentage of Impervious Cover (Ai)(%) (plate E-6.3) 25 Weighted Average Loss Rate (F=Fp(1-.9Ai))(in./hr.) 0.57 (used for 1, 3, and 6 hour storm, the 24 hour storm uses variable maximum loss rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90 Retention Basin Percolation Rate (in/hr) 2 (also used for drywell percolation rate) Percolation is taken incrementally. Basin volume is calculated using the "truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometimes used (Drywell can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) Drywell storage includes 40% of the 1' wide rock bed surrounding the drywell: formula (upper)*PI()*(diam/2)^2+(lower)*PI()*((diam/2)^2+0.4*((diam/2+(grav+0.4166))^2-(diam/2+0.4166)^2)) The drywell wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "grav" Drywell design factors Upper sec. (ft.)= 0.0001 Lower sec. (ft.)= 0.0001 Ring diam. (ft.) = 0.0001 Drywell lower max. (cf)= 0.00 Upper max.(cf)= 0.00 Gravel bed width around drwyell= 0 Drywell total(cf)= 0.00 Ret. Basin design (area, depth) Top = 0.0001 s.f. Bot. = 0.0001 s.f. Max. Depth (d)= 0.0001 Max. storage= 0.00 (d/3)*(bottom+top+(bottom*top)^0.50) Formulas vol=(h/3)*(bottom+top+(bottom*top)^0.50) area=bottom+(h/d)*(top-bottom) h=(vol*3)/(bottom+top+(bottom*top)^0.5) (values must be non-zero or error occurs) Outside input from: N/A 1 Hour Storm in 5 minute increments Time Pattern Storm Loss Rate Value 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 36.01 0:10 4.8 1.1117 0.5735 N/A 0.5382 0.2279 68.38 0:15 5.1 1.1812 0.5735 N/A 0.6077 0.2573 77.20 0:20 4.9 1.1348 0.5735 N/A 0.5613 0.2377 71.32 0:25 6.6 1.5286 0.5735 N/A 0.9551 0.4045 121.34 0:30 7.3 1.6907 0.5735 N/A 1.1172 0.4731 141.94 0:35 8.4 1.9454 0.5735 N/A 1.3719 0.5810 174.30 0:40 9 2.0844 0.5735 N/A 1.5109 0.6399 191.96 0:45 12.3 2.8487 0.5735 N/A 2.2752 0.9635 289.06 0:50 17.6 4.0762 0.5735 N/A 3.5027 1.4834 445.01 0:55 16.1 3.7288 0.5735 N/A 3.1553 1.3363 400.88 1:00 4.2 0.9727 0.5735 N/A 0.3992 0.1691 50.72 0 0.0000 0.5735 0.00 0.0000 0.0000 0.00 0 0.0000 0.5735 0.00 0.0000 0.0000 0.00 1:15 0 0.0000 0.5735 0.00 0.0000 0.0000 0.00 Total volume (cf) 2068.12 2 of 6
3 Hour Storm in 5 minute increments Time Pattern Storm Loss Rate Value 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 5.35 0:10 1.3 0.42 0.57 0.38 0.0421 0.0178 5.35 0:15 1.1 0.36 0.57 0.32 0.0356 0.0151 4.53 0:20 1.5 0.49 0.57 0.44 0.0486 0.0206 6.17 0:25 1.5 0.49 0.57 0.44 0.0486 0.0206 6.17 0:30 1.8 0.58 0.57 0.52 0.0583 0.0247 7.41 0:35 1.5 0.49 0.57 0.44 0.0486 0.0206 6.17 0:40 1.8 0.58 0.57 0.52 0.0583 0.0247 7.41 0:45 1.8 0.58 0.57 0.52 0.0583 0.0247 7.41 0:50 1.5 0.49 0.57 0.44 0.0486 0.0206 6.17 0:55 1.6 0.52 0.57 0.47 0.0518 0.0220 6.59 1:00 1.8 0.58 0.57 0.52 0.0583 0.0247 7.41 1:05 2.2 0.71 0.57 N/A 0.1393 0.0590 17.70 1:10 2.2 0.71 0.57 N/A 0.1393 0.0590 17.70 1:15 2.2 0.71 0.57 N/A 0.1393 0.0590 17.70 1:20 2 0.65 0.57 N/A 0.0745 0.0316 9.47 1:25 2.6 0.84 0.57 N/A 0.2689 0.1139 34.16 1:30 2.7 0.87 0.57 N/A 0.3013 0.1276 38.28 1:35 2.4 0.78 0.57 N/A 0.2041 0.0864 25.93 1:40 2.7 0.87 0.57 N/A 0.3013 0.1276 38.28 1:45 3.3 1.07 0.57 N/A 0.4957 0.2099 62.98 1:50 3.1 1.00 0.57 N/A 0.4309 0.1825 54.75 1:55 2.9 0.94 0.57 N/A 0.3661 0.1550 46.51 2:00 3 0.97 0.57 N/A 0.3985 0.1688 50.63 2:05 3.1 1.00 0.57 N/A 0.4309 0.1825 54.75 2:10 4.2 1.36 0.57 N/A 0.7873 0.3334 100.03 2:15 5 1.62 0.57 N/A 1.0465 0.4432 132.96 2:20 3.5 1.13 0.57 N/A 0.5605 0.2374 71.21 2:25 6.8 2.20 0.57 N/A 1.6297 0.6902 207.05 2:30 7.3 2.37 0.57 N/A 1.7917 0.7588 227.64 2:35 8.2 2.66 0.57 N/A 2.0833 0.8823 264.68 2:40 5.9 1.91 0.57 N/A 1.3381 0.5667 170.01 2:45 2 0.65 0.57 N/A 0.0745 0.0316 9.47 2:50 1.8 0.58 0.57 0.52 0.0583 0.0247 7.41 2:55 1.8 0.58 0.57 0.52 0.0583 0.0247 7.41 3:00 0.6 0.19 0.57 0.17 0.0194 0.0082 2.47 0 0.00 0.57 0.00 0.0000 0.0000 0.00 0 0.00 0.57 0.00 0.0000 0.0000 0.00 3:15 0 0.00 0.57 0.00 0.0000 0.0000 0.00 0 0.00 0.57 0.00 0.0000 0.0000 0.00 0 0.00 0.57 0.00 0.0000 0.0000 0.00 3:30 0 0.00 0.57 0.00 0.0000 0.0000 0.00 0 0.00 0.57 0.00 0.0000 0.0000 0.00 0 0.00 0.57 0.00 0.0000 0.0000 0.00 Total volume (cf) 1745.31 3 of 6
6 Hour Storm in 5 minute increments Time Pattern Storm Loss Rate Value 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 2.66 0:10 0.6 0.25 0.57 0.23 0.0251 0.0106 3.19 0:15 0.6 0.25 0.57 0.23 0.0251 0.0106 3.19 0:20 0.6 0.25 0.57 0.23 0.0251 0.0106 3.19 0:25 0.6 0.25 0.57 0.23 0.0251 0.0106 3.19 0:30 0.7 0.29 0.57 0.26 0.0293 0.0124 3.72 0:35 0.7 0.29 0.57 0.26 0.0293 0.0124 3.72 0:40 0.7 0.29 0.57 0.26 0.0293 0.0124 3.72 0:45 0.7 0.29 0.57 0.26 0.0293 0.0124 3.72 0:50 0.7 0.29 0.57 0.26 0.0293 0.0124 3.72 0:55 0.7 0.29 0.57 0.26 0.0293 0.0124 3.72 1:00 0.8 0.34 0.57 0.30 0.0335 0.0142 4.26 1:05 0.8 0.34 0.57 0.30 0.0335 0.0142 4.26 1:10 0.8 0.34 0.57 0.30 0.0335 0.0142 4.26 1:15 0.8 0.34 0.57 0.30 0.0335 0.0142 4.26 1:20 0.8 0.34 0.57 0.30 0.0335 0.0142 4.26 1:25 0.8 0.34 0.57 0.30 0.0335 0.0142 4.26 1:30 0.8 0.34 0.57 0.30 0.0335 0.0142 4.26 1:35 0.8 0.34 0.57 0.30 0.0335 0.0142 4.26 1:40 0.8 0.34 0.57 0.30 0.0335 0.0142 4.26 1:45 0.8 0.34 0.57 0.30 0.0335 0.0142 4.26 1:50 0.8 0.34 0.57 0.30 0.0335 0.0142 4.26 1:55 0.8 0.34 0.57 0.30 0.0335 0.0142 4.26 2:00 0.9 0.38 0.57 0.34 0.0377 0.0160 4.79 2:05 0.8 0.34 0.57 0.30 0.0335 0.0142 4.26 2:10 0.9 0.38 0.57 0.34 0.0377 0.0160 4.79 2:15 0.9 0.38 0.57 0.34 0.0377 0.0160 4.79 2:20 0.9 0.38 0.57 0.34 0.0377 0.0160 4.79 2:25 0.9 0.38 0.57 0.34 0.0377 0.0160 4.79 2:30 0.9 0.38 0.57 0.34 0.0377 0.0160 4.79 2:35 0.9 0.38 0.57 0.34 0.0377 0.0160 4.79 2:40 0.9 0.38 0.57 0.34 0.0377 0.0160 4.79 2:45 1 0.42 0.57 0.38 0.0419 0.0177 5.32 2:50 1 0.42 0.57 0.38 0.0419 0.0177 5.32 2:55 1 0.42 0.57 0.38 0.0419 0.0177 5.32 3:00 1 0.42 0.57 0.38 0.0419 0.0177 5.32 3:05 1 0.42 0.57 0.38 0.0419 0.0177 5.32 3:10 1.1 0.46 0.57 0.41 0.0461 0.0195 5.85 3:15 1.1 0.46 0.57 0.41 0.0461 0.0195 5.85 3:20 1.1 0.46 0.57 0.41 0.0461 0.0195 5.85 3:25 1.2 0.50 0.57 0.45 0.0503 0.0213 6.39 3:30 1.3 0.54 0.57 0.49 0.0544 0.0231 6.92 3:35 1.4 0.59 0.57 0.53 0.0586 0.0248 7.45 3:40 1.4 0.59 0.57 0.53 0.0586 0.0248 7.45 3:45 1.5 0.63 0.57 0.57 0.0628 0.0266 7.98 3:50 1.5 0.63 0.57 0.57 0.0628 0.0266 7.98 3:55 1.6 0.67 0.57 N/A 0.0966 0.0409 12.27 4:00 1.6 0.67 0.57 N/A 0.0966 0.0409 12.27 4:05 1.7 0.71 0.57 N/A 0.1385 0.0586 17.59 4:10 1.8 0.75 0.57 N/A 0.1803 0.0764 22.91 4:15 1.9 0.80 0.57 N/A 0.2222 0.0941 28.23 4 of 6 4:20 2 0.84 0.57 N/A 0.2641 0.1118 33.55 4:25 2.1 0.88 0.57 N/A 0.3060 0.1296 38.87 4:30 2.1 0.88 0.57 N/A 0.3060 0.1296 38.87 4:35 2.2 0.92 0.57 N/A 0.3479 0.1473 44.20 4:40 2.3 0.96 0.57 N/A 0.3897 0.1651 49.52 4:45 2.4 1.01 0.57 N/A 0.4316 0.1828 54.84 4:50 2.4 1.01 0.57 N/A 0.4316 0.1828 54.84 4:55 2.5 1.05 0.57 N/A 0.4735 0.2005 60.16 5:00 2.6 1.09 0.57 N/A 0.5154 0.2183 65.48 5:05 3.1 1.30 0.57 N/A 0.7248 0.3069 92.08 5:10 3.6 1.51 0.57 N/A 0.9342 0.3956 118.69 5:15 3.9 1.63 0.57 N/A 1.0598 0.4488 134.65 5:20 4.2 1.76 0.57 N/A 1.1855 0.5020 150.61 5:25 4.7 1.97 0.57 N/A 1.3949 0.5907 177.22 5:30 5.6 2.35 0.57 N/A 1.7718 0.7503 225.10 5:35 1.9 0.80 0.57 N/A 0.2222 0.0941 28.23 5:40 0.9 0.38 0.57 0.34 0.0377 0.0160 4.79 5:45 0.6 0.25 0.57 0.23 0.0251 0.0106 3.19 5:50 0.5 0.21 0.57 0.19 0.0209 0.0089 2.66 5:55 0.3 0.13 0.57 0.11 0.0126 0.0053 1.60 6:00 0.2 0.08 0.57 0.08 0.0084 0.0035 1.06 0 0.00 0.57 0.00 0.0000 0.0000 0.00 0 0.00 0.57 0.00 0.0000 0.0000 0.00 6:15 0 0.00 0.57 0.00 0.0000 0.0000 0.00 0 0.00 0.57 0.00 0.0000 0.0000 0.00 0 0.00 0.57 0.00 0.0000 0.0000 0.00 6:30 0 0.00 0.57 0.00 0.0000 0.0000 0.00 0 0.00 0.57 0.00 0.0000 0.0000 0.00 0 0.00 0.57 0.00 0.0000 0.0000 0.00 6:45 0 0.00 0.57 0.00 0.0000 0.0000 0.00 0 0.00 0.57 0.00 0.0000 0.0000 0.00 0 0.00 0.57 0.00 0.0000 0.0000 0.00 7:00 0 0.00 0.57 0.00 0.0000 0.0000 0.00 Total volume (cf) 1693.25 5 of 6 24 Hour Storm in 15 minute increments Time Pattern Storm Loss Rate Value 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 1.60 0:30 0.3 0.06 1.00 0.06 0.0063 0.0027 2.41 0:45 0.3 0.06 0.98 0.06 0.0063 0.0027 2.41 1:00 0.4 0.08 0.97 0.08 0.0084 0.0036 3.21 1:15 0.3 0.06 0.96 0.06 0.0063 0.0027 2.41 1:30 0.3 0.06 0.95 0.06 0.0063 0.0027 2.41 1:45 0.3 0.06 0.94 0.06 0.0063 0.0027 2.41 2:00 0.4 0.08 0.93 0.08 0.0084 0.0036 3.21 2:15 0.4 0.08 0.92 0.08 0.0084 0.0036 3.21 2:30 0.4 0.08 0.90 0.08 0.0084 0.0036 3.21 2:45 0.5 0.11 0.89 0.09 0.0105 0.0045 4.01 3:00 0.5 0.11 0.88 0.09 0.0105 0.0045 4.01 3:15 0.5 0.11 0.87 0.09 0.0105 0.0045 4.01 3:30 0.5 0.11 0.86 0.09 0.0105 0.0045 4.01 3:45 0.5 0.11 0.85 0.09 0.0105 0.0045 4.01 4:00 0.6 0.13 0.84 0.11 0.0126 0.0053 4.81 4:15 0.6 0.13 0.83 0.11 0.0126 0.0053 4.81 4:30 0.7 0.15 0.82 0.13 0.0147 0.0062 5.61 4:45 0.7 0.15 0.81 0.13 0.0147 0.0062 5.61 5:00 0.8 0.17 0.80 0.15 0.0168 0.0071 6.42 5:15 0.6 0.13 0.79 0.11 0.0126 0.0053 4.81 5:30 0.7 0.15 0.78 0.13 0.0147 0.0062 5.61 5:45 0.8 0.17 0.77 0.15 0.0168 0.0071 6.42 6:00 0.8 0.17 0.76 0.15 0.0168 0.0071 6.42 6:15 0.9 0.19 0.75 0.17 0.0189 0.0080 7.22 6:30 0.9 0.19 0.74 0.17 0.0189 0.0080 7.22 6:45 1 0.21 0.73 0.19 0.0210 0.0089 8.02 7:00 1 0.21 0.72 0.19 0.0210 0.0089 8.02 7:15 1 0.21 0.71 0.19 0.0210 0.0089 8.02 7:30 1.1 0.23 0.70 0.21 0.0231 0.0098 8.82 7:45 1.2 0.25 0.69 0.23 0.0252 0.0107 9.62 8:00 1.3 0.27 0.68 0.25 0.0274 0.0116 10.43 8:15 1.5 0.32 0.67 0.28 0.0316 0.0134 12.03 8:30 1.5 0.32 0.66 0.28 0.0316 0.0134 12.03 8:45 1.6 0.34 0.65 0.30 0.0337 0.0143 12.83 9:00 1.7 0.36 0.64 0.32 0.0358 0.0151 13.63 9:15 1.9 0.40 0.63 0.36 0.0400 0.0169 15.24 9:30 2 0.42 0.62 0.38 0.0421 0.0178 16.04 9:45 2.1 0.44 0.61 0.40 0.0442 0.0187 16.84 10:00 2.2 0.46 0.60 0.42 0.0463 0.0196 17.64 10:15 1.5 0.32 0.60 0.28 0.0316 0.0134 12.03 10:30 1.5 0.32 0.59 0.28 0.0316 0.0134 12.03 10:45 2 0.42 0.58 0.38 0.0421 0.0178 16.04 11:00 2 0.42 0.57 0.38 0.0421 0.0178 16.04 11:15 1.9 0.40 0.56 0.36 0.0400 0.0169 15.24 11:30 1.9 0.40 0.55 0.36 0.0400 0.0169 15.24 11:45 1.7 0.36 0.54 0.32 0.0358 0.0151 13.63 12:00 1.8 0.38 0.54 0.34 0.0379 0.0160 14.43 12:15 2.5 0.53 0.53 0.47 0.0526 0.0223 20.05 12:30 2.6 0.55 0.52 0.49 0.0547 0.0232 20.85 12:45 2.8 0.59 0.51 N/A 0.0762 0.0323 29.05 6 of 6 13:00 2.9 0.61 0.51 N/A 0.1050 0.0445 40.02 13:15 3.4 0.72 0.50 N/A 0.2178 0.0923 83.03 13:30 3.4 0.72 0.49 N/A 0.2254 0.0955 85.91 13:45 2.3 0.48 0.48 0.44 0.0484 0.0205 18.44 14:00 2.3 0.48 0.48 0.44 0.0484 0.0205 18.44 14:15 2.7 0.57 0.47 N/A 0.1002 0.0424 38.18 14:30 2.6 0.55 0.46 N/A 0.0863 0.0365 32.88 14:45 2.6 0.55 0.45 N/A 0.0933 0.0395 35.57 15:00 2.5 0.53 0.45 N/A 0.0792 0.0336 30.20 15:15 2.4 0.50 0.44 N/A 0.0650 0.0275 24.78 15:30 2.3 0.48 0.43 N/A 0.0507 0.0215 19.33 15:45 1.9 0.40 0.43 0.36 0.0400 0.0169 15.24 16:00 1.9 0.40 0.42 0.36 0.0400 0.0169 15.24 16:15 0.4 0.08 0.41 0.08 0.0084 0.0036 3.21 16:30 0.4 0.08 0.41 0.08 0.0084 0.0036 3.21 16:45 0.3 0.06 0.40 0.06 0.0063 0.0027 2.41 17:00 0.3 0.06 0.40 0.06 0.0063 0.0027 2.41 17:15 0.5 0.11 0.39 0.09 0.0105 0.0045 4.01 17:30 0.5 0.11 0.38 0.09 0.0105 0.0045 4.01 17:45 0.5 0.11 0.38 0.09 0.0105 0.0045 4.01 18:00 0.4 0.08 0.37 0.08 0.0084 0.0036 3.21 18:15 0.4 0.08 0.37 0.08 0.0084 0.0036 3.21 18:30 0.4 0.08 0.36 0.08 0.0084 0.0036 3.21 18:45 0.3 0.06 0.36 0.06 0.0063 0.0027 2.41 19:00 0.2 0.04 0.35 0.04 0.0042 0.0018 1.60 19:15 0.3 0.06 0.35 0.06 0.0063 0.0027 2.41 19:30 0.4 0.08 0.34 0.08 0.0084 0.0036 3.21 19:45 0.3 0.06 0.34 0.06 0.0063 0.0027 2.41 20:00 0.2 0.04 0.33 0.04 0.0042 0.0018 1.60 20:15 0.3 0.06 0.33 0.06 0.0063 0.0027 2.41 20:30 0.3 0.06 0.32 0.06 0.0063 0.0027 2.41 20:45 0.3 0.06 0.32 0.06 0.0063 0.0027 2.41 21:00 0.2 0.04 0.32 0.04 0.0042 0.0018 1.60 21:15 0.3 0.06 0.31 0.06 0.0063 0.0027 2.41 21:30 0.2 0.04 0.31 0.04 0.0042 0.0018 1.60 21:45 0.3 0.06 0.31 0.06 0.0063 0.0027 2.41 22:00 0.2 0.04 0.30 0.04 0.0042 0.0018 1.60 22:15 0.3 0.06 0.30 0.06 0.0063 0.0027 2.41 22:30 0.2 0.04 0.30 0.04 0.0042 0.0018 1.60 22:45 0.2 0.04 0.29 0.04 0.0042 0.0018 1.60 23:00 0.2 0.04 0.29 0.04 0.0042 0.0018 1.60 23:15 0.2 0.04 0.29 0.04 0.0042 0.0018 1.60 23:30 0.2 0.04 0.29 0.04 0.0042 0.0018 1.60 23:45 0.2 0.04 0.29 0.04 0.0042 0.0018 1.60 24:00 0.2 0.04 0.29 0.04 0.0042 0.0018 1.60 0 0.00 0.29 0.00 0.0000 0.0000 0.00 Total volume (cf) 999.56
POST-DEVELOPMENT
POST-DEVELOPMENT w/
RETENTION BASIN
1 of 6 HYDROLOGY CALCULATIONS - Using the RCFC&WCD Short Cut Unit Hydrograph Method Area Designations Date Palm Apartments Drainage Area (ac.) 10.4815 Unit time (minutes) 5 5 5 15 100 Year Storm Duration (hrs) 1 3 6 24 Total Precipitation (Plates D-4.4,E-5.2, 5.4, 5.6)(in.) 1.93 2.70 3.49 5.26 Or data from NOAA interactive website Soils Group A AMC index II Runoff Number (plate E-6.1) 32 Plate E-6.2 Pervious Area Loss Rate (Fp)(in/hr) 0.74 (AMC II) Percentage of Impervious Cover (Ai)(%) (plate E-6.3) 62.5 287450 sf impervious W eighted Average Loss Rate (F=Fp(1-.9Ai))(in./hr.) 0.32 (used for 1, 3, and 6 hour storm, the 24 hour storm uses variable maximum loss rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90 Retention B asin Percolation Rate (in/hr) 2 (also used for drywell percolation rate) Percolation is taken incrementally. Basin volume is calculated using the "truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometimes used (Drywell can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) Drywell storage includes 40% of the 1' wide rock bed surrounding the drywell: formula (upper)*PI()*(diam/2)^2+(lower)*PI()*((diam/2)^2+0.4*((diam/2+(grav+0.4166))^2-(diam/2+0.4166)^2)) The drywell wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "grav" Drywell design factors Upper sec. (ft.)= 0.0001 Lower sec. (ft.)= 0.0001 Ring diam. (ft.) = 0.0001 Drywell lower max. (cf)= 0.00 Upper max.(cf)= 0.00 Gravel bed width around drwyell= 0 Drywell total(cf)= 0.00 Ret. Basin design (area, depth) Top = 24000 s.f. Bot. = 3700 s.f. Max. Depth (d)= 5 Max. storage= 61872.29 (d/3)*(bottom+top+(bottom*top)^0.50) Formulas vol=(h/3)*(bottom+top+(bottom*top)^0.50) area=bottom+(h/d)*(top-bottom) h=(vol*3)/(bottom+top+(bottom*top)^0.5) (values must be non-zero or error occurs) Outside input from: N/A 1 Hour Storm in 5 minute increments Drywell Drywell Drywell Drywell Overflow B asin B asin B asin Time Pattern Storm Loss Rate V 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 0.8569 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 0.00 0:10 4.8 1.1117 0.3238N/A 0.7879 8.3275 2498.25 0.00 0.00 0.00 0.00 0.00 2498.25 4237.78 58.86 4078.50 0.33 0.00 0.00 0:15 5.1 1.1812 0.3238N/A 0.8574 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 0.00 0:20 4.9 1.1348 0.3238N/A 0.8111 8.5723 2571.68 0.00 0.00 0.00 0.00 0.00 2571.68 5907.12 82.04 9216.72 0.74 0.00 0.00 0:25 6.6 1.5286 0.3238N/A 1.2048 12.7334 3820.03 0.00 0.00 0.00 0.00 0.00 3820.03 6723.96 93.39 12943.36 1.05 0.00 0.00 0:30 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 0.00 0:35 8.4 1.9454 0.3238N/A 1.6217 17.1394 5141.82 0.00 0.00 0.00 0.00 0.00 5141.82 9332.43 129.62 22179.25 1.79 0.00 0.00 0:40 9 2.0844 0.3238N/A 1.7607 18.6080 5582.41 0.00 0.00 0.00 0.00 0.00 5582.41 10976.91 152.46 27609.21 2.23 0.00 0.00 0:45 12.3 2.8487 0.3238N/A 2.5249 26.6856 8005.68 0.00 0.00 0.00 0.00 0.00 8005.68 12758.45 177.20 35437.68 2.86 0.00 0.00 0:50 17.6 4.0762 0.3238N/A 3.7524 39.6586 11897.59 0.00 0.00 0.00 0.00 0.00 11897.59 15326.93 212.87 47122.40 3.81 0.00 0.00 0:55 16.1 3.7288 0.3238N/A 3.4050 35.9870 10796.10 0.00 0.00 0.00 0.00 0.00 10796.10 19160.63 266.12 57652.38 4.66 0.00 0.00 1:00 4.2 0.9727 0.3238N/A 0.6490 6.8589 2057.66 0.00 0.00 0.00 0.00 0.00 2057.66 22615.47 314.10 59395.94 4.80 0.00 0.00 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 23187.52 322.05 59073.89 4.77 0.00 0.00 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 23081.86 320.58 58753.31 4.75 0.00 0.00 1:15 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 58434.19 4.72 0.00 0.00 Total volume (cf) 61114.33 Total Overflow (cf) 0.00 Drawdown time = 271.15 cf/5min x 12.00 per/hr = 3253.80 cf/hr. Therefore, 59395.94 cf. / 3253.8 cf/hr = 18.2543294 hours for total drawdown plus storm event =19.25 hrs total drawdown 2 of 6
