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DEXTER VILLAGE - WQMP REPORT
- 1 - Project Specific Water Quality Management Plan A Template for Projects located within the Santa Ana Watershed Region of Riverside County Project Title: Dexter Village Development No: TBD Design Review/Case No:TBD Original Date Prepared: 10/30/2024 Revision Date(s): Prepared for Compliance with Regional Board Order No. R8-2010-0033 Template revised June 30, 2016 Contact Information: Prepared for: Fairbrook Communities LLC 18100 Von Karman Ave. Suite 870 Irvine, CA 92612 ( Prepared by: Scott P. Gilbert Proactive Engineering Consultants, Inc. 200 S. Main Suite #300 Corona, CA 92882 ( Preliminary Final - 2 - A Brief Introduction This Project-Specific WQMP Template for the Santa Ana Region has been prepared to help guide you in documenting compliance for your project. Because this document has been designed to specifically document compliance, you will need to utilize the WQMP Guidance Document as your “how-to” manual to help guide you through this process. Both the Template and Guidance Document go hand-in-hand, and will help facilitate a well prepared Project-Specific WQMP. Below is a flowchart for the layout of this Template that will provide the steps required to document compliance. Section A Project and Site Information Section B Optimize Site Utilization Section C Delineate Drainage Management Areas (DMAs) Section G Source Control BMPs Section I Operation, Maintenance, and Funding Section F Hydromodification Section E Alternative Compliance Section D Implement LID BMPs Section H Construction Plan Checklist - 3 - OWNER’S CERTIFICATION This Project-Specific Water Quality Management Plan (WQMP) has been prepared for Empire CM, Inc. by Proactive Engineering Consultants, Inc. for The Dexter Village project. This WQMP is intended to comply with the requirements of City of Lake Elsinore for Ord. 1296 § 1, 2012 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 and funding of this WQMP and will ensure that this WQMP is amended as appropriate to reflect up-to-date conditions on the site. In addition, the property owner accepts responsibility for interim operation and maintenance of Stormwater BMPs until such time as this responsibility is formally transferred to a subsequent owner. 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 City of Lake Elsinore Water Quality Ordinance (Municipal Code Section14.08). "I, the undersigned, certify under penalty of law that the provisions of this WQMP have been reviewed and accepted and that the WQMP will be transferred to future successors in interest." Owner’s Signature Date Owner’s Printed Name Owner’s Title/Position PREPARER’S CERTIFICATION “The selection, sizing and design of stormwater treatment and other stormwater quality and quantity control measures in this plan meet the requirements of Regional Water Quality Control Board Order No.R8-2010-0033 and any subsequent amendments thereto.” Preparer’s Signature Date Preparer’s Printed Name Preparer’s Title/Position Preparer’s Licensure: - 4 - Table of Contents Section A: Project and Site Information ................................................................................................... 6 A.1 Maps and Site Plans ....................................................................................................................... 6 A.2 Identify Receiving Waters .............................................................................................................. 7 A.3 Additional Permits/Approvals required for the Project:.................................................................. 7 Section B: Optimize Site Utilization (LID Principles) .................................................................................. 8 Section C: Delineate Drainage Management Areas (DMAs) .................................................................... 10 Section D: Implement LID BMPs ............................................................................................................ 12 D.1 Infiltration Applicability ............................................................................................................... 12 D.2 Harvest and Use Assessment ....................................................................................................... 13 D.3 Bioretention and Biotreatment Assessment................................................................................. 16 D.4 Feasibility Assessment Summaries ............................................................................................... 17 D.5 LID BMP Sizing ............................................................................................................................. 18 Section E: Alternative Compliance (LID Waiver Program) ....................................................................... 20 E.1 Identify Pollutants of Concern ...................................................................................................... 21 E.2 Stormwater Credits ...................................................................................................................... 22 E.3 Sizing Criteria ............................................................................................................................... 22 E.4 Treatment Control BMP Selection ................................................................................................ 23 Section F: Hydromodification ................................................................................................................ 24 F.1 Hydrologic Conditions of Concern (HCOC) Analysis ....................................................................... 24 F.2 HCOC Mitigation .......................................................................................................................... 25 Section G: Source Control BMPs ............................................................................................................ 27 Section H: Construction Plan Checklist ................................................................................................... 29 Section I: Operation, Maintenance and Funding .................................