3 Hour Storm in 5 minute increments Drywell Drywell Drywell Drywell Overflow B asin B asin B asin Time Pattern Storm Loss Rate V 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 0.00 0:10 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 3784.51 52.56 514.01 0.04 0.00 0.00 0:15 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 3868.64 53.73 573.28 0.05 0.00 0.00 0:20 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 3888.09 54.00 1033.72 0.08 0.00 0.00 0:25 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 0.00 0:30 1.8 0.58 0.32 N/A 0.2595 2.7421 822.63 0.00 0.00 0.00 0.00 0.00 822.63 4189.54 58.19 2256.49 0.18 0.00 0.00 0:35 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 0.00 0:40 1.8 0.58 0.32 N/A 0.2595 2.7421 822.63 0.00 0.00 0.00 0.00 0.00 822.63 4588.90 63.73 3468.15 0.28 0.00 0.00 0:45 1.8 0.58 0.32 N/A 0.2595 2.7421 822.63 0.00 0.00 0.00 0.00 0.00 822.63 4837.88 67.19 4223.58 0.34 0.00 0.00 0:50 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 5085.74 70.64 4667.39 0.38 0.00 0.00 0:55 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 0.00 1:00 1.8 0.58 0.32 N/A 0.2595 2.7421 822.63 0.00 0.00 0.00 0.00 0.00 822.63 5410.00 75.14 5959.38 0.48 0.00 0.00 1:05 2.2 0.71 0.32 N/A 0.3891 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 0.00 1:10 2.2 0.71 0.32 N/A 0.3891 4.1118 1233.54 0.00 0.00 0.00 0.00 0.00 1233.54 6034.19 83.81 8264.12 0.67 0.00 0.00 1:15 2.2 0.71 0.32 N/A 0.3891 4.1118 1233.54 0.00 0.00 0.00 0.00 0.00 1233.54 6411.42 89.05 9408.61 0.76 0.00 0.00 1:20 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 6786.92 94.26 10342.43 0.84 0.00 0.00 1:25 2.6 0.84 0.32 N/A 0.5187 5.4815 1644.46 0.00 0.00 0.00 0.00 0.00 1644.46 7093.30 98.52 11888.37 0.96 0.00 0.00 1:30 2.7 0.87 0.32 N/A 0.5511 5.8240 1747.19 0.00 0.00 0.00 0.00 0.00 1747.19 7600.52 105.56 13530.00 1.09 0.00 0.00 1:35 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 8139.13 113.04 14855.96 1.20 0.00 0.00 1:40 2.7 0.87 0.32 N/A 0.5511 5.8240 1747.19 0.00 0.00 0.00 0.00 0.00 1747.19 8574.17 119.09 16484.06 1.33 0.00 0.00 1:45 3.3 1.07 0.32 N/A 0.7455 7.8785 2363.56 0.00 0.00 0.00 0.00 0.00 2363.56 9108.34 126.50 18721.12 1.51 0.00 0.00 1:50 3.1 1.00 0.32 N/A 0.6807 7.1937 2158.10 0.00 0.00 0.00 0.00 0.00 2158.10 9842.31 136.70 20742.52 1.68 0.00 0.00 1:55 2.9 0.94 0.32 N/A 0.6159 6.5088 1952.65 0.00 0.00 0.00 0.00 0.00 1952.65 10505.52 145.91 22549.26 1.82 0.00 0.00 2:00 3 0.97 0.32 N/A 0.6483 6.8513 2055.38 0.00 0.00 0.00 0.00 0.00 2055.38 11098.30 154.14 24450.49 1.98 0.00 0.00 2:05 3.1 1.00 0.32 N/A 0.6807 7.1937 2158.10 0.00 0.00 0.00 0.00 0.00 2158.10 11722.09 162.81 26445.79 2.14 0.00 0.00 2:10 4.2 1.36 0.32 N/A 1.0371 10.9604 3288.13 0.00 0.00 0.00 0.00 0.00 3288.13 12376.74 171.90 29562.02 2.39 0.00 0.00 2:15 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 13399.15 186.10 33485.88 2.71 0.00 0.00 2:20 3.5 1.13 0.32 N/A 0.8103 8.5634 2569.02 0.00 0.00 0.00 0.00 0.00 2569.02 14686.55 203.98 35850.92 2.90 0.00 0.00 2:25 6.8 2.20 0.32 N/A 1.8795 19.8636 5959.08 0.00 0.00 0.00 0.00 0.00 5959.08 15462.51 214.76 41595.24 3.36 0.00 0.00 2:30 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 47827.04 3.86 0.00 0.00 2:35 8.2 2.66 0.32 N/A 2.3331 24.6576 7397.29 0.00 0.00 0.00 0.00 0.00 7397.29 19391.82 269.33 54955.00 4.44 0.00 0.00 2:40 5.9 1.91 0.32 N/A 1.5879 16.7817 5034.52 0.00 0.00 0.00 0.00 0.00 5034.52 21730.47 301.81 59687.71 4.82 0.00 0.00 2:45 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 23283.25 323.38 60392.42 4.88 0.00 0.00 2:50 1.8 0.58 0.32 N/A 0.2595 2.7421 822.63 0.00 0.00 0.00 0.00 0.00 822.63 23514.46 326.59 60888.45 4.92 0.00 0.00 2:55 1.8 0.58 0.32 N/A 0.2595 2.7421 822.63 0.00 0.00 0.00 0.00 0.00 822.63 23677.21 328.85 61382.23 4.96 0.00 0.00 ok MAX DEPTH=5.0' 3:00 0.6 0.19 0.32 0.17 0.0194 0.2055 61.64 0.00 0.00 0.00 0.00 0.00 61.64 23839.21 331.10 61112.76 4.94 0.00 0.00 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 23750.80 329.87 60782.89 4.91 0.00 0.00 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 23642.57 328.37 60454.52 4.89 0.00 0.00 3:15 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 23534.84 326.87 60127.65 4.86 0.00 0.00 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 23427.59 325.38 59802.27 4.83 0.00 0.00 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 23320.83 323.90 59478.37 4.81 0.00 0.00 3:30 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 0.00 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 23108.78 320.96 58834.99 4.75 0.00 0.00 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 23003.47 319.49 58515.49 4.73 0.00 0.00 Total volume (cf) 66256.43 Total Overflow (cf) 0.00 Drawdown time = 332.49 cf/5min x 12.0000 per/hr = 3989.88cf/hr. Therefore, 58553.00 cf. / 3989.88 cf/hr = 14.6753787 hours for total drawdown plus storm event =17.68 hrs total drawdown 3 of 6
6 Hour Storm in 5 minute increments Drywell Drywell Drywell Drywell Overflow B asin B asin B asin Time Pattern Storm Loss Rate V 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 0.00 0:10 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 0.00 0:15 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 0.00 0:20 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 0.00 0:25 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 51.84 127.10 0.01 0.00 0.00 0:30 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 0.00 0:35 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 52.15 208.87 0.02 0.00 0.00 0:40 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 0.00 0:45 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 3781.85 52.53 289.91 0.02 0.00 0.00 0:50 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 0.00 0:55 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 3808.32 52.89 370.21 0.03 0.00 0.00 1:00 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 3821.46 53.08 423.36 0.03 0.00 0.00 1:05 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 3838.90 53.32 476.27 0.04 0.00 0.00 1:10 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 3856.26 53.56 528.94 0.04 0.00 0.00 1:15 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 3873.54 53.80 581.37 0.05 0.00 0.00 1:20 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 3890.75 54.04 633.56 0.05 0.00 0.00 1:25 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 3907.87 54.28 685.52 0.06 0.00 0.00 1:30 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 0.00 1:35 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 3941.88 54.75 788.72 0.06 0.00 0.00 1:40 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 54.98 839.96 0.07 0.00 0.00 1:45 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 55.22 890.98 0.07 0.00 0.00 1:50 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 0.00 1:55 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 0.00 2:00 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 4025.57 55.91 1104.98 0.09 0.00 0.00 2:05 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 0.00 2:10 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 4078.88 56.65 1266.72 0.10 0.00 0.00 2:15 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 0.00 2:20 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 1489.05 0.12 0.00 0.00 2:25 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 4188.55 58.17 1599.46 0.13 0.00 0.00 2:30 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 0.00 2:35 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 4260.84 59.18 1818.77 0.15 0.00 0.00 2:40 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 0.00 2:45 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 2168.88 0.18 0.00 0.00 2:50 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 0.00 2:55 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 0.00 3:00 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 4568.79 63.46 2885.90 0.23 0.00 0.00 3:05 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 4646.85 64.54 3122.73 0.25 0.00 0.00 3:10 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 0.00 3:15 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 4845.47 67.30 3858.13 0.31 0.00 0.00 3:20 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 4965.83 68.97 4223.31 0.34 0.00 0.00 3:25 1.2 0.50 0.32 N/A 0.1788 1.8898 566.94 0.00 0.00 0.00 0.00 0.00 566.94 5085.65 70.63 4719.62 0.38 0.00 0.00 3:30 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 0.00 3:35 1.4 0.59 0.32 N/A 0.2626 2.7751 832.52 0.00 0.00 0.00 0.00 0.00 832.52 5454.15 75.75 6103.23 0.49 0.00 0.00 3:40 1.4 0.59 0.32 N/A 0.2626 2.7751 832.52 0.00 0.00 0.00 0.00 0.00 832.52 5702.44 79.20 6856.54 0.55 0.00 0.00 3:45 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 82.63 7739.22 0.63 0.00 0.00 3:50 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 86.66 8617.86 0.70 0.00 0.00 3:55 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 0.00 4:00 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 6858.01 95.25 10628.14 0.86 0.00 0.00 4:05 1.7 0.71 0.32 N/A 0.3882 4.1029 1230.88 0.00 0.00 0.00 0.00 0.00 1230.88 7187.04 99.82 11759.20 0.95 0.00 0.00 4:10 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 13017.89 1.05 0.00 0.00 4:15 1.9 0.80 0.32 N/A 0.4720 4.9882 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 4 of 6 4:20 2 0.84 0.32 N/A 0.5139 5.4308 1629.24 0.00 0.00 0.00 0.00 0.00 1629.24 8425.76 117.02 15915.85 1.29 0.00 0.00 4:25 2.1 0.88 0.32 N/A 0.5557 5.8734 1762.03 0.00 0.00 0.00 0.00 0.00 1762.03 8921.91 123.92 17553.96 1.42 0.00 0.00 4:30 2.1 0.88 0.32 N/A 0.5557 5.8734 1762.03 0.00 0.00 0.00 0.00 0.00 1762.03 9459.37 131.38 19184.61 1.55 0.00 0.00 4:35 2.2 0.92 0.32 N/A 0.5976 6.3160 1894.81 0.00 0.00 0.00 0.00 0.00 1894.81 9994.38 138.81 20940.61 1.69 0.00 0.00 4:40 2.3 0.96 0.32 N/A 0.6395 6.7587 2027.60 0.00 0.00 0.00 0.00 0.00 2027.60 10570.51 146.81 22821.40 1.84 0.00 0.00 4:45 2.4 1.01 0.32 N/A 0.6814 7.2013 2160.39 0.00 0.00 0.00 0.00 0.00 2160.39 11187.59 155.38 24826.40 2.01 0.00 0.00 4:50 2.4 1.01 0.32 N/A 0.6814 7.2013 2160.39 0.00 0.00 0.00 0.00 0.00 2160.39 11845.42 164.52 26822.27 2.17 0.00 0.00 4:55 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 28941.83 2.34 0.00 0.00 5:00 2.6 1.09 0.32 N/A 0.7651 8.0865 2425.96 0.00 0.00 0.00 0.00 0.00 2425.96 13195.67 183.27 31184.52 2.52 0.00 0.00 5:05 3.1 1.30 0.32 N/A 0.9745 10.2997 3089.90 0.00 0.00 0.00 0.00 0.00 3089.90 13931.49 193.49 34080.92 2.75 0.00 0.00 5:10 3.6 1.51 0.32 N/A 1.1839 12.5128 3753.83 0.00 0.00 0.00 0.00 0.00 3753.83 14881.79 206.69 37628.06 3.04 0.00 0.00 5:15 3.9 1.63 0.32 N/A 1.3096 13.8406 4152.19 0.00 0.00 0.00 0.00 0.00 4152.19 16045.59 222.86 41557.40 3.36 0.00 0.00 5:20 4.2 1.76 0.32 N/A 1.4352 15.1685 4550.55 0.00 0.00 0.00 0.00 0.00 4550.55 17334.78 240.76 45867.19 3.71 0.00 0.00 5:25 4.7 1.97 0.32 N/A 1.6446 17.3816 5214.49 0.00 0.00 0.00 0.00 0.00 5214.49 18748.80 260.40 50821.28 4.11 0.00 0.00 5:30 5.6 2.35 0.32 N/A 2.0215 21.3652 6409.57 0.00 0.00 0.00 0.00 0.00 6409.57 20374.22 282.98 56947.87 4.60 0.00 0.00 5:35 1.9 0.80 0.32 N/A 0.4720 4.9882 1496.45 0.00 0.00 0.00 0.00 0.00 1496.45 22384.32 310.89 58133.43 4.70 0.00 0.00 5:40 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 57985.72 4.69 0.00 0.00 5:45 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 22724.83 315.62 57749.77 4.67 0.00 0.00 5:50 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 0.00 5:55 0.3 0.13 0.32 0.11 0.0126 0.1328 39.84 0.00 0.00 0.00 0.00 0.00 39.84 22566.00 313.42 57228.03 4.62 0.00 0.00 6:00 0.2 0.08 0.32 0.08 0.0084 0.0885 26.56 0.00 0.00 0.00 0.00 0.00 26.56 22476.24 312.17 56942.42 4.60 0.00 0.00 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 22382.53 310.87 56631.55 4.58 0.00 0.00 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 22280.54 309.45 56322.10 4.55 0.00 0.00 6:15 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 0.00 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 22077.94 306.64 55707.42 4.50 0.00 0.00 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 21977.34 305.24 55402.18 4.48 0.00 0.00 6:30 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 21877.19 303.85 55098.33 4.45 0.00 0.00 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 21777.50 302.47 54795.87 4.43 0.00 0.00 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 21678.26 301.09 54494.78 4.40 0.00 0.00 6:45 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 0.00 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 21481.14 298.35 53896.71 4.36 0.00 0.00 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 21383.25 296.99 53599.72 4.33 0.00 0.00 7:00 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 21285.81 295.64 53304.09 4.31 0.00 0.00 Total volume (cf) 64794.91 Total Overflow (cf) 0.00 Drawdown time = 263.80 cf/5min x 12 per/hr = 3165.6 cf/hr. Therefore, 58133.43 cf. / 3165.6 cf/hr = 18.3641115 hours for total drawdown plus storm event =23.97 hrs total drawdown 5 of 6 24 Hour Storm in 15 minute increments Drywell Drywell Drywell Drywell Overflow B asin B asin B asin Time Pattern Storm Loss Rate V 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 0.00 0:30 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 0.00 0:45 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 0.00 1:00 0.4 0.08 0.55 0.08 0.0084 0.0889 80.05 0.00 0.00 0.00 0.00 0.00 80.05 3700.00 80.05 0.00 0.00 0.00 0.00 1:15 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 0.00 1:30 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 0.00 1:45 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 0.00 2:00 0.4 0.08 0.52 0.08 0.0084 0.0889 80.05 0.00 0.00 0.00 0.00 0.00 80.05 3700.00 80.05 0.00 0.00 0.00 0.00 2:15 0.4 0.08 0.52 0.08 0.0084 0.0889 80.05 0.00 0.00 0.00 0.00 0.00 80.05 3700.00 80.05 0.00 0.00 0.00 0.00 2:30 0.4 0.08 0.51 0.08 0.0084 0.0889 80.05 0.00 0.00 0.00 0.00 0.00 80.05 3700.00 80.05 0.00 0.00 0.00 0.00 2:45 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 0.00 3:00 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 0.00 3:15 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 0.00 3:30 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 0.00 3:45 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 0.00 4:00 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 0.00 4:15 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 0.00 4:30 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 0.00 4:45 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 0.00 5:00 0.8 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 0.00 5:15 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 0.00 5:30 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 0.00 5:45 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 0.00 6:00 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 3701.95 154.25 11.80 0.00 0.00 0.00 6:15 0.9 0.19 0.42 0.17 0.0189 0.2001 180.12 0.00 0.00 0.00 0.00 0.00 180.12 3703.87 154.33 37.59 0.00 0.00 0.00 6:30 0.9 0.19 0.42 0.17 0.0189 0.2001 180.12 0.00 0.00 0.00 0.00 0.00 180.12 3712.33 154.68 63.02 0.01 0.00 0.00 6:45 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 0.00 7:00 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 3735.48 155.64 152.61 0.01 0.00 0.00 7:15 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 0.00 7:30 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 3764.47 156.85 259.79 0.02 0.00 0.00 7:45 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 3785.23 157.72 342.22 0.03 0.00 0.00 8:00 1.3 0.27 0.38 0.25 0.0274 0.2891 260.17 0.00 0.00 0.00 0.00 0.00 260.17 3812.28 158.85 443.55 0.04 0.00 0.00 8:15 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 3845.53 160.23 583.52 0.05 0.00 0.00 8:30 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 3891.45 162.14 721.57 0.06 0.00 0.00 8:45 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 3936.74 164.03 877.75 0.07 0.00 0.00 9:00 1.7 0.36 0.36 0.32 0.0358 0.3780 340.22 0.00 0.00 0.00 0.00 0.00 340.22 3987.99 166.17 1051.81 0.08 0.00 0.00 9:15 1.9 0.40 0.36 N/A 0.0436 0.4609 414.83 0.00 0.00 0.00 0.00 0.00 414.83 4045.09 168.55 1298.09 0.10 0.00 0.00 9:30 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 1789.46 0.14 0.00 0.00 9:45 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 4287.11 178.63 2522.11 0.20 0.00 0.00 10:00 2.2 0.46 0.34 N/A 0.1218 1.2876 1158.81 0.00 0.00 0.00 0.00 0.00 1158.81 4527.49 188.65 3492.28 0.28 0.00 0.00 10:15 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 4845.80 201.91 3590.57 0.29 0.00 0.00 10:30 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 4878.05 203.25 3687.51 0.30 0.00 0.00 10:45 2 0.42 0.33 N/A 0.0944 0.9977 897.97 0.00 0.00 0.00 0.00 0.00 897.97 4909.86 204.58 4380.91 0.35 0.00 0.00 11:00 2 0.42 0.32 N/A 0.0992 1.0483 943.50 0.00 0.00 0.00 0.00 0.00 943.50 5137.35 214.06 5110.35 0.41 0.00 0.00 11:15 1.9 0.40 0.32 N/A 0.0829 0.8760 788.42 0.00 0.00 0.00 0.00 0.00 788.42 5376.68 224.03 5674.74 0.46 0.00 0.00 11:30 1.9 0.40 0.31 N/A 0.0876 0.9255 832.98 0.00 0.00 0.00 0.00 0.00 832.98 5561.85 231.74 6275.97 0.51 0.00 0.00 11:45 1.7 0.36 0.31 N/A 0.0501 0.5298 476.80 0.00 0.00 0.00 0.00 0.00 476.80 5759.12 239.96 6512.81 0.53 0.00 0.00 12:00 1.8 0.38 0.30 N/A 0.0757 0.8006 720.51 0.00 0.00 0.00 0.00 0.00 720.51 5836.82 243.20 6990.12 0.56 0.00 0.00 12:15 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 8904.92 0.72 0.00 0.00 12:30 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 0.89 0.00 0.00 12:45 2.8 0.59 0.29 N/A 0.2996 3.1662 2849.59 0.00 0.00 0.00 0.00 0.00 2849.59 7320.94 305.04 13580.81 1.10 0.00 0.00 6 of 6 13:00 2.9 0.61 0.29 N/A 0.3250 3.4348 3091.29 0.00 0.00 0.00 0.00 0.00 3091.29 8155.80 339.82 16332.28 1.32 0.00 0.00 13:15 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 20087.85 1.62 0.00 0.00 13:30 3.4 0.72 0.28N/A 0.4388 4.6373 4173.54 0.00 0.00 0.00 0.00 0.00 4173.54 10290.73 428.78 23832.61 1.93 0.00 0.00 13:45 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 0.00 14:00 2.3 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 0.00 14:15 2.7 0.57 0.26 N/A 0.3039 3.2123 2891.03 0.00 0.00 0.00 0.00 0.00 2891.03 12530.81 522.12 29284.29 2.37 0.00 0.00 14:30 2.6 0.55 0.26 N/A 0.2869 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 0.00 14:45 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 14021.57 584.23 33641.96 2.72 0.00 0.00 15:00 2.5 0.53 0.25 N/A 0.2738 2.8936 2604.27 0.00 0.00 0.00 0.00 0.00 2604.27 14737.77 614.07 35632.16 2.88 0.00 0.00 15:15 2.4 0.50 0.25 N/A 0.2566 2.7121 2440.85 0.00 0.00 0.00 0.00 0.00 2440.85 15390.74 641.28 37431.73 3.02 0.00 0.00 15:30 2.3 0.48 0.24 N/A 0.2394 2.5298 2276.86 0.00 0.00 0.00 0.00 0.00 2276.86 15981.17 665.88 39042.70 3.16 0.00 0.00 15:45 1.9 0.40 0.24 N/A 0.1589 1.6799 1511.89 0.00 0.00 0.00 0.00 0.00 1511.89 16509.72 687.91 39866.69 3.22 0.00 0.00 16:00 1.9 0.40 0.24 N/A 0.1626 1.7187 1546.86 0.00 0.00 0.00 0.00 0.00 1546.86 16780.07 699.17 40714.38 3.29 0.00 0.00 16:15 0.4 0.08 0.23 0.08 0.0084 0.0889 80.05 0.00 0.00 0.00 0.00 0.00 80.05 17058.19 710.76 40083.68 3.24 0.00 0.00 16:30 0.4 0.08 0.23 0.08 0.0084 0.0889 80.05 0.00 0.00 0.00 0.00 0.00 80.05 16851.26 702.14 39461.59 3.19 0.00 0.00 16:45 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 38828.00 3.14 0.00 0.00 17:00 0.3 0.06 0.22 0.06 0.0063 0.0667 60.04 0.00 0.00 0.00 0.00 0.00 60.04 16439.28 684.97 38203.07 3.09 0.00 0.00 17:15 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 0.00 17:30 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 0.00 17:45 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 15858.63 660.78 36497.52 2.95 0.00 0.00 18:00 0.4 0.08 0.21 0.08 0.0084 0.0889 80.05 0.00 0.00 0.00 0.00 0.00 80.05 15674.66 653.11 35924.46 2.90 0.00 0.00 18:15 0.4 0.08 0.21 0.08 0.0084 0.0889 80.05 0.00 0.00 0.00 0.00 0.00 80.05 15486.64 645.28 35359.23 2.86 0.00 0.00 18:30 0.4 0.08 0.20 0.08 0.0084 0.0889 80.05 0.00 0.00 0.00 0.00 0.00 80.05 15301.19 637.55 34801.74 2.81 0.00 0.00 18:45 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 34231.85 2.77 0.00 0.00 19:00 0.2 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 0.00 19:15 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 0.00 19:30 0.4 0.08 0.19 0.08 0.0084 0.0889 80.05 0.00 0.00 0.00 0.00 0.00 80.05 14558.51 606.60 32569.05 2.63 0.00 0.00 19:45 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 14385.75 599.41 32029.68 2.59 0.00 0.00 20:00 0.2 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 0.00 20:15 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 14027.67 584.49 30953.23 2.50 0.00 0.00 20:30 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 13855.60 577.32 30435.95 2.46 0.00 0.00 20:45 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 13685.89 570.25 29925.74 2.42 0.00 0.00 21:00 0.2 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 0.00 21:15 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 13346.82 556.12 28906.42 2.34 0.00 0.00 21:30 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 13184.06 549.34 28397.11 2.29 0.00 0.00 21:45 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 0.00 22:00 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 12858.70 535.78 27419.02 2.22 0.00 0.00 22:15 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 0.00 22:30 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 0.00 22:45 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 12383.86 515.99 25991.53 2.10 0.00 0.00 23:00 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 12227.70 509.49 25522.07 2.06 0.00 0.00 23:15 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 0.00 23:30 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 0.00 23:45 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 24151.84 1.95 0.00 0.00 24:00 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 11624.10 484.34 23707.53 1.92 0.00 0.00 0 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 1.88 0.00 0.00 Total volume (cf) 57344.59 Total Overflow (cf) 0.00 Drawdown time = 635.42 cf/5min x 12 per/hr = 7625.04 cf/hr. Therefore, 40714.38cf. / 7625.04 cf/hr = 5.34 hours for total drawdown plus storm event =29.15 hrs total drawdown POST DEVELOPMENT T1-T6
1 of 6 HYDROLOGY CALCULATIONS - Using the RCFC&WCD Short Cut Unit Hydrograph Method Area Designations Date Palm Apartments T1 Drainage Area (ac.) 1.8100 Unit time (minutes) 5 5 5 15 100 Year Storm Duration (hrs) 1 3 6 24 Total Precipitation (Plates D-4.4,E-5.2, 5.4, 5.6)(in.) 1.93 2.70 3.49 5.26 Or data from NOAA interactive website Soils Group A AMC index II Runoff Number (plate E-6.1) 32 Plate E-6.2 Pervious Area Loss Rate (Fp)(in/hr) 0.74 (AMC II) Percentage of Impervious Cover (Ai)(%) (plate E-6.3) 79.4 Weighted Average Loss Rate (F=Fp(1-.9Ai))(in./hr.) 0.21 (used for 1, 3, and 6 hour storm, the 24 hour storm uses variable maximum loss rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90 Retention Basin Percolation Rate (in/hr) 2 (also used for drywell percolation rate) Percolation is taken incrementally. Basin volume is calculated using the "truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometimes used (Drywell can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) Drywell storage includes 40% of the 1' wide rock bed surrounding the drywell: formula (upper)*PI()*(diam/2)^2+(lower)*PI()*((diam/2)^2+0.4*((diam/2+(grav+0.4166))^2-(diam/2+0.4166)^2)) The drywell wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "grav" Drywell design factors Upper sec. (ft.)= 0.0001 Lower sec. (ft.)= 0.0001 Ring diam. (ft.) = 0.0001 Drywell lower max. (cf)= 0.00 Upper max.(cf)= 0.00 Gravel bed width around drwyell= 0 Drywell total(cf)= 0.00 Ret. Basin design (area, depth) Top = 0.0001 s.f. Bot. = 0.0001 s.f. Max. Depth (d)= 0.0001 Max. storage= 0.00 (d/3)*(bottom+top+(bottom*top)^0.50) Formulas vol=(h/3)*(bottom+top+(bottom*top)^0.50) area=bottom+(h/d)*(top-bottom) h=(vol*3)/(bottom+top+(bottom*top)^0.5) (values must be non-zero or error occurs) Outside input from: N/A 1 Hour Storm in 5 minute increments Time Pattern Storm Loss Rate Value 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 353.55 0:10 4.8 1.1117 0.2112 N/A 0.9005 1.6435 493.04 0:15 5.1 1.1812 0.2112 N/A 0.9700 1.7703 531.08 0:20 4.9 1.1348 0.2112 N/A 0.9236 1.6857 505.72 0:25 6.6 1.5286 0.2112 N/A 1.3174 2.4043 721.29 0:30 7.3 1.6907 0.2112 N/A 1.4795 2.7002 810.05 0:35 8.4 1.9454 0.2112 N/A 1.7342 3.1651 949.54 0:40 9 2.0844 0.2112 N/A 1.8732 3.4188 1025.63 0:45 12.3 2.8487 0.2112 N/A 2.6375 4.8136 1444.09 0:50 17.6 4.0762 0.2112 N/A 3.8650 7.0539 2116.16 0:55 16.1 3.7288 0.2112 N/A 3.5176 6.4198 1925.95 1:00 4.2 0.9727 0.2112 N/A 0.7615 1.3898 416.95 0 0.0000 0.2112 0.00 0.0000 0.0000 0.00 0 0.0000 0.2112 0.00 0.0000 0.0000 0.00 1:15 0 0.0000 0.2112 0.00 0.0000 0.0000 0.00 Total volume (cf) 11293.06 2 of 6
3 Hour Storm in 5 minute increments Time Pattern Storm Loss Rate Value 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 114.98 0:10 1.3 0.42 0.21 N/A 0.2100 0.3833 114.98 0:15 1.1 0.36 0.21 N/A 0.1452 0.2650 79.50 0:20 1.5 0.49 0.21 N/A 0.2748 0.5015 150.46 0:25 1.5 0.49 0.21 N/A 0.2748 0.5015 150.46 0:30 1.8 0.58 0.21 N/A 0.3720 0.6789 203.68 0:35 1.5 0.49 0.21 N/A 0.2748 0.5015 150.46 0:40 1.8 0.58 0.21 N/A 0.3720 0.6789 203.68 0:45 1.8 0.58 0.21 N/A 0.3720 0.6789 203.68 0:50 1.5 0.49 0.21 N/A 0.2748 0.5015 150.46 0:55 1.6 0.52 0.21 N/A 0.3072 0.5607 168.20 1:00 1.8 0.58 0.21 N/A 0.3720 0.6789 203.68 1:05 2.2 0.71 0.21 N/A 0.5016 0.9155 274.64 1:10 2.2 0.71 0.21 N/A 0.5016 0.9155 274.64 1:15 2.2 0.71 0.21 N/A 0.5016 0.9155 274.64 1:20 2 0.65 0.21 N/A 0.4368 0.7972 239.16 1:25 2.6 0.84 0.21 N/A 0.6312 1.1520 345.60 1:30 2.7 0.87 0.21 N/A 0.6636 1.2111 363.34 1:35 2.4 0.78 0.21 N/A 0.5664 1.0337 310.12 1:40 2.7 0.87 0.21 N/A 0.6636 1.2111 363.34 1:45 3.3 1.07 0.21 N/A 0.8580 1.5659 469.78 1:50 3.1 1.00 0.21 N/A 0.7932 1.4477 434.30 1:55 2.9 0.94 0.21 N/A 0.7284 1.3294 398.82 2:00 3 0.97 0.21 N/A 0.7608 1.3885 416.56 2:05 3.1 1.00 0.21 N/A 0.7932 1.4477 434.30 2:10 4.2 1.36 0.21 N/A 1.1496 2.0981 629.44 2:15 5 1.62 0.21 N/A 1.4088 2.5712 771.36 2:20 3.5 1.13 0.21 N/A 0.9228 1.6842 505.26 2:25 6.8 2.20 0.21 N/A 1.9920 3.6356 1090.67 2:30 7.3 2.37 0.21 N/A 2.1540 3.9312 1179.37 2:35 8.2 2.66 0.21 N/A 2.4456 4.4634 1339.03 2:40 5.9 1.91 0.21 N/A 1.7004 3.1034 931.01 2:45 2 0.65 0.21 N/A 0.4368 0.7972 239.16 2:50 1.8 0.58 0.21 N/A 0.3720 0.6789 203.68 2:55 1.8 0.58 0.21 N/A 0.3720 0.6789 203.68 3:00 0.6 0.19 0.21 0.17 0.0194 0.0355 10.64 0 0.00 0.21 0.00 0.0000 0.0000 0.00 0 0.00 0.21 0.00 0.0000 0.0000 0.00 3:15 0 0.00 0.21 0.00 0.0000 0.0000 0.00 0 0.00 0.21 0.00 0.0000 0.0000 0.00 0 0.00 0.21 0.00 0.0000 0.0000 0.00 3:30 0 0.00 0.21 0.00 0.0000 0.0000 0.00 0 0.00 0.21 0.00 0.0000 0.0000 0.00 0 0.00 0.21 0.00 0.0000 0.0000 0.00 Total volume (cf) 13596.79 3 of 6
6 Hour Storm in 5 minute increments Time Pattern Storm Loss Rate Value 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 11.47 0:10 0.6 0.25 0.21 N/A 0.0401 0.0732 21.95 0:15 0.6 0.25 0.21 N/A 0.0401 0.0732 21.95 0:20 0.6 0.25 0.21 N/A 0.0401 0.0732 21.95 0:25 0.6 0.25 0.21 N/A 0.0401 0.0732 21.95 0:30 0.7 0.29 0.21 N/A 0.0820 0.1496 44.88 0:35 0.7 0.29 0.21 N/A 0.0820 0.1496 44.88 0:40 0.7 0.29 0.21 N/A 0.0820 0.1496 44.88 0:45 0.7 0.29 0.21 N/A 0.0820 0.1496 44.88 0:50 0.7 0.29 0.21 N/A 0.0820 0.1496 44.88 0:55 0.7 0.29 0.21 N/A 0.0820 0.1496 44.88 1:00 0.8 0.34 0.21 N/A 0.1238 0.2260 67.81 1:05 0.8 0.34 0.21 N/A 0.1238 0.2260 67.81 1:10 0.8 0.34 0.21 N/A 0.1238 0.2260 67.81 1:15 0.8 0.34 0.21 N/A 0.1238 0.2260 67.81 1:20 0.8 0.34 0.21 N/A 0.1238 0.2260 67.81 1:25 0.8 0.34 0.21 N/A 0.1238 0.2260 67.81 1:30 0.8 0.34 0.21 N/A 0.1238 0.2260 67.81 1:35 0.8 0.34 0.21 N/A 0.1238 0.2260 67.81 1:40 0.8 0.34 0.21 N/A 0.1238 0.2260 67.81 1:45 0.8 0.34 0.21 N/A 0.1238 0.2260 67.81 1:50 0.8 0.34 0.21 N/A 0.1238 0.2260 67.81 1:55 0.8 0.34 0.21 N/A 0.1238 0.2260 67.81 2:00 0.9 0.38 0.21 N/A 0.1657 0.3025 90.74 2:05 0.8 0.34 0.21 N/A 0.1238 0.2260 67.81 2:10 0.9 0.38 0.21 N/A 0.1657 0.3025 90.74 2:15 0.9 0.38 0.21 N/A 0.1657 0.3025 90.74 2:20 0.9 0.38 0.21 N/A 0.1657 0.3025 90.74 2:25 0.9 0.38 0.21 N/A 0.1657 0.3025 90.74 2:30 0.9 0.38 0.21 N/A 0.1657 0.3025 90.74 2:35 0.9 0.38 0.21 N/A 0.1657 0.3025 90.74 2:40 0.9 0.38 0.21 N/A 0.1657 0.3025 90.74 2:45 1 0.42 0.21 N/A 0.2076 0.3789 113.67 2:50 1 0.42 0.21 N/A 0.2076 0.3789 113.67 2:55 1 0.42 0.21 N/A 0.2076 0.3789 113.67 3:00 1 0.42 0.21 N/A 0.2076 0.3789 113.67 3:05 1 0.42 0.21 N/A 0.2076 0.3789 113.67 3:10 1.1 0.46 0.21 N/A 0.2495 0.4553 136.60 3:15 1.1 0.46 0.21 N/A 0.2495 0.4553 136.60 3:20 1.1 0.46 0.21 N/A 0.2495 0.4553 136.60 3:25 1.2 0.50 0.21 N/A 0.2914 0.5318 159.53 3:30 1.3 0.54 0.21 N/A 0.3332 0.6082 182.46 3:35 1.4 0.59 0.21 N/A 0.3751 0.6846 205.39 3:40 1.4 0.59 0.21 N/A 0.3751 0.6846 205.39 3:45 1.5 0.63 0.21 N/A 0.4170 0.7611 228.32 3:50 1.5 0.63 0.21 N/A 0.4170 0.7611 228.32 3:55 1.6 0.67 0.21 N/A 0.4589 0.8375 251.25 4:00 1.6 0.67 0.21 N/A 0.4589 0.8375 251.25 4:05 1.7 0.71 0.21 N/A 0.5008 0.9139 274.18 4:10 1.8 0.75 0.21 N/A 0.5426 0.9904 297.11 4:15 1.9 0.80 0.21 N/A 0.5845 1.0668 320.04 4 of 6 4:20 2 0.84 0.21 N/A 0.6264 1.1432 342.97 4:25 2.1 0.88 0.21 N/A 0.6683 1.2197 365.90 4:30 2.1 0.88 0.21 N/A 0.6683 1.2197 365.90 4:35 2.2 0.92 0.21 N/A 0.7102 1.2961 388.83 4:40 2.3 0.96 0.21 N/A 0.7520 1.3725 411.76 4:45 2.4 1.01 0.21 N/A 0.7939 1.4490 434.69 4:50 2.4 1.01 0.21 N/A 0.7939 1.4490 434.69 4:55 2.5 1.05 0.21 N/A 0.8358 1.5254 457.62 5:00 2.6 1.09 0.21 N/A 0.8777 1.6018 480.55 5:05 3.1 1.30 0.21 N/A 1.0871 1.9840 595.21 5:10 3.6 1.51 0.21 N/A 1.2965 2.3662 709.86 5:15 3.9 1.63 0.21 N/A 1.4221 2.5955 778.65 5:20 4.2 1.76 0.21 N/A 1.5478 2.8248 847.44 5:25 4.7 1.97 0.21 N/A 1.7572 3.2070 962.09 5:30 5.6 2.35 0.21 N/A 2.1341 3.8949 1168.46 5:35 1.9 0.80 0.21 N/A 0.5845 1.0668 320.04 5:40 0.9 0.38 0.21 N/A 0.1657 0.3025 90.74 5:45 0.6 0.25 0.21 N/A 0.0401 0.0732 21.95 5:50 0.5 0.21 0.21 0.19 0.0209 0.0382 11.47 5:55 0.3 0.13 0.21 0.11 0.0126 0.0229 6.88 6:00 0.2 0.08 0.21 0.08 0.0084 0.0153 4.59 0 0.00 0.21 0.00 0.0000 0.0000 0.00 0 0.00 0.21 0.00 0.0000 0.0000 0.00 6:15 0 0.00 0.21 0.00 0.0000 0.0000 0.00 0 0.00 0.21 0.00 0.0000 0.0000 0.00 0 0.00 0.21 0.00 0.0000 0.0000 0.00 6:30 0 0.00 0.21 0.00 0.0000 0.0000 0.00 0 0.00 0.21 0.00 0.0000 0.0000 0.00 0 0.00 0.21 0.00 0.0000 0.0000 0.00 6:45 0 0.00 0.21 0.00 0.0000 0.0000 0.00 0 0.00 0.21 0.00 0.0000 0.0000 0.00 0 0.00 0.21 0.00 0.0000 0.0000 0.00 7:00 0 0.00 0.21 0.00 0.0000 0.0000 0.00 Total volume (cf) 14757.60 5 of 6 24 Hour Storm in 15 minute increments Time Pattern Storm Loss Rate Value 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 6.91 0:30 0.3 0.06 0.37 0.06 0.0063 0.0115 10.37 0:45 0.3 0.06 0.36 0.06 0.0063 0.0115 10.37 1:00 0.4 0.08 0.36 0.08 0.0084 0.0154 13.82 1:15 0.3 0.06 0.35 0.06 0.0063 0.0115 10.37 1:30 0.3 0.06 0.35 0.06 0.0063 0.0115 10.37 1:45 0.3 0.06 0.35 0.06 0.0063 0.0115 10.37 2:00 0.4 0.08 0.34 0.08 0.0084 0.0154 13.82 2:15 0.4 0.08 0.34 0.08 0.0084 0.0154 13.82 2:30 0.4 0.08 0.33 0.08 0.0084 0.0154 13.82 2:45 0.5 0.11 0.33 0.09 0.0105 0.0192 17.28 3:00 0.5 0.11 0.32 0.09 0.0105 0.0192 17.28 3:15 0.5 0.11 0.32 0.09 0.0105 0.0192 17.28 3:30 0.5 0.11 0.32 0.09 0.0105 0.0192 17.28 3:45 0.5 0.11 0.31 0.09 0.0105 0.0192 17.28 4:00 0.6 0.13 0.31 0.11 0.0126 0.0230 20.74 4:15 0.6 0.13 0.30 0.11 0.0126 0.0230 20.74 4:30 0.7 0.15 0.30 0.13 0.0147 0.0269 24.19 4:45 0.7 0.15 0.30 0.13 0.0147 0.0269 24.19 5:00 0.8 0.17 0.29 0.15 0.0168 0.0307 27.65 5:15 0.6 0.13 0.29 0.11 0.0126 0.0230 20.74 5:30 0.7 0.15 0.29 0.13 0.0147 0.0269 24.19 5:45 0.8 0.17 0.28 0.15 0.0168 0.0307 27.65 6:00 0.8 0.17 0.28 0.15 0.0168 0.0307 27.65 6:15 0.9 0.19 0.27 0.17 0.0189 0.0346 31.10 6:30 0.9 0.19 0.27 0.17 0.0189 0.0346 31.10 6:45 1 0.21 0.27 0.19 0.0210 0.0384 34.56 7:00 1 0.21 0.26 0.19 0.0210 0.0384 34.56 7:15 1 0.21 0.26 0.19 0.0210 0.0384 34.56 7:30 1.1 0.23 0.26 0.21 0.0231 0.0422 38.02 7:45 1.2 0.25 0.25 0.23 0.0252 0.0461 41.47 8:00 1.3 0.27 0.25 0.25 0.0274 0.0499 44.93 8:15 1.5 0.32 0.25 N/A 0.0697 0.1272 114.50 8:30 1.5 0.32 0.24 N/A 0.0731 0.1335 120.14 8:45 1.6 0.34 0.24 N/A 0.0976 0.1781 160.30 9:00 1.7 0.36 0.24 N/A 0.1220 0.2227 200.40 9:15 1.9 0.40 0.23 N/A 0.1674 0.3056 275.01 9:30 2 0.42 0.23 N/A 0.1918 0.3500 315.02 9:45 2.1 0.44 0.23 N/A 0.2161 0.3944 354.97 10:00 2.2 0.46 0.22 N/A 0.2404 0.4387 394.87 10:15 1.5 0.32 0.22 N/A 0.0963 0.1758 158.24 10:30 1.5 0.32 0.22 N/A 0.0995 0.1816 163.47 10:45 2 0.42 0.21 N/A 0.2079 0.3794 341.46 11:00 2 0.42 0.21 N/A 0.2110 0.3851 346.58 11:15 1.9 0.40 0.21 N/A 0.1930 0.3523 317.10 11:30 1.9 0.40 0.20 N/A 0.1961 0.3579 322.12 11:45 1.7 0.36 0.20 N/A 0.1570 0.2866 257.97 12:00 1.8 0.38 0.20 N/A 0.1811 0.3305 297.44 12:15 2.5 0.53 0.19 N/A 0.3313 0.6047 544.21 12:30 2.6 0.55 0.19 N/A 0.3553 0.6484 583.56 12:45 2.8 0.59 0.19 N/A 0.4002 0.7305 657.43 6 of 6 13:00 2.9 0.61 0.19 N/A 0.4241 0.7741 696.67 13:15 3.4 0.72 0.18 N/A 0.5321 0.9712 874.09 13:30 3.4 0.72 0.18 N/A 0.5349 0.9763 878.66 13:45 2.3 0.48 0.18 N/A 0.3062 0.5589 503.01 14:00 2.3 0.48 0.17 N/A 0.3089 0.5638 507.45 14:15 2.7 0.57 0.17 N/A 0.3958 0.7223 650.08 14:30 2.6 0.55 0.17 N/A 0.3774 0.6887 619.84 14:45 2.6 0.55 0.17 N/A 0.3800 0.6934 624.10 15:00 2.5 0.53 0.16 N/A 0.3615 0.6597 593.74 15:15 2.4 0.50 0.16 N/A 0.3429 0.6259 563.32 15:30 2.3 0.48 0.16 N/A 0.3244 0.5920 532.83 15:45 1.9 0.40 0.16 N/A 0.2427 0.4429 398.60 16:00 1.9 0.40 0.15 N/A 0.2451 0.4473 402.54 16:15 0.4 0.08 0.15 0.08 0.0084 0.0154 13.82 16:30 0.4 0.08 0.15 0.08 0.0084 0.0154 13.82 16:45 0.3 0.06 0.15 0.06 0.0063 0.0115 10.37 17:00 0.3 0.06 0.15 0.06 0.0063 0.0115 10.37 17:15 0.5 0.11 0.14 0.09 0.0105 0.0192 17.28 17:30 0.5 0.11 0.14 0.09 0.0105 0.0192 17.28 17:45 0.5 0.11 0.14 0.09 0.0105 0.0192 17.28 18:00 0.4 0.08 0.14 0.08 0.0084 0.0154 13.82 18:15 0.4 0.08 0.14 0.08 0.0084 0.0154 13.82 18:30 0.4 0.08 0.13 0.08 0.0084 0.0154 13.82 18:45 0.3 0.06 0.13 0.06 0.0063 0.0115 10.37 19:00 0.2 0.04 0.13 0.04 0.0042 0.0077 6.91 19:15 0.3 0.06 0.13 0.06 0.0063 0.0115 10.37 19:30 0.4 0.08 0.13 0.08 0.0084 0.0154 13.82 19:45 0.3 0.06 0.12 0.06 0.0063 0.0115 10.37 20:00 0.2 0.04 0.12 0.04 0.0042 0.0077 6.91 20:15 0.3 0.06 0.12 0.06 0.0063 0.0115 10.37 20:30 0.3 0.06 0.12 0.06 0.0063 0.0115 10.37 20:45 0.3 0.06 0.12 0.06 0.0063 0.0115 10.37 21:00 0.2 0.04 0.12 0.04 0.0042 0.0077 6.91 21:15 0.3 0.06 0.11 0.06 0.0063 0.0115 10.37 21:30 0.2 0.04 0.11 0.04 0.0042 0.0077 6.91 21:45 0.3 0.06 0.11 0.06 0.0063 0.0115 10.37 22:00 0.2 0.04 0.11 0.04 0.0042 0.0077 6.91 22:15 0.3 0.06 0.11 0.06 0.0063 0.0115 10.37 22:30 0.2 0.04 0.11 0.04 0.0042 0.0077 6.91 22:45 0.2 0.04 0.11 0.04 0.0042 0.0077 6.91 23:00 0.2 0.04 0.11 0.04 0.0042 0.0077 6.91 23:15 0.2 0.04 0.11 0.04 0.0042 0.0077 6.91 23:30 0.2 0.04 0.11 0.04 0.0042 0.0077 6.91 23:45 0.2 0.04 0.11 0.04 0.0042 0.0077 6.91 24:00 0.2 0.04 0.11 0.04 0.0042 0.0077 6.91 0 0.00 0.11 0.00 0.0000 0.0000 0.00 Total volume (cf) 14809.96 1 of 6 HYDROLOGY CALCULATIONS - Using the RCFC&WCD Short Cut Unit Hydrograph Method Area Designations Date Palm Apartments T2 Drainage Area (ac.) 1.6800 Unit time (minutes) 5 5 5 15 100 Year Storm Duration (hrs) 1 3 6 24 Total Precipitation (Plates D-4.4,E-5.2, 5.4, 5.6)(in.) 1.93 2.70 3.49 5.26 Or data from NOAA interactive website Soils Group A AMC index II Runoff Number (plate E-6.1) 32 Plate E-6.2 Pervious Area Loss Rate (Fp)(in/hr) 0.74 (AMC II) Percentage of Impervious Cover (Ai)(%) (plate E-6.3) 81.9 Weighted Average Loss Rate (F=Fp(1-.9Ai))(in./hr.) 0.19 (used for 1, 3, and 6 hour storm, the 24 hour storm uses variable maximum loss rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90 Retention Basin Percolation Rate (in/hr) 2 (also used for drywell percolation rate) Percolation is taken incrementally. Basin volume is calculated using the "truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometimes used (Drywell can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) Drywell storage includes 40% of the 1' wide rock bed surrounding the drywell: formula (upper)*PI()*(diam/2)^2+(lower)*PI()*((diam/2)^2+0.4*((diam/2+(grav+0.4166))^2-(diam/2+0.4166)^2)) The drywell wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "grav" Drywell design factors Upper sec. (ft.)= 0.0001 Lower sec. (ft.)= 0.0001 Ring diam. (ft.) = 0.0001 Drywell lower max. (cf)= 0.00 Upper max.(cf)= 0.00 Gravel bed width around drwyell= 0 Drywell total(cf)= 0.00 Ret. Basin design (area, depth) Top = 0.0001 s.f. Bot. = 0.0001 s.f. Max. Depth (d)= 0.0001 Max. storage= 0.00 (d/3)*(bottom+top+(bottom*top)^0.50) Formulas vol=(h/3)*(bottom+top+(bottom*top)^0.50) area=bottom+(h/d)*(top-bottom) h=(vol*3)/(bottom+top+(bottom*top)^0.5) (values must be non-zero or error occurs) Outside input from: N/A 1 Hour Storm in 5 minute increments Time Pattern Storm Loss Rate Value 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 336.62 0:10 4.8 1.1117 0.1945 N/A 0.9171 1.5536 466.09 0:15 5.1 1.1812 0.1945 N/A 0.9866 1.6713 501.40 0:20 4.9 1.1348 0.1945 N/A 0.9403 1.5929 477.86 0:25 6.6 1.5286 0.1945 N/A 1.3340 2.2598 677.95 0:30 7.3 1.6907 0.1945 N/A 1.4961 2.5345 760.34 0:35 8.4 1.9454 0.1945 N/A 1.7509 2.9660 889.80 0:40 9 2.0844 0.1945 N/A 1.8899 3.2014 960.42 0:45 12.3 2.8487 0.1945 N/A 2.6541 4.4961 1348.83 0:50 17.6 4.0762 0.1945 N/A 3.8816 6.5755 1972.64 0:55 16.1 3.7288 0.1945 N/A 3.5342 5.9870 1796.09 1:00 4.2 0.9727 0.1945 N/A 0.7782 1.3182 395.47 0 0.0000 0.1945 0.00 0.0000 0.0000 0.00 0 0.0000 0.1945 0.00 0.0000 0.0000 0.00 1:15 0 0.0000 0.1945 0.00 0.0000 0.0000 0.00 Total volume (cf) 10583.49 2 of 6
3 Hour Storm in 5 minute increments Time Pattern Storm Loss Rate Value 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 115.19 0:10 1.3 0.42 0.19 N/A 0.2267 0.3840 115.19 0:15 1.1 0.36 0.19 N/A 0.1619 0.2742 82.25 0:20 1.5 0.49 0.19 N/A 0.2915 0.4937 148.12 0:25 1.5 0.49 0.19 N/A 0.2915 0.4937 148.12 0:30 1.8 0.58 0.19 N/A 0.3887 0.6584 197.51 0:35 1.5 0.49 0.19 N/A 0.2915 0.4937 148.12 0:40 1.8 0.58 0.19 N/A 0.3887 0.6584 197.51 0:45 1.8 0.58 0.19 N/A 0.3887 0.6584 197.51 0:50 1.5 0.49 0.19 N/A 0.2915 0.4937 148.12 0:55 1.6 0.52 0.19 N/A 0.3239 0.5486 164.58 1:00 1.8 0.58 0.19 N/A 0.3887 0.6584 197.51 1:05 2.2 0.71 0.19 N/A 0.5183 0.8779 263.38 1:10 2.2 0.71 0.19 N/A 0.5183 0.8779 263.38 1:15 2.2 0.71 0.19 N/A 0.5183 0.8779 263.38 1:20 2 0.65 0.19 N/A 0.4535 0.7682 230.45 1:25 2.6 0.84 0.19 N/A 0.6479 1.0975 329.24 1:30 2.7 0.87 0.19 N/A 0.6803 1.1524 345.71 1:35 2.4 0.78 0.19 N/A 0.5831 0.9877 296.31 1:40 2.7 0.87 0.19 N/A 0.6803 1.1524 345.71 1:45 3.3 1.07 0.19 N/A 0.8747 1.4817 444.50 1:50 3.1 1.00 0.19 N/A 0.8099 1.3719 411.57 1:55 2.9 0.94 0.19 N/A 0.7451 1.2621 378.64 2:00 3 0.97 0.19 N/A 0.7775 1.3170 395.10 2:05 3.1 1.00 0.19 N/A 0.8099 1.3719 411.57 2:10 4.2 1.36 0.19 N/A 1.1663 1.9756 592.69 2:15 5 1.62 0.19 N/A 1.4255 2.4147 724.42 2:20 3.5 1.13 0.19 N/A 0.9395 1.5914 477.43 2:25 6.8 2.20 0.19 N/A 2.0087 3.4027 1020.80 2:30 7.3 2.37 0.19 N/A 2.1707 3.6771 1103.13 2:35 8.2 2.66 0.19 N/A 2.4623 4.1711 1251.32 2:40 5.9 1.91 0.19 N/A 1.7171 2.9087 872.61 2:45 2 0.65 0.19 N/A 0.4535 0.7682 230.45 2:50 1.8 0.58 0.19 N/A 0.3887 0.6584 197.51 2:55 1.8 0.58 0.19 N/A 0.3887 0.6584 197.51 3:00 0.6 0.19 0.19 0.17 0.0194 0.0329 9.88 0 0.00 0.19 0.00 0.0000 0.0000 0.00 0 0.00 0.19 0.00 0.0000 0.0000 0.00 3:15 0 0.00 0.19 0.00 0.0000 0.0000 0.00 0 0.00 0.19 0.00 0.0000 0.0000 0.00 0 0.00 0.19 0.00 0.0000 0.0000 0.00 3:30 0 0.00 0.19 0.00 0.0000 0.0000 0.00 0 0.00 0.19 0.00 0.0000 0.0000 0.00 0 0.00 0.19 0.00 0.0000 0.0000 0.00 Total volume (cf) 12916.38 3 of 6
6 Hour Storm in 5 minute increments Time Pattern Storm Loss Rate Value 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 10.64 0:10 0.6 0.25 0.19 N/A 0.0567 0.0961 28.83 0:15 0.6 0.25 0.19 N/A 0.0567 0.0961 28.83 0:20 0.6 0.25 0.19 N/A 0.0567 0.0961 28.83 0:25 0.6 0.25 0.19 N/A 0.0567 0.0961 28.83 0:30 0.7 0.29 0.19 N/A 0.0986 0.1671 50.12 0:35 0.7 0.29 0.19 N/A 0.0986 0.1671 50.12 0:40 0.7 0.29 0.19 N/A 0.0986 0.1671 50.12 0:45 0.7 0.29 0.19 N/A 0.0986 0.1671 50.12 0:50 0.7 0.29 0.19 N/A 0.0986 0.1671 50.12 0:55 0.7 0.29 0.19 N/A 0.0986 0.1671 50.12 1:00 0.8 0.34 0.19 N/A 0.1405 0.2380 71.40 1:05 0.8 0.34 0.19 N/A 0.1405 0.2380 71.40 1:10 0.8 0.34 0.19 N/A 0.1405 0.2380 71.40 1:15 0.8 0.34 0.19 N/A 0.1405 0.2380 71.40 1:20 0.8 0.34 0.19 N/A 0.1405 0.2380 71.40 1:25 0.8 0.34 0.19 N/A 0.1405 0.2380 71.40 1:30 0.8 0.34 0.19 N/A 0.1405 0.2380 71.40 1:35 0.8 0.34 0.19 N/A 0.1405 0.2380 71.40 1:40 0.8 0.34 0.19 N/A 0.1405 0.2380 71.40 1:45 0.8 0.34 0.19 N/A 0.1405 0.2380 71.40 1:50 0.8 0.34 0.19 N/A 0.1405 0.2380 71.40 1:55 0.8 0.34 0.19 N/A 0.1405 0.2380 71.40 2:00 0.9 0.38 0.19 N/A 0.1824 0.3089 92.68 2:05 0.8 0.34 0.19 N/A 0.1405 0.2380 71.40 2:10 0.9 0.38 0.19 N/A 0.1824 0.3089 92.68 2:15 0.9 0.38 0.19 N/A 0.1824 0.3089 92.68 2:20 0.9 0.38 0.19 N/A 0.1824 0.3089 92.68 2:25 0.9 0.38 0.19 N/A 0.1824 0.3089 92.68 2:30 0.9 0.38 0.19 N/A 0.1824 0.3089 92.68 2:35 0.9 0.38 0.19 N/A 0.1824 0.3089 92.68 2:40 0.9 0.38 0.19 N/A 0.1824 0.3089 92.68 2:45 1 0.42 0.19 N/A 0.2243 0.3799 113.97 2:50 1 0.42 0.19 N/A 0.2243 0.3799 113.97 2:55 1 0.42 0.19 N/A 0.2243 0.3799 113.97 3:00 1 0.42 0.19 N/A 0.2243 0.3799 113.97 3:05 1 0.42 0.19 N/A 0.2243 0.3799 113.97 3:10 1.1 0.46 0.19 N/A 0.2661 0.4508 135.25 3:15 1.1 0.46 0.19 N/A 0.2661 0.4508 135.25 3:20 1.1 0.46 0.19 N/A 0.2661 0.4508 135.25 3:25 1.2 0.50 0.19 N/A 0.3080 0.5218 156.53 3:30 1.3 0.54 0.19 N/A 0.3499 0.5927 177.82 3:35 1.4 0.59 0.19 N/A 0.3918 0.6637 199.10 3:40 1.4 0.59 0.19 N/A 0.3918 0.6637 199.10 3:45 1.5 0.63 0.19 N/A 0.4337 0.7346 220.38 3:50 1.5 0.63 0.19 N/A 0.4337 0.7346 220.38 3:55 1.6 0.67 0.19 N/A 0.4755 0.8056 241.67 4:00 1.6 0.67 0.19 N/A 0.4755 0.8056 241.67 4:05 1.7 0.71 0.19 N/A 0.5174 0.8765 262.95 4:10 1.8 0.75 0.19 N/A 0.5593 0.9474 284.23 4:15 1.9 0.80 0.19 N/A 0.6012 1.0184 305.52 4 of 6 4:20 2 0.84 0.19 N/A 0.6431 1.0893 326.80 4:25 2.1 0.88 0.19 N/A 0.6849 1.1603 348.08 4:30 2.1 0.88 0.19 N/A 0.6849 1.1603 348.08 4:35 2.2 0.92 0.19 N/A 0.7268 1.2312 369.37 4:40 2.3 0.96 0.19 N/A 0.7687 1.3022 390.65 4:45 2.4 1.01 0.19 N/A 0.8106 1.3731 411.93 4:50 2.4 1.01 0.19 N/A 0.8106 1.3731 411.93 4:55 2.5 1.05 0.19 N/A 0.8525 1.4441 433.22 5:00 2.6 1.09 0.19 N/A 0.8943 1.5150 454.50 5:05 3.1 1.30 0.19 N/A 1.1037 1.8697 560.92 5:10 3.6 1.51 0.19 N/A 1.3131 2.2244 667.33 5:15 3.9 1.63 0.19 N/A 1.4388 2.4373 731.18 5:20 4.2 1.76 0.19 N/A 1.5644 2.6501 795.04 5:25 4.7 1.97 0.19 N/A 1.7738 3.0048 901.45 5:30 5.6 2.35 0.19 N/A 2.1507 3.6433 1093.00 5:35 1.9 0.80 0.19 N/A 0.6012 1.0184 305.52 5:40 0.9 0.38 0.19 N/A 0.1824 0.3089 92.68 5:45 0.6 0.25 0.19 N/A 0.0567 0.0961 28.83 5:50 0.5 0.21 0.19 0.19 0.0209 0.0355 10.64 5:55 0.3 0.13 0.19 0.11 0.0126 0.0213 6.39 6:00 0.2 0.08 0.19 0.08 0.0084 0.0142 4.26 0 0.00 0.19 0.00 0.0000 0.0000 0.00 0 0.00 0.19 0.00 0.0000 0.0000 0.00 6:15 0 0.00 0.19 0.00 0.0000 0.0000 0.00 0 0.00 0.19 0.00 0.0000 0.0000 0.00 0 0.00 0.19 0.00 0.0000 0.0000 0.00 6:30 0 0.00 0.19 0.00 0.0000 0.0000 0.00 0 0.00 0.19 0.00 0.0000 0.0000 0.00 0 0.00 0.19 0.00 0.0000 0.0000 0.00 6:45 0 0.00 0.19 0.00 0.0000 0.0000 0.00 0 0.00 0.19 0.00 0.0000 0.0000 0.00 0 0.00 0.19 0.00 0.0000 0.0000 0.00 7:00 0 0.00 0.19 0.00 0.0000 0.0000 0.00 Total volume (cf) 14273.05 5 of 6 24 Hour Storm in 15 minute increments Time Pattern Storm Loss Rate Value 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 6.42 0:30 0.3 0.06 0.34 0.06 0.0063 0.0107 9.62 0:45 0.3 0.06 0.33 0.06 0.0063 0.0107 9.62 1:00 0.4 0.08 0.33 0.08 0.0084 0.0143 12.83 1:15 0.3 0.06 0.33 0.06 0.0063 0.0107 9.62 1:30 0.3 0.06 0.32 0.06 0.0063 0.0107 9.62 1:45 0.3 0.06 0.32 0.06 0.0063 0.0107 9.62 2:00 0.4 0.08 0.31 0.08 0.0084 0.0143 12.83 2:15 0.4 0.08 0.31 0.08 0.0084 0.0143 12.83 2:30 0.4 0.08 0.31 0.08 0.0084 0.0143 12.83 2:45 0.5 0.11 0.30 0.09 0.0105 0.0178 16.04 3:00 0.5 0.11 0.30 0.09 0.0105 0.0178 16.04 3:15 0.5 0.11 0.30 0.09 0.0105 0.0178 16.04 3:30 0.5 0.11 0.29 0.09 0.0105 0.0178 16.04 3:45 0.5 0.11 0.29 0.09 0.0105 0.0178 16.04 4:00 0.6 0.13 0.28 0.11 0.0126 0.0214 19.25 4:15 0.6 0.13 0.28 0.11 0.0126 0.0214 19.25 4:30 0.7 0.15 0.28 0.13 0.0147 0.0249 22.45 4:45 0.7 0.15 0.27 0.13 0.0147 0.0249 22.45 5:00 0.8 0.17 0.27 0.15 0.0168 0.0285 25.66 5:15 0.6 0.13 0.27 0.11 0.0126 0.0214 19.25 5:30 0.7 0.15 0.26 0.13 0.0147 0.0249 22.45 5:45 0.8 0.17 0.26 0.15 0.0168 0.0285 25.66 6:00 0.8 0.17 0.26 0.15 0.0168 0.0285 25.66 6:15 0.9 0.19 0.25 0.17 0.0189 0.0321 28.87 6:30 0.9 0.19 0.25 0.17 0.0189 0.0321 28.87 6:45 1 0.21 0.25 0.19 0.0210 0.0356 32.08 7:00 1 0.21 0.24 0.19 0.0210 0.0356 32.08 7:15 1 0.21 0.24 0.19 0.0210 0.0356 32.08 7:30 1.1 0.23 0.24 0.21 0.0231 0.0392 35.29 7:45 1.2 0.25 0.23 0.23 0.0252 0.0428 38.49 8:00 1.3 0.27 0.23 N/A 0.0438 0.0742 66.80 8:15 1.5 0.32 0.23 N/A 0.0891 0.1509 135.83 8:30 1.5 0.32 0.22 N/A 0.0923 0.1563 140.65 8:45 1.6 0.34 0.22 N/A 0.1164 0.1972 177.52 9:00 1.7 0.36 0.22 N/A 0.1406 0.2381 214.33 9:15 1.9 0.40 0.21 N/A 0.1857 0.3147 283.19 9:30 2 0.42 0.21 N/A 0.2098 0.3555 319.92 9:45 2.1 0.44 0.21 N/A 0.2339 0.3962 356.61 10:00 2.2 0.46 0.20 N/A 0.2579 0.4369 393.25 10:15 1.5 0.32 0.20 N/A 0.1136 0.1925 173.23 10:30 1.5 0.32 0.20 N/A 0.1166 0.1974 177.70 10:45 2 0.42 0.20 N/A 0.2247 0.3806 342.52 11:00 2 0.42 0.19 N/A 0.2275 0.3855 346.91 11:15 1.9 0.40 0.19 N/A 0.2093 0.3546 319.17 11:30 1.9 0.40 0.19 N/A 0.2122 0.3594 323.46 11:45 1.7 0.36 0.18 N/A 0.1729 0.2928 263.55 12:00 1.8 0.38 0.18 N/A 0.1967 0.3331 299.83 12:15 2.5 0.53 0.18 N/A 0.3467 0.5872 528.52 12:30 2.6 0.55 0.18 N/A 0.3704 0.6274 564.70 12:45 2.8 0.59 0.17 N/A 0.4151 0.7032 632.91 6 of 6 13:00 2.9 0.61 0.17 N/A 0.4388 0.7433 668.99 13:15 3.4 0.72 0.17 N/A 0.5466 0.9259 833.33 13:30 3.4 0.72 0.17 N/A 0.5492 0.9303 837.24 13:45 2.3 0.48 0.16 N/A 0.3202 0.5425 488.24 14:00 2.3 0.48 0.16 N/A 0.3227 0.5467 492.04 14:15 2.7 0.57 0.16 N/A 0.4094 0.6934 624.10 14:30 2.6 0.55 0.16 N/A 0.3907 0.6619 595.72 14:45 2.6 0.55 0.15 N/A 0.3931 0.6660 599.36 15:00 2.5 0.53 0.15 N/A 0.3744 0.6343 570.88 15:15 2.4 0.50 0.15 N/A 0.3557 0.6026 542.33 15:30 2.3 0.48 0.15 N/A 0.3370 0.5708 513.74 15:45 1.9 0.40 0.14 N/A 0.2551 0.4321 388.85 16:00 1.9 0.40 0.14 N/A 0.2573 0.4358 392.22 16:15 0.4 0.08 0.14 0.08 0.0084 0.0143 12.83 16:30 0.4 0.08 0.14 0.08 0.0084 0.0143 12.83 16:45 0.3 0.06 0.14 0.06 0.0063 0.0107 9.62 17:00 0.3 0.06 0.13 0.06 0.0063 0.0107 9.62 17:15 0.5 0.11 0.13 0.09 0.0105 0.0178 16.04 17:30 0.5 0.11 0.13 0.09 0.0105 0.0178 16.04 17:45 0.5 0.11 0.13 0.09 0.0105 0.0178 16.04 18:00 0.4 0.08 0.13 0.08 0.0084 0.0143 12.83 18:15 0.4 0.08 0.12 0.08 0.0084 0.0143 12.83 18:30 0.4 0.08 0.12 0.08 0.0084 0.0143 12.83 18:45 0.3 0.06 0.12 0.06 0.0063 0.0107 9.62 19:00 0.2 0.04 0.12 0.04 0.0042 0.0071 6.42 19:15 0.3 0.06 0.12 0.06 0.0063 0.0107 9.62 19:30 0.4 0.08 0.12 0.08 0.0084 0.0143 12.83 19:45 0.3 0.06 0.11 0.06 0.0063 0.0107 9.62 20:00 0.2 0.04 0.11 0.04 0.0042 0.0071 6.42 20:15 0.3 0.06 0.11 0.06 0.0063 0.0107 9.62 20:30 0.3 0.06 0.11 0.06 0.0063 0.0107 9.62 20:45 0.3 0.06 0.11 0.06 0.0063 0.0107 9.62 21:00 0.2 0.04 0.11 0.04 0.0042 0.0071 6.42 21:15 0.3 0.06 0.11 0.06 0.0063 0.0107 9.62 21:30 0.2 0.04 0.10 0.04 0.0042 0.0071 6.42 21:45 0.3 0.06 0.10 0.06 0.0063 0.0107 9.62 22:00 0.2 0.04 0.10 0.04 0.0042 0.0071 6.42 22:15 0.3 0.06 0.10 0.06 0.0063 0.0107 9.62 22:30 0.2 0.04 0.10 0.04 0.0042 0.0071 6.42 22:45 0.2 0.04 0.10 0.04 0.0042 0.0071 6.42 23:00 0.2 0.04 0.10 0.04 0.0042 0.0071 6.42 23:15 0.2 0.04 0.10 0.04 0.0042 0.0071 6.42 23:30 0.2 0.04 0.10 0.04 0.0042 0.0071 6.42 23:45 0.2 0.04 0.10 0.04 0.0042 0.0071 6.42 24:00 0.2 0.04 0.10 0.04 0.0042 0.0071 6.42 0 0.00 0.10 0.00 0.0000 0.0000 0.00 Total volume (cf) 14531.47 1 of 6 HYDROLOGY CALCULATIONS - Using the RCFC&WCD Short Cut Unit Hydrograph Method Area Designations Date Palm Apartments T3 Drainage Area (ac.) 1.9400 Unit time (minutes) 5 5 5 15 100 Year Storm Duration (hrs) 1 3 6 24 Total Precipitation (Plates D-4.4,E-5.2, 5.4, 5.6)(in.) 1.93 2.70 3.49 5.26 Or data from NOAA interactive website Soils Group A AMC index II Runoff Number (plate E-6.1) 32 Plate E-6.2 Pervious Area Loss Rate (Fp)(in/hr) 0.74 (AMC II) Percentage of Impervious Cover (Ai)(%) (plate E-6.3) 90 Weighted Average Loss Rate (F=Fp(1-.9Ai))(in./hr.) 0.14 (used for 1, 3, and 6 hour storm, the 24 hour storm uses variable maximum loss rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90 Retention Basin Percolation Rate (in/hr) 2 (also used for drywell percolation rate) Percolation is taken incrementally. Basin volume is calculated using the "truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometimes used (Drywell can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) Drywell storage includes 40% of the 1' wide rock bed surrounding the drywell: formula (upper)*PI()*(diam/2)^2+(lower)*PI()*((diam/2)^2+0.4*((diam/2+(grav+0.4166))^2-(diam/2+0.4166)^2)) The drywell wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "grav" Drywell design factors Upper sec. (ft.)= 0.0001 Lower sec. (ft.)= 0.0001 Ring diam. (ft.) = 0.0001 Drywell lower max. (cf)= 0.00 Upper max.(cf)= 0.00 Gravel bed width around drwyell= 0 Drywell total(cf)= 0.00 Ret. Basin design (area, depth) Top = 0.0001 s.f. Bot. = 0.0001 s.f. Max. Depth (d)= 0.0001 Max. storage= 0.00 (d/3)*(bottom+top+(bottom*top)^0.50) Formulas vol=(h/3)*(bottom+top+(bottom*top)^0.50) area=bottom+(h/d)*(top-bottom) h=(vol*3)/(bottom+top+(bottom*top)^0.5) (values must be non-zero or error occurs) Outside input from: N/A 1 Hour Storm in 5 minute increments Time Pattern Storm Loss Rate Value 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 420.37 0:10 4.8 1.1117 0.1406 N/A 0.9711 1.8996 569.88 0:15 5.1 1.1812 0.1406 N/A 1.0406 2.0355 610.65 0:20 4.9 1.1348 0.1406 N/A 0.9942 1.9449 583.47 0:25 6.6 1.5286 0.1406 N/A 1.3880 2.7151 814.52 0:30 7.3 1.6907 0.1406 N/A 1.5501 3.0322 909.66 0:35 8.4 1.9454 0.1406 N/A 1.8048 3.5306 1059.17 0:40 9 2.0844 0.1406 N/A 1.9438 3.8024 1140.72 0:45 12.3 2.8487 0.1406 N/A 2.7081 5.2975 1589.24 0:50 17.6 4.0762 0.1406 N/A 3.9356 7.6986 2309.58 0:55 16.1 3.7288 0.1406 N/A 3.5882 7.0190 2105.71 1:00 4.2 0.9727 0.1406 N/A 0.8321 1.6278 488.33 0 0.0000 0.1406 0.00 0.0000 0.0000 0.00 0 0.0000 0.1406 0.00 0.0000 0.0000 0.00 1:15 0 0.0000 0.1406 0.00 0.0000 0.0000 0.00 Total volume (cf) 12601.31 2 of 6
3 Hour Storm in 5 minute increments Time Pattern Storm Loss Rate Value 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 164.67 0:10 1.3 0.42 0.14 N/A 0.2806 0.5489 164.67 0:15 1.1 0.36 0.14 N/A 0.2158 0.4221 126.64 0:20 1.5 0.49 0.14 N/A 0.3454 0.6757 202.70 0:25 1.5 0.49 0.14 N/A 0.3454 0.6757 202.70 0:30 1.8 0.58 0.14 N/A 0.4426 0.8658 259.74 0:35 1.5 0.49 0.14 N/A 0.3454 0.6757 202.70 0:40 1.8 0.58 0.14 N/A 0.4426 0.8658 259.74 0:45 1.8 0.58 0.14 N/A 0.4426 0.8658 259.74 0:50 1.5 0.49 0.14 N/A 0.3454 0.6757 202.70 0:55 1.6 0.52 0.14 N/A 0.3778 0.7390 221.71 1:00 1.8 0.58 0.14 N/A 0.4426 0.8658 259.74 1:05 2.2 0.71 0.14 N/A 0.5722 1.1193 335.80 1:10 2.2 0.71 0.14 N/A 0.5722 1.1193 335.80 1:15 2.2 0.71 0.14 N/A 0.5722 1.1193 335.80 1:20 2 0.65 0.14 N/A 0.5074 0.9926 297.77 1:25 2.6 0.84 0.14 N/A 0.7018 1.3728 411.85 1:30 2.7 0.87 0.14 N/A 0.7342 1.4362 430.87 1:35 2.4 0.78 0.14 N/A 0.6370 1.2461 373.82 1:40 2.7 0.87 0.14 N/A 0.7342 1.4362 430.87 1:45 3.3 1.07 0.14 N/A 0.9286 1.8165 544.95 1:50 3.1 1.00 0.14 N/A 0.8638 1.6897 506.92 1:55 2.9 0.94 0.14 N/A 0.7990 1.5630 468.89 2:00 3 0.97 0.14 N/A 0.8314 1.6264 487.91 2:05 3.1 1.00 0.14 N/A 0.8638 1.6897 506.92 2:10 4.2 1.36 0.14 N/A 1.2202 2.3869 716.07 2:15 5 1.62 0.14 N/A 1.4794 2.8940 868.19 2:20 3.5 1.13 0.14 N/A 0.9934 1.9433 582.98 2:25 6.8 2.20 0.14 N/A 2.0626 4.0348 1210.44 2:30 7.3 2.37 0.14 N/A 2.2246 4.3517 1305.51 2:35 8.2 2.66 0.14 N/A 2.5162 4.9221 1476.63 2:40 5.9 1.91 0.14 N/A 1.7710 3.4644 1039.31 2:45 2 0.65 0.14 N/A 0.5074 0.9926 297.77 2:50 1.8 0.58 0.14 N/A 0.4426 0.8658 259.74 2:55 1.8 0.58 0.14 N/A 0.4426 0.8658 259.74 3:00 0.6 0.19 0.14 N/A 0.0538 0.1052 31.57 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 3:15 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 3:30 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 Total volume (cf) 16043.54 3 of 6
6 Hour Storm in 5 minute increments Time Pattern Storm Loss Rate Value 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 40.38 0:10 0.6 0.25 0.14 N/A 0.1107 0.2165 64.95 0:15 0.6 0.25 0.14 N/A 0.1107 0.2165 64.95 0:20 0.6 0.25 0.14 N/A 0.1107 0.2165 64.95 0:25 0.6 0.25 0.14 N/A 0.1107 0.2165 64.95 0:30 0.7 0.29 0.14 N/A 0.1526 0.2984 89.53 0:35 0.7 0.29 0.14 N/A 0.1526 0.2984 89.53 0:40 0.7 0.29 0.14 N/A 0.1526 0.2984 89.53 0:45 0.7 0.29 0.14 N/A 0.1526 0.2984 89.53 0:50 0.7 0.29 0.14 N/A 0.1526 0.2984 89.53 0:55 0.7 0.29 0.14 N/A 0.1526 0.2984 89.53 1:00 0.8 0.34 0.14 N/A 0.1944 0.3804 114.11 1:05 0.8 0.34 0.14 N/A 0.1944 0.3804 114.11 1:10 0.8 0.34 0.14 N/A 0.1944 0.3804 114.11 1:15 0.8 0.34 0.14 N/A 0.1944 0.3804 114.11 1:20 0.8 0.34 0.14 N/A 0.1944 0.3804 114.11 1:25 0.8 0.34 0.14 N/A 0.1944 0.3804 114.11 1:30 0.8 0.34 0.14 N/A 0.1944 0.3804 114.11 1:35 0.8 0.34 0.14 N/A 0.1944 0.3804 114.11 1:40 0.8 0.34 0.14 N/A 0.1944 0.3804 114.11 1:45 0.8 0.34 0.14 N/A 0.1944 0.3804 114.11 1:50 0.8 0.34 0.14 N/A 0.1944 0.3804 114.11 1:55 0.8 0.34 0.14 N/A 0.1944 0.3804 114.11 2:00 0.9 0.38 0.14 N/A 0.2363 0.4623 138.68 2:05 0.8 0.34 0.14 N/A 0.1944 0.3804 114.11 2:10 0.9 0.38 0.14 N/A 0.2363 0.4623 138.68 2:15 0.9 0.38 0.14 N/A 0.2363 0.4623 138.68 2:20 0.9 0.38 0.14 N/A 0.2363 0.4623 138.68 2:25 0.9 0.38 0.14 N/A 0.2363 0.4623 138.68 2:30 0.9 0.38 0.14 N/A 0.2363 0.4623 138.68 2:35 0.9 0.38 0.14 N/A 0.2363 0.4623 138.68 2:40 0.9 0.38 0.14 N/A 0.2363 0.4623 138.68 2:45 1 0.42 0.14 N/A 0.2782 0.5442 163.26 2:50 1 0.42 0.14 N/A 0.2782 0.5442 163.26 2:55 1 0.42 0.14 N/A 0.2782 0.5442 163.26 3:00 1 0.42 0.14 N/A 0.2782 0.5442 163.26 3:05 1 0.42 0.14 N/A 0.2782 0.5442 163.26 3:10 1.1 0.46 0.14 N/A 0.3201 0.6261 187.84 3:15 1.1 0.46 0.14 N/A 0.3201 0.6261 187.84 3:20 1.1 0.46 0.14 N/A 0.3201 0.6261 187.84 3:25 1.2 0.50 0.14 N/A 0.3620 0.7081 212.42 3:30 1.3 0.54 0.14 N/A 0.4038 0.7900 236.99 3:35 1.4 0.59 0.14 N/A 0.4457 0.8719 261.57 3:40 1.4 0.59 0.14 N/A 0.4457 0.8719 261.57 3:45 1.5 0.63 0.14 N/A 0.4876 0.9538 286.15 3:50 1.5 0.63 0.14 N/A 0.4876 0.9538 286.15 3:55 1.6 0.67 0.14 N/A 0.5295 1.0358 310.73 4:00 1.6 0.67 0.14 N/A 0.5295 1.0358 310.73 4:05 1.7 0.71 0.14 N/A 0.5714 1.1177 335.30 4:10 1.8 0.75 0.14 N/A 0.6132 1.1996 359.88 4:15 1.9 0.80 0.14 N/A 0.6551 1.2815 384.46 4 of 6 4:20 2 0.84 0.14 N/A 0.6970 1.3634 409.03 4:25 2.1 0.88 0.14 N/A 0.7389 1.4454 433.61 4:30 2.1 0.88 0.14 N/A 0.7389 1.4454 433.61 4:35 2.2 0.92 0.14 N/A 0.7808 1.5273 458.19 4:40 2.3 0.96 0.14 N/A 0.8226 1.6092 482.77 4:45 2.4 1.01 0.14 N/A 0.8645 1.6911 507.34 4:50 2.4 1.01 0.14 N/A 0.8645 1.6911 507.34 4:55 2.5 1.05 0.14 N/A 0.9064 1.7731 531.92 5:00 2.6 1.09 0.14 N/A 0.9483 1.8550 556.50 5:05 3.1 1.30 0.14 N/A 1.1577 2.2646 679.38 5:10 3.6 1.51 0.14 N/A 1.3671 2.6742 802.27 5:15 3.9 1.63 0.14 N/A 1.4927 2.9200 876.00 5:20 4.2 1.76 0.14 N/A 1.6184 3.1658 949.73 5:25 4.7 1.97 0.14 N/A 1.8278 3.5754 1072.62 5:30 5.6 2.35 0.14 N/A 2.2047 4.3127 1293.82 5:35 1.9 0.80 0.14 N/A 0.6551 1.2815 384.46 5:40 0.9 0.38 0.14 N/A 0.2363 0.4623 138.68 5:45 0.6 0.25 0.14 N/A 0.1107 0.2165 64.95 5:50 0.5 0.21 0.14 N/A 0.0688 0.1346 40.38 5:55 0.3 0.13 0.14 0.11 0.0126 0.0246 7.37 6:00 0.2 0.08 0.14 0.08 0.0084 0.0164 4.92 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 6:15 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 6:30 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 6:45 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 7:00 0 0.00 0.14 0.00 0.0000 0.0000 0.00 Total volume (cf) 18690.90 5 of 6 24 Hour Storm in 15 minute increments Time Pattern Storm Loss Rate Value 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 7.41 0:30 0.3 0.06 0.24 0.06 0.0063 0.0123 11.11 0:45 0.3 0.06 0.24 0.06 0.0063 0.0123 11.11 1:00 0.4 0.08 0.24 0.08 0.0084 0.0165 14.82 1:15 0.3 0.06 0.24 0.06 0.0063 0.0123 11.11 1:30 0.3 0.06 0.23 0.06 0.0063 0.0123 11.11 1:45 0.3 0.06 0.23 0.06 0.0063 0.0123 11.11 2:00 0.4 0.08 0.23 0.08 0.0084 0.0165 14.82 2:15 0.4 0.08 0.22 0.08 0.0084 0.0165 14.82 2:30 0.4 0.08 0.22 0.08 0.0084 0.0165 14.82 2:45 0.5 0.11 0.22 0.09 0.0105 0.0206 18.52 3:00 0.5 0.11 0.22 0.09 0.0105 0.0206 18.52 3:15 0.5 0.11 0.21 0.09 0.0105 0.0206 18.52 3:30 0.5 0.11 0.21 0.09 0.0105 0.0206 18.52 3:45 0.5 0.11 0.21 0.09 0.0105 0.0206 18.52 4:00 0.6 0.13 0.21 0.11 0.0126 0.0247 22.23 4:15 0.6 0.13 0.20 0.11 0.0126 0.0247 22.23 4:30 0.7 0.15 0.20 0.13 0.0147 0.0288 25.93 4:45 0.7 0.15 0.20 0.13 0.0147 0.0288 25.93 5:00 0.8 0.17 0.20 0.15 0.0168 0.0329 29.63 5:15 0.6 0.13 0.19 0.11 0.0126 0.0247 22.23 5:30 0.7 0.15 0.19 0.13 0.0147 0.0288 25.93 5:45 0.8 0.17 0.19 0.15 0.0168 0.0329 29.63 6:00 0.8 0.17 0.19 0.15 0.0168 0.0329 29.63 6:15 0.9 0.19 0.18 0.17 0.0189 0.0370 33.34 6:30 0.9 0.19 0.18 0.17 0.0189 0.0370 33.34 6:45 1 0.21 0.18 N/A 0.0326 0.0637 57.32 7:00 1 0.21 0.18 N/A 0.0350 0.0684 61.55 7:15 1 0.21 0.17 N/A 0.0373 0.0731 65.76 7:30 1.1 0.23 0.17 N/A 0.0608 0.1189 106.97 7:45 1.2 0.25 0.17 N/A 0.0841 0.1646 148.14 8:00 1.3 0.27 0.17 N/A 0.1075 0.2103 189.28 8:15 1.5 0.32 0.16 N/A 0.1519 0.2971 267.43 8:30 1.5 0.32 0.16 N/A 0.1542 0.3016 271.46 8:45 1.6 0.34 0.16 N/A 0.1775 0.3472 312.49 9:00 1.7 0.36 0.16 N/A 0.2008 0.3928 353.49 9:15 1.9 0.40 0.15 N/A 0.2451 0.4794 431.49 9:30 2 0.42 0.15 N/A 0.2683 0.5249 472.42 9:45 2.1 0.44 0.15 N/A 0.2916 0.5703 513.31 10:00 2.2 0.46 0.15 N/A 0.3148 0.6157 554.16 10:15 1.5 0.32 0.15 N/A 0.1696 0.3318 298.64 10:30 1.5 0.32 0.14 N/A 0.1718 0.3360 302.38 10:45 2 0.42 0.14 N/A 0.2791 0.5459 491.28 11:00 2 0.42 0.14 N/A 0.2811 0.5499 494.94 11:15 1.9 0.40 0.14 N/A 0.2621 0.5128 461.52 11:30 1.9 0.40 0.14 N/A 0.2642 0.5168 465.10 11:45 1.7 0.36 0.13 N/A 0.2241 0.4384 394.56 12:00 1.8 0.38 0.13 N/A 0.2471 0.4835 435.11 12:15 2.5 0.53 0.13 N/A 0.3964 0.7754 697.87 12:30 2.6 0.55 0.13 N/A 0.4194 0.8204 738.33 12:45 2.8 0.59 0.13 N/A 0.4634 0.9064 815.80 6 of 6 13:00 2.9 0.61 0.12 N/A 0.4863 0.9513 856.18 13:15 3.4 0.72 0.12 N/A 0.5934 1.1608 1044.69 13:30 3.4 0.72 0.12 N/A 0.5952 1.1644 1047.95 13:45 2.3 0.48 0.12 N/A 0.3656 0.7152 643.70 14:00 2.3 0.48 0.12 N/A 0.3674 0.7188 646.88 14:15 2.7 0.57 0.11 N/A 0.4534 0.8869 798.17 14:30 2.6 0.55 0.11 N/A 0.4341 0.8491 764.22 14:45 2.6 0.55 0.11 N/A 0.4358 0.8525 767.26 15:00 2.5 0.53 0.11 N/A 0.4165 0.8147 733.21 15:15 2.4 0.50 0.11 N/A 0.3971 0.7768 699.12 15:30 2.3 0.48 0.11 N/A 0.3777 0.7389 664.99 15:45 1.9 0.40 0.10 N/A 0.2952 0.5774 519.68 16:00 1.9 0.40 0.10 N/A 0.2968 0.5805 522.49 16:15 0.4 0.08 0.10 0.08 0.0084 0.0165 14.82 16:30 0.4 0.08 0.10 0.08 0.0084 0.0165 14.82 16:45 0.3 0.06 0.10 0.06 0.0063 0.0123 11.11 17:00 0.3 0.06 0.10 0.06 0.0063 0.0123 11.11 17:15 0.5 0.11 0.10 0.09 0.0105 0.0206 18.52 17:30 0.5 0.11 0.09 N/A 0.0112 0.0219 19.73 17:45 0.5 0.11 0.09 N/A 0.0126 0.0247 22.19 18:00 0.4 0.08 0.09 0.08 0.0084 0.0165 14.82 18:15 0.4 0.08 0.09 0.08 0.0084 0.0165 14.82 18:30 0.4 0.08 0.09 0.08 0.0084 0.0165 14.82 18:45 0.3 0.06 0.09 0.06 0.0063 0.0123 11.11 19:00 0.2 0.04 0.09 0.04 0.0042 0.0082 7.41 19:15 0.3 0.06 0.08 0.06 0.0063 0.0123 11.11 19:30 0.4 0.08 0.08 0.08 0.0084 0.0165 14.82 19:45 0.3 0.06 0.08 0.06 0.0063 0.0123 11.11 20:00 0.2 0.04 0.08 0.04 0.0042 0.0082 7.41 20:15 0.3 0.06 0.08 0.06 0.0063 0.0123 11.11 20:30 0.3 0.06 0.08 0.06 0.0063 0.0123 11.11 20:45 0.3 0.06 0.08 0.06 0.0063 0.0123 11.11 21:00 0.2 0.04 0.08 0.04 0.0042 0.0082 7.41 21:15 0.3 0.06 0.08 0.06 0.0063 0.0123 11.11 21:30 0.2 0.04 0.08 0.04 0.0042 0.0082 7.41 21:45 0.3 0.06 0.07 0.06 0.0063 0.0123 11.11 22:00 0.2 0.04 0.07 0.04 0.0042 0.0082 7.41 22:15 0.3 0.06 0.07 0.06 0.0063 0.0123 11.11 22:30 0.2 0.04 0.07 0.04 0.0042 0.0082 7.41 22:45 0.2 0.04 0.07 0.04 0.0042 0.0082 7.41 23:00 0.2 0.04 0.07 0.04 0.0042 0.0082 7.41 23:15 0.2 0.04 0.07 0.04 0.0042 0.0082 7.41 23:30 0.2 0.04 0.07 0.04 0.0042 0.0082 7.41 23:45 0.2 0.04 0.07 0.04 0.0042 0.0082 7.41 24:00 0.2 0.04 0.07 0.04 0.0042 0.0082 7.41 0 0.00 0.07 0.00 0.0000 0.0000 0.00 Total volume (cf) 19984.70 1 of 6 HYDROLOGY CALCULATIONS - Using the RCFC&WCD Short Cut Unit Hydrograph Method Area Designations Date Palm Apartments T4 Drainage Area (ac.) 3.1900 Unit time (minutes) 5 5 5 15 100 Year Storm Duration (hrs) 1 3 6 24 Total Precipitation (Plates D-4.4,E-5.2, 5.4, 5.6)(in.) 1.93 2.70 3.49 5.26 Or data from NOAA interactive website Soils Group A AMC index II Runoff Number (plate E-6.1) 32 Plate E-6.2 Pervious Area Loss Rate (Fp)(in/hr) 0.74 (AMC II) Percentage of Impervious Cover (Ai)(%) (plate E-6.3) 78.4 Weighted Average Loss Rate (F=Fp(1-.9Ai))(in./hr.) 0.22 (used for 1, 3, and 6 hour storm, the 24 hour storm uses variable maximum loss rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90 Retention Basin Percolation Rate (in/hr) 2 (also used for drywell percolation rate) Percolation is taken incrementally. Basin volume is calculated using the "truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometimes used (Drywell can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) Drywell storage includes 40% of the 1' wide rock bed surrounding the drywell: formula (upper)*PI()*(diam/2)^2+(lower)*PI()*((diam/2)^2+0.4*((diam/2+(grav+0.4166))^2-(diam/2+0.4166)^2)) The drywell wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "grav" Drywell design factors Upper sec. (ft.)= 0.0001 Lower sec. (ft.)= 0.0001 Ring diam. (ft.) = 0.0001 Drywell lower max. (cf)= 0.00 Upper max.(cf)= 0.00 Gravel bed width around drwyell= 0 Drywell total(cf)= 0.00 Ret. Basin design (area, depth) Top = 0.0001 s.f. Bot. = 0.0001 s.f. Max. Depth (d)= 0.0001 Max. storage= 0.00 (d/3)*(bottom+top+(bottom*top)^0.50) Formulas vol=(h/3)*(bottom+top+(bottom*top)^0.50) area=bottom+(h/d)*(top-bottom) h=(vol*3)/(bottom+top+(bottom*top)^0.5) (values must be non-zero or error occurs) Outside input from: N/A 1 Hour Storm in 5 minute increments Time Pattern Storm Loss Rate Value 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 616.68 0:10 4.8 1.1117 0.2179 N/A 0.8938 2.8751 862.52 0:15 5.1 1.1812 0.2179 N/A 0.9633 3.0985 929.56 0:20 4.9 1.1348 0.2179 N/A 0.9170 2.9496 884.87 0:25 6.6 1.5286 0.2179 N/A 1.3107 4.2160 1264.80 0:30 7.3 1.6907 0.2179 N/A 1.4728 4.7375 1421.24 0:35 8.4 1.9454 0.2179 N/A 1.7276 5.5569 1667.08 0:40 9 2.0844 0.2179 N/A 1.8665 6.0039 1801.17 0:45 12.3 2.8487 0.2179 N/A 2.6308 8.4623 2538.68 0:50 17.6 4.0762 0.2179 N/A 3.8583 12.4106 3723.17 0:55 16.1 3.7288 0.2179 N/A 3.5109 11.2931 3387.93 1:00 4.2 0.9727 0.2179 N/A 0.7549 2.4281 728.42 0 0.0000 0.2179 0.00 0.0000 0.0000 0.00 0 0.0000 0.2179 0.00 0.0000 0.0000 0.00 1:15 0 0.0000 0.2179 0.00 0.0000 0.0000 0.00 Total volume (cf) 19826.11 2 of 6
3 Hour Storm in 5 minute increments Time Pattern Storm Loss Rate Value 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 196.22 0:10 1.3 0.42 0.22 N/A 0.2033 0.6541 196.22 0:15 1.1 0.36 0.22 N/A 0.1385 0.4456 133.69 0:20 1.5 0.49 0.22 N/A 0.2681 0.8625 258.75 0:25 1.5 0.49 0.22 N/A 0.2681 0.8625 258.75 0:30 1.8 0.58 0.22 N/A 0.3653 1.1752 352.55 0:35 1.5 0.49 0.22 N/A 0.2681 0.8625 258.75 0:40 1.8 0.58 0.22 N/A 0.3653 1.1752 352.55 0:45 1.8 0.58 0.22 N/A 0.3653 1.1752 352.55 0:50 1.5 0.49 0.22 N/A 0.2681 0.8625 258.75 0:55 1.6 0.52 0.22 N/A 0.3005 0.9667 290.02 1:00 1.8 0.58 0.22 N/A 0.3653 1.1752 352.55 1:05 2.2 0.71 0.22 N/A 0.4949 1.5920 477.61 1:10 2.2 0.71 0.22 N/A 0.4949 1.5920 477.61 1:15 2.2 0.71 0.22 N/A 0.4949 1.5920 477.61 1:20 2 0.65 0.22 N/A 0.4301 1.3836 415.08 1:25 2.6 0.84 0.22 N/A 0.6245 2.0089 602.67 1:30 2.7 0.87 0.22 N/A 0.6569 2.1131 633.93 1:35 2.4 0.78 0.22 N/A 0.5597 1.8005 540.14 1:40 2.7 0.87 0.22 N/A 0.6569 2.1131 633.93 1:45 3.3 1.07 0.22 N/A 0.8513 2.7384 821.53 1:50 3.1 1.00 0.22 N/A 0.7865 2.5300 759.00 1:55 2.9 0.94 0.22 N/A 0.7217 2.3215 696.46 2:00 3 0.97 0.22 N/A 0.7541 2.4258 727.73 2:05 3.1 1.00 0.22 N/A 0.7865 2.5300 759.00 2:10 4.2 1.36 0.22 N/A 1.1429 3.6764 1102.91 2:15 5 1.62 0.22 N/A 1.4021 4.5101 1353.03 2:20 3.5 1.13 0.22 N/A 0.9161 2.9469 884.06 2:25 6.8 2.20 0.22 N/A 1.9853 6.3860 1915.81 2:30 7.3 2.37 0.22 N/A 2.1473 6.9071 2072.13 2:35 8.2 2.66 0.22 N/A 2.4389 7.8451 2353.52 2:40 5.9 1.91 0.22 N/A 1.6937 5.4481 1634.42 2:45 2 0.65 0.22 N/A 0.4301 1.3836 415.08 2:50 1.8 0.58 0.22 N/A 0.3653 1.1752 352.55 2:55 1.8 0.58 0.22 N/A 0.3653 1.1752 352.55 3:00 0.6 0.19 0.22 0.17 0.0194 0.0625 18.76 0 0.00 0.22 0.00 0.0000 0.0000 0.00 0 0.00 0.22 0.00 0.0000 0.0000 0.00 3:15 0 0.00 0.22 0.00 0.0000 0.0000 0.00 0 0.00 0.22 0.00 0.0000 0.0000 0.00 0 0.00 0.22 0.00 0.0000 0.0000 0.00 3:30 0 0.00 0.22 0.00 0.0000 0.0000 0.00 0 0.00 0.22 0.00 0.0000 0.0000 0.00 0 0.00 0.22 0.00 0.0000 0.0000 0.00 Total volume (cf) 23738.46 3 of 6
6 Hour Storm in 5 minute increments Time Pattern Storm Loss Rate Value 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 20.21 0:10 0.6 0.25 0.22 N/A 0.0334 0.1075 32.25 0:15 0.6 0.25 0.22 N/A 0.0334 0.1075 32.25 0:20 0.6 0.25 0.22 N/A 0.0334 0.1075 32.25 0:25 0.6 0.25 0.22 N/A 0.0334 0.1075 32.25 0:30 0.7 0.29 0.22 N/A 0.0753 0.2422 72.67 0:35 0.7 0.29 0.22 N/A 0.0753 0.2422 72.67 0:40 0.7 0.29 0.22 N/A 0.0753 0.2422 72.67 0:45 0.7 0.29 0.22 N/A 0.0753 0.2422 72.67 0:50 0.7 0.29 0.22 N/A 0.0753 0.2422 72.67 0:55 0.7 0.29 0.22 N/A 0.0753 0.2422 72.67 1:00 0.8 0.34 0.22 N/A 0.1172 0.3769 113.08 1:05 0.8 0.34 0.22 N/A 0.1172 0.3769 113.08 1:10 0.8 0.34 0.22 N/A 0.1172 0.3769 113.08 1:15 0.8 0.34 0.22 N/A 0.1172 0.3769 113.08 1:20 0.8 0.34 0.22 N/A 0.1172 0.3769 113.08 1:25 0.8 0.34 0.22 N/A 0.1172 0.3769 113.08 1:30 0.8 0.34 0.22 N/A 0.1172 0.3769 113.08 1:35 0.8 0.34 0.22 N/A 0.1172 0.3769 113.08 1:40 0.8 0.34 0.22 N/A 0.1172 0.3769 113.08 1:45 0.8 0.34 0.22 N/A 0.1172 0.3769 113.08 1:50 0.8 0.34 0.22 N/A 0.1172 0.3769 113.08 1:55 0.8 0.34 0.22 N/A 0.1172 0.3769 113.08 2:00 0.9 0.38 0.22 N/A 0.1591 0.5116 153.49 2:05 0.8 0.34 0.22 N/A 0.1172 0.3769 113.08 2:10 0.9 0.38 0.22 N/A 0.1591 0.5116 153.49 2:15 0.9 0.38 0.22 N/A 0.1591 0.5116 153.49 2:20 0.9 0.38 0.22 N/A 0.1591 0.5116 153.49 2:25 0.9 0.38 0.22 N/A 0.1591 0.5116 153.49 2:30 0.9 0.38 0.22 N/A 0.1591 0.5116 153.49 2:35 0.9 0.38 0.22 N/A 0.1591 0.5116 153.49 2:40 0.9 0.38 0.22 N/A 0.1591 0.5116 153.49 2:45 1 0.42 0.22 N/A 0.2009 0.6464 193.91 2:50 1 0.42 0.22 N/A 0.2009 0.6464 193.91 2:55 1 0.42 0.22 N/A 0.2009 0.6464 193.91 3:00 1 0.42 0.22 N/A 0.2009 0.6464 193.91 3:05 1 0.42 0.22 N/A 0.2009 0.6464 193.91 3:10 1.1 0.46 0.22 N/A 0.2428 0.7811 234.32 3:15 1.1 0.46 0.22 N/A 0.2428 0.7811 234.32 3:20 1.1 0.46 0.22 N/A 0.2428 0.7811 234.32 3:25 1.2 0.50 0.22 N/A 0.2847 0.9158 274.73 3:30 1.3 0.54 0.22 N/A 0.3266 1.0505 315.15 3:35 1.4 0.59 0.22 N/A 0.3685 1.1852 355.56 3:40 1.4 0.59 0.22 N/A 0.3685 1.1852 355.56 3:45 1.5 0.63 0.22 N/A 0.4103 1.3199 395.97 3:50 1.5 0.63 0.22 N/A 0.4103 1.3199 395.97 3:55 1.6 0.67 0.22 N/A 0.4522 1.4546 436.38 4:00 1.6 0.67 0.22 N/A 0.4522 1.4546 436.38 4:05 1.7 0.71 0.22 N/A 0.4941 1.5893 476.80 4:10 1.8 0.75 0.22 N/A 0.5360 1.7240 517.21 4:15 1.9 0.80 0.22 N/A 0.5779 1.8587 557.62 4 of 6 4:20 2 0.84 0.22 N/A 0.6197 1.9935 598.04 4:25 2.1 0.88 0.22 N/A 0.6616 2.1282 638.45 4:30 2.1 0.88 0.22 N/A 0.6616 2.1282 638.45 4:35 2.2 0.92 0.22 N/A 0.7035 2.2629 678.86 4:40 2.3 0.96 0.22 N/A 0.7454 2.3976 719.28 4:45 2.4 1.01 0.22 N/A 0.7873 2.5323 759.69 4:50 2.4 1.01 0.22 N/A 0.7873 2.5323 759.69 4:55 2.5 1.05 0.22 N/A 0.8291 2.6670 800.10 5:00 2.6 1.09 0.22 N/A 0.8710 2.8017 840.52 5:05 3.1 1.30 0.22 N/A 1.0804 3.4753 1042.58 5:10 3.6 1.51 0.22 N/A 1.2898 4.1488 1244.65 5:15 3.9 1.63 0.22 N/A 1.4155 4.5530 1365.89 5:20 4.2 1.76 0.22 N/A 1.5411 4.9571 1487.13 5:25 4.7 1.97 0.22 N/A 1.7505 5.6306 1689.19 5:30 5.6 2.35 0.22 N/A 2.1274 6.8430 2052.91 5:35 1.9 0.80 0.22 N/A 0.5779 1.8587 557.62 5:40 0.9 0.38 0.22 N/A 0.1591 0.5116 153.49 5:45 0.6 0.25 0.22 N/A 0.0334 0.1075 32.25 5:50 0.5 0.21 0.22 0.19 0.0209 0.0674 20.21 5:55 0.3 0.13 0.22 0.11 0.0126 0.0404 12.12 6:00 0.2 0.08 0.22 0.08 0.0084 0.0269 8.08 0 0.00 0.22 0.00 0.0000 0.0000 0.00 0 0.00 0.22 0.00 0.0000 0.0000 0.00 6:15 0 0.00 0.22 0.00 0.0000 0.0000 0.00 0 0.00 0.22 0.00 0.0000 0.0000 0.00 0 0.00 0.22 0.00 0.0000 0.0000 0.00 6:30 0 0.00 0.22 0.00 0.0000 0.0000 0.00 0 0.00 0.22 0.00 0.0000 0.0000 0.00 0 0.00 0.22 0.00 0.0000 0.0000 0.00 6:45 0 0.00 0.22 0.00 0.0000 0.0000 0.00 0 0.00 0.22 0.00 0.0000 0.0000 0.00 0 0.00 0.22 0.00 0.0000 0.0000 0.00 7:00 0 0.00 0.22 0.00 0.0000 0.0000 0.00 Total volume (cf) 25572.24 5 of 6 24 Hour Storm in 15 minute increments Time Pattern Storm Loss Rate Value 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 12.18 0:30 0.3 0.06 0.38 0.06 0.0063 0.0203 18.27 0:45 0.3 0.06 0.37 0.06 0.0063 0.0203 18.27 1:00 0.4 0.08 0.37 0.08 0.0084 0.0271 24.36 1:15 0.3 0.06 0.36 0.06 0.0063 0.0203 18.27 1:30 0.3 0.06 0.36 0.06 0.0063 0.0203 18.27 1:45 0.3 0.06 0.36 0.06 0.0063 0.0203 18.27 2:00 0.4 0.08 0.35 0.08 0.0084 0.0271 24.36 2:15 0.4 0.08 0.35 0.08 0.0084 0.0271 24.36 2:30 0.4 0.08 0.34 0.08 0.0084 0.0271 24.36 2:45 0.5 0.11 0.34 0.09 0.0105 0.0338 30.45 3:00 0.5 0.11 0.33 0.09 0.0105 0.0338 30.45 3:15 0.5 0.11 0.33 0.09 0.0105 0.0338 30.45 3:30 0.5 0.11 0.33 0.09 0.0105 0.0338 30.45 3:45 0.5 0.11 0.32 0.09 0.0105 0.0338 30.45 4:00 0.6 0.13 0.32 0.11 0.0126 0.0406 36.55 4:15 0.6 0.13 0.31 0.11 0.0126 0.0406 36.55 4:30 0.7 0.15 0.31 0.13 0.0147 0.0474 42.64 4:45 0.7 0.15 0.31 0.13 0.0147 0.0474 42.64 5:00 0.8 0.17 0.30 0.15 0.0168 0.0541 48.73 5:15 0.6 0.13 0.30 0.11 0.0126 0.0406 36.55 5:30 0.7 0.15 0.29 0.13 0.0147 0.0474 42.64 5:45 0.8 0.17 0.29 0.15 0.0168 0.0541 48.73 6:00 0.8 0.17 0.29 0.15 0.0168 0.0541 48.73 6:15 0.9 0.19 0.28 0.17 0.0189 0.0609 54.82 6:30 0.9 0.19 0.28 0.17 0.0189 0.0609 54.82 6:45 1 0.21 0.28 0.19 0.0210 0.0677 60.91 7:00 1 0.21 0.27 0.19 0.0210 0.0677 60.91 7:15 1 0.21 0.27 0.19 0.0210 0.0677 60.91 7:30 1.1 0.23 0.26 0.21 0.0231 0.0744 67.00 7:45 1.2 0.25 0.26 0.23 0.0252 0.0812 73.09 8:00 1.3 0.27 0.26 0.25 0.0274 0.0880 79.18 8:15 1.5 0.32 0.25 N/A 0.0620 0.1993 179.34 8:30 1.5 0.32 0.25 N/A 0.0655 0.2107 189.61 8:45 1.6 0.34 0.25 N/A 0.0901 0.2897 260.69 9:00 1.7 0.36 0.24 N/A 0.1146 0.3685 331.68 9:15 1.9 0.40 0.24 N/A 0.1601 0.5150 463.48 9:30 2 0.42 0.24 N/A 0.1846 0.5937 534.29 9:45 2.1 0.44 0.23 N/A 0.2090 0.6722 605.00 10:00 2.2 0.46 0.23 N/A 0.2334 0.7507 675.62 10:15 1.5 0.32 0.23 N/A 0.0894 0.2876 258.87 10:30 1.5 0.32 0.22 N/A 0.0927 0.2982 268.39 10:45 2 0.42 0.22 N/A 0.2012 0.6471 582.35 11:00 2 0.42 0.22 N/A 0.2044 0.6574 591.68 11:15 1.9 0.40 0.21 N/A 0.1865 0.6000 539.99 11:30 1.9 0.40 0.21 N/A 0.1897 0.6101 549.12 11:45 1.7 0.36 0.21 N/A 0.1507 0.4848 436.33 12:00 1.8 0.38 0.20 N/A 0.1748 0.5624 506.17 12:15 2.5 0.53 0.20 N/A 0.3252 1.0460 941.36 12:30 2.6 0.55 0.20 N/A 0.3492 1.1233 1010.99 12:45 2.8 0.59 0.19 N/A 0.3943 1.2682 1141.42 6 of 6 13:00 2.9 0.61 0.19 N/A 0.4183 1.3454 1210.85 13:15 3.4 0.72 0.19 N/A 0.5264 1.6931 1523.80 13:30 3.4 0.72 0.19 N/A 0.5292 1.7023 1532.10 13:45 2.3 0.48 0.18 N/A 0.3006 0.9670 870.29 14:00 2.3 0.48 0.18 N/A 0.3034 0.9760 878.38 14:15 2.7 0.57 0.18 N/A 0.3903 1.2555 1129.99 14:30 2.6 0.55 0.18 N/A 0.3720 1.1966 1076.94 14:45 2.6 0.55 0.17 N/A 0.3747 1.2052 1084.69 15:00 2.5 0.53 0.17 N/A 0.3563 1.1460 1031.41 15:15 2.4 0.50 0.17 N/A 0.3378 1.0867 978.02 15:30 2.3 0.48 0.16 N/A 0.3194 1.0272 924.52 15:45 1.9 0.40 0.16 N/A 0.2377 0.7646 688.16 16:00 1.9 0.40 0.16 N/A 0.2402 0.7726 695.32 16:15 0.4 0.08 0.16 0.08 0.0084 0.0271 24.36 16:30 0.4 0.08 0.15 0.08 0.0084 0.0271 24.36 16:45 0.3 0.06 0.15 0.06 0.0063 0.0203 18.27 17:00 0.3 0.06 0.15 0.06 0.0063 0.0203 18.27 17:15 0.5 0.11 0.15 0.09 0.0105 0.0338 30.45 17:30 0.5 0.11 0.15 0.09 0.0105 0.0338 30.45 17:45 0.5 0.11 0.14 0.09 0.0105 0.0338 30.45 18:00 0.4 0.08 0.14 0.08 0.0084 0.0271 24.36 18:15 0.4 0.08 0.14 0.08 0.0084 0.0271 24.36 18:30 0.4 0.08 0.14 0.08 0.0084 0.0271 24.36 18:45 0.3 0.06 0.14 0.06 0.0063 0.0203 18.27 19:00 0.2 0.04 0.13 0.04 0.0042 0.0135 12.18 19:15 0.3 0.06 0.13 0.06 0.0063 0.0203 18.27 19:30 0.4 0.08 0.13 0.08 0.0084 0.0271 24.36 19:45 0.3 0.06 0.13 0.06 0.0063 0.0203 18.27 20:00 0.2 0.04 0.13 0.04 0.0042 0.0135 12.18 20:15 0.3 0.06 0.12 0.06 0.0063 0.0203 18.27 20:30 0.3 0.06 0.12 0.06 0.0063 0.0203 18.27 20:45 0.3 0.06 0.12 0.06 0.0063 0.0203 18.27 21:00 0.2 0.04 0.12 0.04 0.0042 0.0135 12.18 21:15 0.3 0.06 0.12 0.06 0.0063 0.0203 18.27 21:30 0.2 0.04 0.12 0.04 0.0042 0.0135 12.18 21:45 0.3 0.06 0.12 0.06 0.0063 0.0203 18.27 22:00 0.2 0.04 0.11 0.04 0.0042 0.0135 12.18 22:15 0.3 0.06 0.11 0.06 0.0063 0.0203 18.27 22:30 0.2 0.04 0.11 0.04 0.0042 0.0135 12.18 22:45 0.2 0.04 0.11 0.04 0.0042 0.0135 12.18 23:00 0.2 0.04 0.11 0.04 0.0042 0.0135 12.18 23:15 0.2 0.04 0.11 0.04 0.0042 0.0135 12.18 23:30 0.2 0.04 0.11 0.04 0.0042 0.0135 12.18 23:45 0.2 0.04 0.11 0.04 0.0042 0.0135 12.18 24:00 0.2 0.04 0.11 0.04 0.0042 0.0135 12.18 0 0.00 0.11 0.00 0.0000 0.0000 0.00 Total volume (cf) 25524.22 1 of 6 HYDROLOGY CALCULATIONS - Using the RCFC&WCD Short Cut Unit Hydrograph Method Area Designations Date Palm Apartments T5 Drainage Area (ac.) 0.6000 Unit time (minutes) 5 5 5 15 100 Year Storm Duration (hrs) 1 3 6 24 Total Precipitation (Plates D-4.4,E-5.2, 5.4, 5.6)(in.) 1.93 2.70 3.49 5.26 Or data from NOAA interactive website Soils Group A AMC index II Runoff Number (plate E-6.1) 32 Plate E-6.2 Pervious Area Loss Rate (Fp)(in/hr) 0.74 (AMC II) Percentage of Impervious Cover (Ai)(%) (plate E-6.3) 67.7 Weighted Average Loss Rate (F=Fp(1-.9Ai))(in./hr.) 0.29 (used for 1, 3, and 6 hour storm, the 24 hour storm uses variable maximum loss rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90 Retention Basin Percolation Rate (in/hr) 2 (also used for drywell percolation rate) Percolation is taken incrementally. B asin volume is calculated using the "truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometimes used (Dryw ell can be "zeroed out"by reducing numbers to less than .001, but should not entered as zeros or program chokes.) Dryw ell storage includes 40% ofthe 1'w ide rock bed surrounding the dryw 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)) The dryw ell w all thickness is assumed at 5" (0.4166) and the gravel bed w idth is variable "grav" Dryw ell design factors Upper sec. (ft.)= 0.0001 Low er sec. (ft.)= 0.0001 Ring diam. (ft.) = 0.0001 Dryw ell low er max. (cf)= 0.00 Upper max.(cf)= 0.00 Gravel bed w idth around drw yell= 0 Dryw ell total(cf)= 0.00 Ret. B asin design (area, depth) Top = 0.0001 s.f. B ot. = 0.0001 s.f. Max. Depth (d)= 0.0001 Max. storage= 0.00 (d/3)*(bottom+top+(bottom*top)^0.50) Formulas vol=(h/3)*(bottom+top+(bottom*top)^ 0.50) area=bottom+(h/d)*(top-bottom) h=(vol*3)/(bottom+top+(bottom*top)^ 0.5) (values must be non-zero or error occurs) Outside input from: N/A 1 Hour Storm in 5 minute increments Time Pattern Storm Loss Rate Value 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 103.06 0:10 4.8 1.1117 0.2891 N/A 0.8226 0.4977 149.30 0:15 5.1 1.1812 0.2891 N/A 0.8920 0.5397 161.91 0:20 4.9 1.1348 0.2891 N/A 0.8457 0.5117 153.50 0:25 6.6 1.5286 0.2891 N/A 1.2394 0.7499 224.96 0:30 7.3 1.6907 0.2891 N/A 1.4016 0.8479 254.38 0:35 8.4 1.9454 0.2891 N/A 1.6563 1.0021 300.62 0:40 9 2.0844 0.2891 N/A 1.7953 1.0861 325.84 0:45 12.3 2.8487 0.2891 N/A 2.5596 1.5485 464.56 0:50 17.6 4.0762 0.2891 N/A 3.7870 2.2912 687.35 0:55 16.1 3.7288 0.2891 N/A 3.4396 2.0810 624.30 1:00 4.2 0.9727 0.2891 N/A 0.6836 0.4136 124.07 0 0.0000 0.2891 0.00 0.0000 0.0000 0.00 0 0.0000 0.2891 0.00 0.0000 0.0000 0.00 1:15 0 0.0000 0.2891 0.00 0.0000 0.0000 0.00 Total volume (cf) 3573.84 2 of 6
3 Hour Storm in 5 minute increments Time Pattern Storm Loss Rate Value 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 23.97 0:10 1.3 0.42 0.29 N/A 0.1321 0.0799 23.97 0:15 1.1 0.36 0.29 N/A 0.0673 0.0407 12.21 0:20 1.5 0.49 0.29 N/A 0.1969 0.1191 35.73 0:25 1.5 0.49 0.29 N/A 0.1969 0.1191 35.73 0:30 1.8 0.58 0.29 N/A 0.2941 0.1779 53.38 0:35 1.5 0.49 0.29 N/A 0.1969 0.1191 35.73 0:40 1.8 0.58 0.29 N/A 0.2941 0.1779 53.38 0:45 1.8 0.58 0.29 N/A 0.2941 0.1779 53.38 0:50 1.5 0.49 0.29 N/A 0.1969 0.1191 35.73 0:55 1.6 0.52 0.29 N/A 0.2293 0.1387 41.61 1:00 1.8 0.58 0.29 N/A 0.2941 0.1779 53.38 1:05 2.2 0.71 0.29 N/A 0.4237 0.2563 76.90 1:10 2.2 0.71 0.29 N/A 0.4237 0.2563 76.90 1:15 2.2 0.71 0.29 N/A 0.4237 0.2563 76.90 1:20 2 0.65 0.29 N/A 0.3589 0.2171 65.14 1:25 2.6 0.84 0.29 N/A 0.5533 0.3347 100.42 1:30 2.7 0.87 0.29 N/A 0.5857 0.3543 106.30 1:35 2.4 0.78 0.29 N/A 0.4885 0.2955 88.66 1:40 2.7 0.87 0.29 N/A 0.5857 0.3543 106.30 1:45 3.3 1.07 0.29 N/A 0.7801 0.4719 141.58 1:50 3.1 1.00 0.29 N/A 0.7153 0.4327 129.82 1:55 2.9 0.94 0.29 N/A 0.6505 0.3935 118.06 2:00 3 0.97 0.29 N/A 0.6829 0.4131 123.94 2:05 3.1 1.00 0.29 N/A 0.7153 0.4327 129.82 2:10 4.2 1.36 0.29 N/A 1.0717 0.6484 194.51 2:15 5 1.62 0.29 N/A 1.3309 0.8052 241.56 2:20 3.5 1.13 0.29 N/A 0.8449 0.5112 153.35 2:25 6.8 2.20 0.29 N/A 1.9141 1.1580 347.41 2:30 7.3 2.37 0.29 N/A 2.0761 1.2560 376.81 2:35 8.2 2.66 0.29 N/A 2.3677 1.4324 429.73 2:40 5.9 1.91 0.29 N/A 1.6225 0.9816 294.48 2:45 2 0.65 0.29 N/A 0.3589 0.2171 65.14 2:50 1.8 0.58 0.29 N/A 0.2941 0.1779 53.38 2:55 1.8 0.58 0.29 N/A 0.2941 0.1779 53.38 3:00 0.6 0.19 0.29 0.17 0.0194 0.0118 3.53 0 0.00 0.29 0.00 0.0000 0.0000 0.00 0 0.00 0.29 0.00 0.0000 0.0000 0.00 3:15 0 0.00 0.29 0.00 0.0000 0.0000 0.00 0 0.00 0.29 0.00 0.0000 0.0000 0.00 0 0.00 0.29 0.00 0.0000 0.0000 0.00 3:30 0 0.00 0.29 0.00 0.0000 0.0000 0.00 0 0.00 0.29 0.00 0.0000 0.0000 0.00 0 0.00 0.29 0.00 0.0000 0.0000 0.00 Total volume (cf) 4012.22 3 of 6
6 Hour Storm in 5 minute increments Time Pattern Storm Loss Rate Value 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 3.80 0:10 0.6 0.25 0.29 0.23 0.0251 0.0152 4.56 0:15 0.6 0.25 0.29 0.23 0.0251 0.0152 4.56 0:20 0.6 0.25 0.29 0.23 0.0251 0.0152 4.56 0:25 0.6 0.25 0.29 0.23 0.0251 0.0152 4.56 0:30 0.7 0.29 0.29 0.26 0.0293 0.0177 5.32 0:35 0.7 0.29 0.29 0.26 0.0293 0.0177 5.32 0:40 0.7 0.29 0.29 0.26 0.0293 0.0177 5.32 0:45 0.7 0.29 0.29 0.26 0.0293 0.0177 5.32 0:50 0.7 0.29 0.29 0.26 0.0293 0.0177 5.32 0:55 0.7 0.29 0.29 0.26 0.0293 0.0177 5.32 1:00 0.8 0.34 0.29 N/A 0.0459 0.0278 8.33 1:05 0.8 0.34 0.29 N/A 0.0459 0.0278 8.33 1:10 0.8 0.34 0.29 N/A 0.0459 0.0278 8.33 1:15 0.8 0.34 0.29 N/A 0.0459 0.0278 8.33 1:20 0.8 0.34 0.29 N/A 0.0459 0.0278 8.33 1:25 0.8 0.34 0.29 N/A 0.0459 0.0278 8.33 1:30 0.8 0.34 0.29 N/A 0.0459 0.0278 8.33 1:35 0.8 0.34 0.29 N/A 0.0459 0.0278 8.33 1:40 0.8 0.34 0.29 N/A 0.0459 0.0278 8.33 1:45 0.8 0.34 0.29 N/A 0.0459 0.0278 8.33 1:50 0.8 0.34 0.29 N/A 0.0459 0.0278 8.33 1:55 0.8 0.34 0.29 N/A 0.0459 0.0278 8.33 2:00 0.9 0.38 0.29 N/A 0.0878 0.0531 15.94 2:05 0.8 0.34 0.29 N/A 0.0459 0.0278 8.33 2:10 0.9 0.38 0.29 N/A 0.0878 0.0531 15.94 2:15 0.9 0.38 0.29 N/A 0.0878 0.0531 15.94 2:20 0.9 0.38 0.29 N/A 0.0878 0.0531 15.94 2:25 0.9 0.38 0.29 N/A 0.0878 0.0531 15.94 2:30 0.9 0.38 0.29 N/A 0.0878 0.0531 15.94 2:35 0.9 0.38 0.29 N/A 0.0878 0.0531 15.94 2:40 0.9 0.38 0.29 N/A 0.0878 0.0531 15.94 2:45 1 0.42 0.29 N/A 0.1297 0.0785 23.54 2:50 1 0.42 0.29 N/A 0.1297 0.0785 23.54 2:55 1 0.42 0.29 N/A 0.1297 0.0785 23.54 3:00 1 0.42 0.29 N/A 0.1297 0.0785 23.54 3:05 1 0.42 0.29 N/A 0.1297 0.0785 23.54 3:10 1.1 0.46 0.29 N/A 0.1716 0.1038 31.14 3:15 1.1 0.46 0.29 N/A 0.1716 0.1038 31.14 3:20 1.1 0.46 0.29 N/A 0.1716 0.1038 31.14 3:25 1.2 0.50 0.29 N/A 0.2134 0.1291 38.74 3:30 1.3 0.54 0.29 N/A 0.2553 0.1545 46.34 3:35 1.4 0.59 0.29 N/A 0.2972 0.1798 53.94 3:40 1.4 0.59 0.29 N/A 0.2972 0.1798 53.94 3:45 1.5 0.63 0.29 N/A 0.3391 0.2051 61.54 3:50 1.5 0.63 0.29 N/A 0.3391 0.2051 61.54 3:55 1.6 0.67 0.29 N/A 0.3810 0.2305 69.14 4:00 1.6 0.67 0.29 N/A 0.3810 0.2305 69.14 4:05 1.7 0.71 0.29 N/A 0.4228 0.2558 76.75 4:10 1.8 0.75 0.29 N/A 0.4647 0.2812 84.35 4:15 1.9 0.80 0.29 N/A 0.5066 0.3065 91.95 4 of 6 4:20 2 0.84 0.29 N/A 0.5485 0.3318 99.55 4:25 2.1 0.88 0.29 N/A 0.5904 0.3572 107.15 4:30 2.1 0.88 0.29 N/A 0.5904 0.3572 107.15 4:35 2.2 0.92 0.29 N/A 0.6322 0.3825 114.75 4:40 2.3 0.96 0.29 N/A 0.6741 0.4078 122.35 4:45 2.4 1.01 0.29 N/A 0.7160 0.4332 129.95 4:50 2.4 1.01 0.29 N/A 0.7160 0.4332 129.95 4:55 2.5 1.05 0.29 N/A 0.7579 0.4585 137.56 5:00 2.6 1.09 0.29 N/A 0.7998 0.4839 145.16 5:05 3.1 1.30 0.29 N/A 1.0092 0.6105 183.16 5:10 3.6 1.51 0.29 N/A 1.2186 0.7372 221.17 5:15 3.9 1.63 0.29 N/A 1.3442 0.8132 243.97 5:20 4.2 1.76 0.29 N/A 1.4698 0.8893 266.78 5:25 4.7 1.97 0.29 N/A 1.6792 1.0159 304.78 5:30 5.6 2.35 0.29 N/A 2.0562 1.2440 373.19 5:35 1.9 0.80 0.29 N/A 0.5066 0.3065 91.95 5:40 0.9 0.38 0.29 N/A 0.0878 0.0531 15.94 5:45 0.6 0.25 0.29 0.23 0.0251 0.0152 4.56 5:50 0.5 0.21 0.29 0.19 0.0209 0.0127 3.80 5:55 0.3 0.13 0.29 0.11 0.0126 0.0076 2.28 6:00 0.2 0.08 0.29 0.08 0.0084 0.0051 1.52 0 0.00 0.29 0.00 0.0000 0.0000 0.00 0 0.00 0.29 0.00 0.0000 0.0000 0.00 6:15 0 0.00 0.29 0.00 0.0000 0.0000 0.00 0 0.00 0.29 0.00 0.0000 0.0000 0.00 0 0.00 0.29 0.00 0.0000 0.0000 0.00 6:30 0 0.00 0.29 0.00 0.0000 0.0000 0.00 0 0.00 0.29 0.00 0.0000 0.0000 0.00 0 0.00 0.29 0.00 0.0000 0.0000 0.00 6:45 0 0.00 0.29 0.00 0.0000 0.0000 0.00 0 0.00 0.29 0.00 0.0000 0.0000 0.00 0 0.00 0.29 0.00 0.0000 0.0000 0.00 7:00 0 0.00 0.29 0.00 0.0000 0.0000 0.00 Total volume (cf) 4014.97 5 of 6 24 Hour Storm in 15 minute increments Time Pattern Storm Loss Rate Value 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 2.29 0:30 0.3 0.06 0.50 0.06 0.0063 0.0038 3.44 0:45 0.3 0.06 0.50 0.06 0.0063 0.0038 3.44 1:00 0.4 0.08 0.49 0.08 0.0084 0.0051 4.58 1:15 0.3 0.06 0.48 0.06 0.0063 0.0038 3.44 1:30 0.3 0.06 0.48 0.06 0.0063 0.0038 3.44 1:45 0.3 0.06 0.47 0.06 0.0063 0.0038 3.44 2:00 0.4 0.08 0.47 0.08 0.0084 0.0051 4.58 2:15 0.4 0.08 0.46 0.08 0.0084 0.0051 4.58 2:30 0.4 0.08 0.46 0.08 0.0084 0.0051 4.58 2:45 0.5 0.11 0.45 0.09 0.0105 0.0064 5.73 3:00 0.5 0.11 0.44 0.09 0.0105 0.0064 5.73 3:15 0.5 0.11 0.44 0.09 0.0105 0.0064 5.73 3:30 0.5 0.11 0.43 0.09 0.0105 0.0064 5.73 3:45 0.5 0.11 0.43 0.09 0.0105 0.0064 5.73 4:00 0.6 0.13 0.42 0.11 0.0126 0.0076 6.87 4:15 0.6 0.13 0.42 0.11 0.0126 0.0076 6.87 4:30 0.7 0.15 0.41 0.13 0.0147 0.0089 8.02 4:45 0.7 0.15 0.41 0.13 0.0147 0.0089 8.02 5:00 0.8 0.17 0.40 0.15 0.0168 0.0102 9.17 5:15 0.6 0.13 0.40 0.11 0.0126 0.0076 6.87 5:30 0.7 0.15 0.39 0.13 0.0147 0.0089 8.02 5:45 0.8 0.17 0.39 0.15 0.0168 0.0102 9.17 6:00 0.8 0.17 0.38 0.15 0.0168 0.0102 9.17 6:15 0.9 0.19 0.38 0.17 0.0189 0.0115 10.31 6:30 0.9 0.19 0.37 0.17 0.0189 0.0115 10.31 6:45 1 0.21 0.37 0.19 0.0210 0.0127 11.46 7:00 1 0.21 0.36 0.19 0.0210 0.0127 11.46 7:15 1 0.21 0.36 0.19 0.0210 0.0127 11.46 7:30 1.1 0.23 0.35 0.21 0.0231 0.0140 12.60 7:45 1.2 0.25 0.35 0.23 0.0252 0.0153 13.75 8:00 1.3 0.27 0.34 0.25 0.0274 0.0165 14.89 8:15 1.5 0.32 0.34 0.28 0.0316 0.0191 17.18 8:30 1.5 0.32 0.33 0.28 0.0316 0.0191 17.18 8:45 1.6 0.34 0.33 0.30 0.0337 0.0204 18.33 9:00 1.7 0.36 0.32 0.32 0.0358 0.0216 19.48 9:15 1.9 0.40 0.32 N/A 0.0817 0.0494 44.49 9:30 2 0.42 0.31 N/A 0.1073 0.0649 58.42 9:45 2.1 0.44 0.31 N/A 0.1328 0.0804 72.32 10:00 2.2 0.46 0.30 N/A 0.1583 0.0958 86.20 10:15 1.5 0.32 0.30 0.28 0.0316 0.0191 17.18 10:30 1.5 0.32 0.30 0.28 0.0316 0.0191 17.18 10:45 2 0.42 0.29 N/A 0.1293 0.0782 70.41 11:00 2 0.42 0.29 N/A 0.1336 0.0808 72.74 11:15 1.9 0.40 0.28 N/A 0.1168 0.0707 63.59 11:30 1.9 0.40 0.28 N/A 0.1210 0.0732 65.87 11:45 1.7 0.36 0.27 N/A 0.0830 0.0502 45.21 12:00 1.8 0.38 0.27 N/A 0.1082 0.0654 58.89 12:15 2.5 0.53 0.27 N/A 0.2595 0.1570 141.29 12:30 2.6 0.55 0.26 N/A 0.2845 0.1721 154.92 12:45 2.8 0.59 0.26 N/A 0.3306 0.2000 179.99 6 of 6 13:00 2.9 0.61 0.25 N/A 0.3555 0.2151 193.57 13:15 3.4 0.72 0.25 N/A 0.4645 0.2811 252.95 13:30 3.4 0.72 0.25 N/A 0.4684 0.2834 255.02 13:45 2.3 0.48 0.24 N/A 0.2407 0.1456 131.05 14:00 2.3 0.48 0.24 N/A 0.2444 0.1478 133.06 14:15 2.7 0.57 0.24 N/A 0.3322 0.2010 180.88 14:30 2.6 0.55 0.23 N/A 0.3148 0.1904 171.38 14:45 2.6 0.55 0.23 N/A 0.3183 0.1926 173.32 15:00 2.5 0.53 0.23 N/A 0.3008 0.1820 163.77 15:15 2.4 0.50 0.22 N/A 0.2832 0.1713 154.19 15:30 2.3 0.48 0.22 N/A 0.2655 0.1606 144.58 15:45 1.9 0.40 0.22 N/A 0.1847 0.1117 100.57 16:00 1.9 0.40 0.21 N/A 0.1880 0.1137 102.36 16:15 0.4 0.08 0.21 0.08 0.0084 0.0051 4.58 16:30 0.4 0.08 0.21 0.08 0.0084 0.0051 4.58 16:45 0.3 0.06 0.20 0.06 0.0063 0.0038 3.44 17:00 0.3 0.06 0.20 0.06 0.0063 0.0038 3.44 17:15 0.5 0.11 0.20 0.09 0.0105 0.0064 5.73 17:30 0.5 0.11 0.19 0.09 0.0105 0.0064 5.73 17:45 0.5 0.11 0.19 0.09 0.0105 0.0064 5.73 18:00 0.4 0.08 0.19 0.08 0.0084 0.0051 4.58 18:15 0.4 0.08 0.18 0.08 0.0084 0.0051 4.58 18:30 0.4 0.08 0.18 0.08 0.0084 0.0051 4.58 18:45 0.3 0.06 0.18 0.06 0.0063 0.0038 3.44 19:00 0.2 0.04 0.18 0.04 0.0042 0.0025 2.29 19:15 0.3 0.06 0.17 0.06 0.0063 0.0038 3.44 19:30 0.4 0.08 0.17 0.08 0.0084 0.0051 4.58 19:45 0.3 0.06 0.17 0.06 0.0063 0.0038 3.44 20:00 0.2 0.04 0.17 0.04 0.0042 0.0025 2.29 20:15 0.3 0.06 0.17 0.06 0.0063 0.0038 3.44 20:30 0.3 0.06 0.16 0.06 0.0063 0.0038 3.44 20:45 0.3 0.06 0.16 0.06 0.0063 0.0038 3.44 21:00 0.2 0.04 0.16 0.04 0.0042 0.0025 2.29 21:15 0.3 0.06 0.16 0.06 0.0063 0.0038 3.44 21:30 0.2 0.04 0.16 0.04 0.0042 0.0025 2.29 21:45 0.3 0.06 0.15 0.06 0.0063 0.0038 3.44 22:00 0.2 0.04 0.15 0.04 0.0042 0.0025 2.29 22:15 0.3 0.06 0.15 0.06 0.0063 0.0038 3.44 22:30 0.2 0.04 0.15 0.04 0.0042 0.0025 2.29 22:45 0.2 0.04 0.15 0.04 0.0042 0.0025 2.29 23:00 0.2 0.04 0.15 0.04 0.0042 0.0025 2.29 23:15 0.2 0.04 0.15 0.04 0.0042 0.0025 2.29 23:30 0.2 0.04 0.15 0.04 0.0042 0.0025 2.29 23:45 0.2 0.04 0.14 0.04 0.0042 0.0025 2.29 24:00 0.2 0.04 0.14 0.04 0.0042 0.0025 2.29 0 0.00 0.14 0.00 0.0000 0.0000 0.00 Total volume (cf) 3722.41 1 of 6 HYDROLOGY CALCULATIONS - Using the RCFC&WCD Short Cut Unit Hydrograph Method Area Designations Date Palm Apartments T6 Drainage Area (ac.) 1.4500 Unit time (minutes) 5 5 5 15 100 Year Storm Duration (hrs) 1 3 6 24 Total Precipitation (Plates D-4.4,E-5.2, 5.4, 5.6)(in.) 1.93 2.70 3.49 5.26 Or data from NOAA interactive website Soils Group A AMC index II Runoff Number (plate E-6.1) 32 Plate E-6.2 Pervious Area Loss Rate (Fp)(in/hr) 0.74 (AMC II) Percentage of Impervious Cover (Ai)(%) (plate E-6.3) 5 Weighted Average Loss Rate (F=Fp(1-.9Ai))(in./hr.) 0.71 (used for 1, 3, and 6 hour storm, the 24 hour storm uses variable maximum loss rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90 Retention Basin Percolation Rate (in/hr) 2 (also used for drywell percolation rate) Percolation is taken incrementally. Basin volume is calculated using the "truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometimes used (Drywell can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) Drywell storage includes 40% of the 1' wide rock bed surrounding the drywell: formula (upper)*PI()*(diam/2)^2+(lower)*PI()*((diam/2)^2+0.4*((diam/2+(grav+0.4166))^2-(diam/2+0.4166)^2)) The drywell wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "grav" Drywell design factors Upper sec. (ft.)= 0.0001 Lower sec. (ft.)= 0.0001 Ring diam. (ft.) = 0.0001 Drywell lower max. (cf)= 0.00 Upper max.(cf)= 0.00 Gravel bed width around drwyell= 0 Drywell total(cf)= 0.00 Ret. Basin design (area, depth) Top = 24000 s.f. Bot. = 3700 s.f. Max. Depth (d)= 5 Max. storage= 61872.29 (d/3)*(bottom+top+(bottom*top)^0.50) Formulas vol=(h/3)*(bottom+top+(bottom*top)^0.50) area=bottom+(h/d)*(top-bottom) h=(vol*3)/(bottom+top+(bottom*top)^0.5) (values must be non-zero or error occurs) Outside input from: N/A 1 Hour Storm in 5 minute increments Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Value 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 0.00 0:10 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 0.00 0:15 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 0.00 0:20 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 0.00 0:25 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 0.00 0:30 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 0.00 0:35 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 0.00 0:40 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 0.00 0:45 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 0.00 0:50 17.6 4.0762 0.7067 N/A 3.3695 4.9264 1477.93 0.00 0.00 0.00 0.00 0.00 1477.93 4693.01 65.18 4439.35 0.36 0.00 0.00 0:55 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 0.00 1:00 4.2 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 77.33 5732.64 0.46 0.00 0.00 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 5580.85 77.51 5655.12 0.46 0.00 0.00 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 5555.42 77.16 5577.97 0.45 0.00 0.00 1:15 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 0.00 Total volume (cf) 6438.84 Total Overflow (cf) 0.00 2 of 6
3 Hour Storm in 5 minute increments Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Value 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 0.00 0:10 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 0.00 0:15 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 0.00 0:20 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 0.00 0:25 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 0.00 0:30 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 0.00 0:35 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 0.00 0:40 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 0.00 0:45 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 0.00 0:50 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 0.00 0:55 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 0.00 1:00 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 0.00 1:05 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 0.00 1:10 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 0.00 1:15 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 0.00 1:20 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 0.00 1:25 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 0.00 1:30 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 0.00 1:35 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 0.00 1:40 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 0.00 1:45 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 0.00 1:50 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 0.00 1:55 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 0.00 2:00 3 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 0.00 2:05 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 0.00 2:10 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 0.00 2:15 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 0.00 2:20 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 0.00 2:25 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 0.00 2:30 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 0.00 2:35 8.2 2.66 0.71 N/A 1.9501 2.8512 855.36 0.00 0.00 0.00 0.00 0.00 855.36 4484.80 62.29 3185.06 0.26 0.00 0.00 2:40 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 65.90 3647.65 0.29 0.00 0.00 2:45 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 0.00 2:50 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 0.00 2:55 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 0.00 3:00 0.6 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 0.00 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 4836.80 67.18 3397.66 0.27 0.00 0.00 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 4814.76 66.87 3330.79 0.27 0.00 0.00 3:15 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 0.00 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 4770.98 66.26 3197.96 0.26 0.00 0.00 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 4749.23 65.96 3132.00 0.25 0.00 0.00 3:30 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 0.00 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 4706.05 65.36 3000.97 0.24 0.00 0.00 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 4684.60 65.06 2935.91 0.24 0.00 0.00 Total volume (cf) 4995.67 Total Overflow (cf) 0.00 3 of 6
6 Hour Storm in 5 minute increments Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Value 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 0.00 0:10 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 0.00 0:15 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 0.00 0:20 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 0.00 0:25 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 0.00 0:30 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 0.00 0:35 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 0.00 0:40 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 0.00 0:45 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 0.00 0:50 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 0.00 0:55 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 0.00 1:00 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 0.00 1:05 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 0.00 1:10 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 0.00 1:15 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 0.00 1:20 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 0.00 1:25 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 0.00 1:30 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 0.00 1:35 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 0.00 1:40 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 0.00 1:45 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 0.00 1:50 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 0.00 1:55 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 0.00 2:00 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 0.00 2:05 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 0.00 2:10 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 0.00 2:15 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 0.00 2:20 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 0.00 2:25 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 0.00 2:30 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 0.00 2:35 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 0.00 2:40 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 0.00 2:45 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 0.00 2:50 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 0.00 2:55 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 0.00 3:00 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 0.00 3:05 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 0.00 3:10 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 0.00 3:15 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 0.00 3:20 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 0.00 3:25 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 0.00 3:30 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 0.00 3:35 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 0.00 3:40 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 0.00 3:45 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 0.00 3:50 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 0.00 3:55 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 0.00 4:00 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 0.00 4:05 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 0.00 4:10 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 0.00 4:15 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 4 of 6 4:20 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 0.00 4:25 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 0.00 4:30 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 0.00 4:35 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 0.00 4:40 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 0.00 4:45 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 0.00 4:50 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 0.00 4:55 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 0.00 5:00 2.6 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 0.00 5:05 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 0.00 5:10 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 0.00 5:15 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 0.00 5:20 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 0.00 5:25 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 0.00 5:30 5.6 2.35 0.71 N/A 1.6386 2.3957 718.72 0.00 0.00 0.00 0.00 0.00 718.72 4446.85 61.76 2933.28 0.24 0.00 0.00 5:35 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 64.76 2907.57 0.23 0.00 0.00 5:40 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 0.00 5:45 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 0.00 5:50 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 0.00 5:55 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 0.00 6:00 0.2 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 0.00 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 4563.77 63.39 2569.29 0.21 0.00 0.00 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 4542.97 63.10 2506.19 0.20 0.00 0.00 6:15 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 0.00 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 4501.66 62.52 2380.86 0.19 0.00 0.00 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 4481.15 62.24 2318.62 0.19 0.00 0.00 6:30 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 0.00 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 4440.40 61.67 2194.99 0.18 0.00 0.00 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 4420.17 61.39 2133.60 0.17 0.00 0.00 6:45 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 0.00 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 4379.97 60.83 2011.66 0.16 0.00 0.00 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 4360.02 60.56 1951.10 0.16 0.00 0.00 7:00 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 4340.15 60.28 1890.82 0.15 0.00 0.00 Total volume (cf) 4751.03 Total Overflow (cf) 0.00 5 of 6 24 Hour Storm in 15 minute increments Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Value 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 0.00 0:30 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 0.00 0:45 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 0.00 1:00 0.4 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 0.00 1:15 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 0.00 1:30 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 0.00 1:45 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 0.00 2:00 0.4 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 0.00 2:15 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 0.00 2:30 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 0.00 2:45 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 0.00 3:00 0.5 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 0.00 3:15 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 0.00 3:30 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 0.00 3:45 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 0.00 4:00 0.6 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 0.00 4:15 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 0.00 4:30 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 0.00 4:45 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 0.00 5:00 0.8 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 0.00 5:15 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 0.00 5:30 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 0.00 5:45 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 0.00 6:00 0.8 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 0.00 6:15 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 0.00 6:30 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 0.00 6:45 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 0.00 7:00 1 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 0.00 7:15 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 0.00 7:30 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 0.00 7:45 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 0.00 8:00 1.3 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 0.00 8:15 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 0.00 8:30 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 0.00 8:45 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 0.00 9:00 1.7 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 0.00 9:15 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 0.00 9:30 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 0.00 9:45 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 0.00 10:00 2.2 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 0.00 10:15 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 0.00 10:30 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 0.00 10:45 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 0.00 11:00 2 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 0.00 11:15 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 0.00 11:30 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 0.00 11:45 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 0.00 12:00 1.8 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 0.00 12:15 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 0.00 12:30 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 0.00 12:45 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 6 of 6 13:00 2.9 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 0.00 13:15 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 0.00 13:30 3.4 0.72 0.60 N/A 0.1116 0.1632 146.85 0.00 0.00 0.00 0.00 0.00 146.85 3700.00 146.85 0.00 0.00 0.00 0.00 13:45 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 0.00 14:00 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 0.00 14:15 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 0.00 14:30 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 0.00 14:45 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 0.00 15:00 2.5 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 0.00 15:15 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 0.00 15:30 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 0.00 15:45 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 0.00 16:00 1.9 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 0.00 16:15 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 0.00 16:30 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 0.00 16:45 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 0.00 17:00 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 0.00 17:15 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 0.00 17:30 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 0.00 17:45 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 0.00 18:00 0.4 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 0.00 18:15 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 0.00 18:30 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 0.00 18:45 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 0.00 19:00 0.2 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 0.00 19:15 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 0.00 19:30 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 0.00 19:45 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 0.00 20:00 0.2 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 0.00 20:15 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 0.00 20:30 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 0.00 20:45 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 0.00 21:00 0.2 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 0.00 21:15 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 0.00 21:30 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 0.00 21:45 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 0.00 22:00 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 0.00 22:15 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 0.00 22:30 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 0.00 22:45 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 0.00 23:00 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 0.00 23:15 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 0.00 23:30 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 0.00 23:45 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 0.00 24:00 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 0.00 0 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 0.00 Total volume (cf) 2861.79 Total Overflow (cf) 0.00 1 of 6 HYDROLOGY CALCULATIONS - Using the RCFC&WCD Short Cut Unit Hydrograph Method Area Designations Date Palm Apartments OFF2 Drainage Area (ac.) 0.2100 Unit time (minutes) 5 5 5 15 100 Year Storm Duration (hrs) 1 3 6 24 Total Precipitation (Plates D-4.4,E-5.2, 5.4, 5.6)(in.) 1.93 2.70 3.49 5.26 Or data from NOAA interactive website Soils Group A AMC index II Runoff Number (plate E-6.1) 32 Plate E-6.2 Pervious Area Loss Rate (Fp)(in/hr) 0.74 (AMC II) Percentage of Impervious Cover (Ai)(%) (plate E-6.3) 55.5 Weighted Average Loss Rate (F=Fp(1-.9Ai))(in./hr.) 0.37 (used for 1, 3, and 6 hour storm, the 24 hour storm uses variable maximum loss rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90 Retention Basin Percolation Rate (in/hr) 2 (also used for drywell percolation rate) Percolation is taken incrementally. Basin volume is calculated using the "truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometimes used (Drywell can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) Drywell storage includes 40% of the 1' wide rock bed surrounding the drywell: formula (upper)*PI()*(diam/2)^2+(lower)*PI()*((diam/2)^2+0.4*((diam/2+(grav+0.4166))^2-(diam/2+0.4166)^2)) The drywell wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "grav" Drywell design factors Upper sec. (ft.)= 0.0001 Lower sec. (ft.)= 0.0001 Ring diam. (ft.) = 0.0001 Drywell lower max. (cf)= 0.00 Upper max.(cf)= 0.00 Gravel bed width around drwyell= 0 Drywell total(cf)= 0.00 Ret. Basin design (area, depth) Top = 0.0001 s.f. Bot. = 0.0001 s.f. Max. Depth (d)= 0.0001 Max. storage= 0.00 (d/3)*(bottom+top+(bottom*top)^0.50) Formulas vol=(h/3)*(bottom+top+(bottom*top)^0.50) area=bottom+(h/d)*(top-bottom) h=(vol*3)/(bottom+top+(bottom*top)^0.5) (values must be non-zero or error occurs) Outside input from: N/A 1 Hour Storm in 5 minute increments Time Pattern Storm Loss Rate Value 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 30.91 0:10 4.8 1.1117 0.3704 N/A 0.7413 0.1570 47.09 0:15 5.1 1.1812 0.3704 N/A 0.8108 0.1717 51.51 0:20 4.9 1.1348 0.3704 N/A 0.7645 0.1619 48.56 0:25 6.6 1.5286 0.3704 N/A 1.1582 0.2452 73.57 0:30 7.3 1.6907 0.3704 N/A 1.3203 0.2796 83.87 0:35 8.4 1.9454 0.3704 N/A 1.5751 0.3335 100.06 0:40 9 2.0844 0.3704 N/A 1.7140 0.3629 108.88 0:45 12.3 2.8487 0.3704 N/A 2.4783 0.5248 157.43 0:50 17.6 4.0762 0.3704 N/A 3.7058 0.7847 235.41 0:55 16.1 3.7288 0.3704 N/A 3.3584 0.7111 213.34 1:00 4.2 0.9727 0.3704 N/A 0.6024 0.1275 38.26 0 0.0000 0.3704 0.00 0.0000 0.0000 0.00 0 0.0000 0.3704 0.00 0.0000 0.0000 0.00 1:15 0 0.0000 0.3704 0.00 0.0000 0.0000 0.00 Total volume (cf) 1188.91 2 of 6
3 Hour Storm in 5 minute increments Time Pattern Storm Loss Rate Value 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 3.23 0:10 1.3 0.42 0.37 N/A 0.0508 0.0108 3.23 0:15 1.1 0.36 0.37 0.32 0.0356 0.0075 2.26 0:20 1.5 0.49 0.37 N/A 0.1156 0.0245 7.35 0:25 1.5 0.49 0.37 N/A 0.1156 0.0245 7.35 0:30 1.8 0.58 0.37 N/A 0.2128 0.0451 13.52 0:35 1.5 0.49 0.37 N/A 0.1156 0.0245 7.35 0:40 1.8 0.58 0.37 N/A 0.2128 0.0451 13.52 0:45 1.8 0.58 0.37 N/A 0.2128 0.0451 13.52 0:50 1.5 0.49 0.37 N/A 0.1156 0.0245 7.35 0:55 1.6 0.52 0.37 N/A 0.1480 0.0313 9.40 1:00 1.8 0.58 0.37 N/A 0.2128 0.0451 13.52 1:05 2.2 0.71 0.37 N/A 0.3424 0.0725 21.75 1:10 2.2 0.71 0.37 N/A 0.3424 0.0725 21.75 1:15 2.2 0.71 0.37 N/A 0.3424 0.0725 21.75 1:20 2 0.65 0.37 N/A 0.2776 0.0588 17.64 1:25 2.6 0.84 0.37 N/A 0.4720 0.1000 29.99 1:30 2.7 0.87 0.37 N/A 0.5044 0.1068 32.04 1:35 2.4 0.78 0.37 N/A 0.4072 0.0862 25.87 1:40 2.7 0.87 0.37 N/A 0.5044 0.1068 32.04 1:45 3.3 1.07 0.37 N/A 0.6988 0.1480 44.39 1:50 3.1 1.00 0.37 N/A 0.6340 0.1343 40.28 1:55 2.9 0.94 0.37 N/A 0.5692 0.1205 36.16 2:00 3 0.97 0.37 N/A 0.6016 0.1274 38.22 2:05 3.1 1.00 0.37 N/A 0.6340 0.1343 40.28 2:10 4.2 1.36 0.37 N/A 0.9904 0.2097 62.92 2:15 5 1.62 0.37 N/A 1.2496 0.2646 79.38 2:20 3.5 1.13 0.37 N/A 0.7636 0.1617 48.51 2:25 6.8 2.20 0.37 N/A 1.8328 0.3881 116.43 2:30 7.3 2.37 0.37 N/A 1.9948 0.4224 126.72 2:35 8.2 2.66 0.37 N/A 2.2864 0.4842 145.25 2:40 5.9 1.91 0.37 N/A 1.5412 0.3264 97.91 2:45 2 0.65 0.37 N/A 0.2776 0.0588 17.64 2:50 1.8 0.58 0.37 N/A 0.2128 0.0451 13.52 2:55 1.8 0.58 0.37 N/A 0.2128 0.0451 13.52 3:00 0.6 0.19 0.37 0.17 0.0194 0.0041 1.23 0 0.00 0.37 0.00 0.0000 0.0000 0.00 0 0.00 0.37 0.00 0.0000 0.0000 0.00 3:15 0 0.00 0.37 0.00 0.0000 0.0000 0.00 0 0.00 0.37 0.00 0.0000 0.0000 0.00 0 0.00 0.37 0.00 0.0000 0.0000 0.00 3:30 0 0.00 0.37 0.00 0.0000 0.0000 0.00 0 0.00 0.37 0.00 0.0000 0.0000 0.00 0 0.00 0.37 0.00 0.0000 0.0000 0.00 Total volume (cf) 1226.78 3 of 6
6 Hour Storm in 5 minute increments Time Pattern Storm Loss Rate Value 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 1.33 0:10 0.6 0.25 0.37 0.23 0.0251 0.0053 1.60 0:15 0.6 0.25 0.37 0.23 0.0251 0.0053 1.60 0:20 0.6 0.25 0.37 0.23 0.0251 0.0053 1.60 0:25 0.6 0.25 0.37 0.23 0.0251 0.0053 1.60 0:30 0.7 0.29 0.37 0.26 0.0293 0.0062 1.86 0:35 0.7 0.29 0.37 0.26 0.0293 0.0062 1.86 0:40 0.7 0.29 0.37 0.26 0.0293 0.0062 1.86 0:45 0.7 0.29 0.37 0.26 0.0293 0.0062 1.86 0:50 0.7 0.29 0.37 0.26 0.0293 0.0062 1.86 0:55 0.7 0.29 0.37 0.26 0.0293 0.0062 1.86 1:00 0.8 0.34 0.37 0.30 0.0335 0.0071 2.13 1:05 0.8 0.34 0.37 0.30 0.0335 0.0071 2.13 1:10 0.8 0.34 0.37 0.30 0.0335 0.0071 2.13 1:15 0.8 0.34 0.37 0.30 0.0335 0.0071 2.13 1:20 0.8 0.34 0.37 0.30 0.0335 0.0071 2.13 1:25 0.8 0.34 0.37 0.30 0.0335 0.0071 2.13 1:30 0.8 0.34 0.37 0.30 0.0335 0.0071 2.13 1:35 0.8 0.34 0.37 0.30 0.0335 0.0071 2.13 1:40 0.8 0.34 0.37 0.30 0.0335 0.0071 2.13 1:45 0.8 0.34 0.37 0.30 0.0335 0.0071 2.13 1:50 0.8 0.34 0.37 0.30 0.0335 0.0071 2.13 1:55 0.8 0.34 0.37 0.30 0.0335 0.0071 2.13 2:00 0.9 0.38 0.37 0.34 0.0377 0.0080 2.39 2:05 0.8 0.34 0.37 0.30 0.0335 0.0071 2.13 2:10 0.9 0.38 0.37 0.34 0.0377 0.0080 2.39 2:15 0.9 0.38 0.37 0.34 0.0377 0.0080 2.39 2:20 0.9 0.38 0.37 0.34 0.0377 0.0080 2.39 2:25 0.9 0.38 0.37 0.34 0.0377 0.0080 2.39 2:30 0.9 0.38 0.37 0.34 0.0377 0.0080 2.39 2:35 0.9 0.38 0.37 0.34 0.0377 0.0080 2.39 2:40 0.9 0.38 0.37 0.34 0.0377 0.0080 2.39 2:45 1 0.42 0.37 N/A 0.0484 0.0103 3.08 2:50 1 0.42 0.37 N/A 0.0484 0.0103 3.08 2:55 1 0.42 0.37 N/A 0.0484 0.0103 3.08 3:00 1 0.42 0.37 N/A 0.0484 0.0103 3.08 3:05 1 0.42 0.37 N/A 0.0484 0.0103 3.08 3:10 1.1 0.46 0.37 N/A 0.0903 0.0191 5.74 3:15 1.1 0.46 0.37 N/A 0.0903 0.0191 5.74 3:20 1.1 0.46 0.37 N/A 0.0903 0.0191 5.74 3:25 1.2 0.50 0.37 N/A 0.1322 0.0280 8.40 3:30 1.3 0.54 0.37 N/A 0.1741 0.0369 11.06 3:35 1.4 0.59 0.37 N/A 0.2160 0.0457 13.72 3:40 1.4 0.59 0.37 N/A 0.2160 0.0457 13.72 3:45 1.5 0.63 0.37 N/A 0.2578 0.0546 16.38 3:50 1.5 0.63 0.37 N/A 0.2578 0.0546 16.38 3:55 1.6 0.67 0.37 N/A 0.2997 0.0635 19.04 4:00 1.6 0.67 0.37 N/A 0.2997 0.0635 19.04 4:05 1.7 0.71 0.37 N/A 0.3416 0.0723 21.70 4:10 1.8 0.75 0.37 N/A 0.3835 0.0812 24.36 4:15 1.9 0.80 0.37 N/A 0.4254 0.0901 27.02 4 of 6 4:20 2 0.84 0.37 N/A 0.4672 0.0989 29.68 4:25 2.1 0.88 0.37 N/A 0.5091 0.1078 32.34 4:30 2.1 0.88 0.37 N/A 0.5091 0.1078 32.34 4:35 2.2 0.92 0.37 N/A 0.5510 0.1167 35.00 4:40 2.3 0.96 0.37 N/A 0.5929 0.1255 37.66 4:45 2.4 1.01 0.37 N/A 0.6348 0.1344 40.32 4:50 2.4 1.01 0.37 N/A 0.6348 0.1344 40.32 4:55 2.5 1.05 0.37 N/A 0.6766 0.1433 42.98 5:00 2.6 1.09 0.37 N/A 0.7185 0.1521 45.64 5:05 3.1 1.30 0.37 N/A 0.9279 0.1965 58.95 5:10 3.6 1.51 0.37 N/A 1.1373 0.2408 72.25 5:15 3.9 1.63 0.37 N/A 1.2630 0.2674 80.23 5:20 4.2 1.76 0.37 N/A 1.3886 0.2940 88.21 5:25 4.7 1.97 0.37 N/A 1.5980 0.3384 101.51 5:30 5.6 2.35 0.37 N/A 1.9749 0.4182 125.46 5:35 1.9 0.80 0.37 N/A 0.4254 0.0901 27.02 5:40 0.9 0.38 0.37 0.34 0.0377 0.0080 2.39 5:45 0.6 0.25 0.37 0.23 0.0251 0.0053 1.60 5:50 0.5 0.21 0.37 0.19 0.0209 0.0044 1.33 5:55 0.3 0.13 0.37 0.11 0.0126 0.0027 0.80 6:00 0.2 0.08 0.37 0.08 0.0084 0.0018 0.53 0 0.00 0.37 0.00 0.0000 0.0000 0.00 0 0.00 0.37 0.00 0.0000 0.0000 0.00 6:15 0 0.00 0.37 0.00 0.0000 0.0000 0.00 0 0.00 0.37 0.00 0.0000 0.0000 0.00 0 0.00 0.37 0.00 0.0000 0.0000 0.00 6:30 0 0.00 0.37 0.00 0.0000 0.0000 0.00 0 0.00 0.37 0.00 0.0000 0.0000 0.00 0 0.00 0.37 0.00 0.0000 0.0000 0.00 6:45 0 0.00 0.37 0.00 0.0000 0.0000 0.00 0 0.00 0.37 0.00 0.0000 0.0000 0.00 0 0.00 0.37 0.00 0.0000 0.0000 0.00 7:00 0 0.00 0.37 0.00 0.0000 0.0000 0.00 Total volume (cf) 1185.68 5 of 6 24 Hour Storm in 15 minute increments Time Pattern Storm Loss Rate Value 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 0.80 0:30 0.3 0.06 0.64 0.06 0.0063 0.0013 1.20 0:45 0.3 0.06 0.64 0.06 0.0063 0.0013 1.20 1:00 0.4 0.08 0.63 0.08 0.0084 0.0018 1.60 1:15 0.3 0.06 0.62 0.06 0.0063 0.0013 1.20 1:30 0.3 0.06 0.61 0.06 0.0063 0.0013 1.20 1:45 0.3 0.06 0.61 0.06 0.0063 0.0013 1.20 2:00 0.4 0.08 0.60 0.08 0.0084 0.0018 1.60 2:15 0.4 0.08 0.59 0.08 0.0084 0.0018 1.60 2:30 0.4 0.08 0.58 0.08 0.0084 0.0018 1.60 2:45 0.5 0.11 0.58 0.09 0.0105 0.0022 2.00 3:00 0.5 0.11 0.57 0.09 0.0105 0.0022 2.00 3:15 0.5 0.11 0.56 0.09 0.0105 0.0022 2.00 3:30 0.5 0.11 0.56 0.09 0.0105 0.0022 2.00 3:45 0.5 0.11 0.55 0.09 0.0105 0.0022 2.00 4:00 0.6 0.13 0.54 0.11 0.0126 0.0027 2.41 4:15 0.6 0.13 0.53 0.11 0.0126 0.0027 2.41 4:30 0.7 0.15 0.53 0.13 0.0147 0.0031 2.81 4:45 0.7 0.15 0.52 0.13 0.0147 0.0031 2.81 5:00 0.8 0.17 0.51 0.15 0.0168 0.0036 3.21 5:15 0.6 0.13 0.51 0.11 0.0126 0.0027 2.41 5:30 0.7 0.15 0.50 0.13 0.0147 0.0031 2.81 5:45 0.8 0.17 0.49 0.15 0.0168 0.0036 3.21 6:00 0.8 0.17 0.49 0.15 0.0168 0.0036 3.21 6:15 0.9 0.19 0.48 0.17 0.0189 0.0040 3.61 6:30 0.9 0.19 0.47 0.17 0.0189 0.0040 3.61 6:45 1 0.21 0.47 0.19 0.0210 0.0045 4.01 7:00 1 0.21 0.46 0.19 0.0210 0.0045 4.01 7:15 1 0.21 0.46 0.19 0.0210 0.0045 4.01 7:30 1.1 0.23 0.45 0.21 0.0231 0.0049 4.41 7:45 1.2 0.25 0.44 0.23 0.0252 0.0053 4.81 8:00 1.3 0.27 0.44 0.25 0.0274 0.0058 5.21 8:15 1.5 0.32 0.43 0.28 0.0316 0.0067 6.01 8:30 1.5 0.32 0.43 0.28 0.0316 0.0067 6.01 8:45 1.6 0.34 0.42 0.30 0.0337 0.0071 6.42 9:00 1.7 0.36 0.41 0.32 0.0358 0.0076 6.82 9:15 1.9 0.40 0.41 0.36 0.0400 0.0085 7.62 9:30 2 0.42 0.40 0.38 0.0421 0.0089 8.02 9:45 2.1 0.44 0.40 N/A 0.0460 0.0097 8.76 10:00 2.2 0.46 0.39 N/A 0.0727 0.0154 13.86 10:15 1.5 0.32 0.38 0.28 0.0316 0.0067 6.01 10:30 1.5 0.32 0.38 0.28 0.0316 0.0067 6.01 10:45 2 0.42 0.37 N/A 0.0474 0.0100 9.03 11:00 2 0.42 0.37 N/A 0.0529 0.0112 10.08 11:15 1.9 0.40 0.36 0.36 0.0400 0.0085 7.62 11:30 1.9 0.40 0.36 N/A 0.0426 0.0090 8.12 11:45 1.7 0.36 0.35 0.32 0.0358 0.0076 6.82 12:00 1.8 0.38 0.35 0.34 0.0379 0.0080 7.22 12:15 2.5 0.53 0.34 N/A 0.1846 0.0391 35.18 12:30 2.6 0.55 0.34 N/A 0.2107 0.0446 40.16 12:45 2.8 0.59 0.33 N/A 0.2579 0.0546 49.15 6 of 6 13:00 2.9 0.61 0.33 N/A 0.2839 0.0601 54.11 13:15 3.4 0.72 0.32 N/A 0.3941 0.0834 75.10 13:30 3.4 0.72 0.32 N/A 0.3989 0.0845 76.03 13:45 2.3 0.48 0.31 N/A 0.1723 0.0365 32.84 14:00 2.3 0.48 0.31 N/A 0.1771 0.0375 33.74 14:15 2.7 0.57 0.30 N/A 0.2659 0.0563 50.67 14:30 2.6 0.55 0.30 N/A 0.2495 0.0528 47.54 14:45 2.6 0.55 0.29 N/A 0.2540 0.0538 48.41 15:00 2.5 0.53 0.29 N/A 0.2375 0.0503 45.26 15:15 2.4 0.50 0.28 N/A 0.2208 0.0468 42.09 15:30 2.3 0.48 0.28 N/A 0.2042 0.0432 38.91 15:45 1.9 0.40 0.28 N/A 0.1243 0.0263 23.68 16:00 1.9 0.40 0.27 N/A 0.1285 0.0272 24.48 16:15 0.4 0.08 0.27 0.08 0.0084 0.0018 1.60 16:30 0.4 0.08 0.26 0.08 0.0084 0.0018 1.60 16:45 0.3 0.06 0.26 0.06 0.0063 0.0013 1.20 17:00 0.3 0.06 0.26 0.06 0.0063 0.0013 1.20 17:15 0.5 0.11 0.25 0.09 0.0105 0.0022 2.00 17:30 0.5 0.11 0.25 0.09 0.0105 0.0022 2.00 17:45 0.5 0.11 0.24 0.09 0.0105 0.0022 2.00 18:00 0.4 0.08 0.24 0.08 0.0084 0.0018 1.60 18:15 0.4 0.08 0.24 0.08 0.0084 0.0018 1.60 18:30 0.4 0.08 0.23 0.08 0.0084 0.0018 1.60 18:45 0.3 0.06 0.23 0.06 0.0063 0.0013 1.20 19:00 0.2 0.04 0.23 0.04 0.0042 0.0009 0.80 19:15 0.3 0.06 0.22 0.06 0.0063 0.0013 1.20 19:30 0.4 0.08 0.22 0.08 0.0084 0.0018 1.60 19:45 0.3 0.06 0.22 0.06 0.0063 0.0013 1.20 20:00 0.2 0.04 0.21 0.04 0.0042 0.0009 0.80 20:15 0.3 0.06 0.21 0.06 0.0063 0.0013 1.20 20:30 0.3 0.06 0.21 0.06 0.0063 0.0013 1.20 20:45 0.3 0.06 0.21 0.06 0.0063 0.0013 1.20 21:00 0.2 0.04 0.20 0.04 0.0042 0.0009 0.80 21:15 0.3 0.06 0.20 0.06 0.0063 0.0013 1.20 21:30 0.2 0.04 0.20 0.04 0.0042 0.0009 0.80 21:45 0.3 0.06 0.20 0.06 0.0063 0.0013 1.20 22:00 0.2 0.04 0.20 0.04 0.0042 0.0009 0.80 22:15 0.3 0.06 0.19 0.06 0.0063 0.0013 1.20 22:30 0.2 0.04 0.19 0.04 0.0042 0.0009 0.80 22:45 0.2 0.04 0.19 0.04 0.0042 0.0009 0.80 23:00 0.2 0.04 0.19 0.04 0.0042 0.0009 0.80 23:15 0.2 0.04 0.19 0.04 0.0042 0.0009 0.80 23:30 0.2 0.04 0.19 0.04 0.0042 0.0009 0.80 23:45 0.2 0.04 0.19 0.04 0.0042 0.0009 0.80 24:00 0.2 0.04 0.19 0.04 0.0042 0.0009 0.80 0 0.00 0.19 0.00 0.0000 0.0000 0.00 Total volume (cf) 962.47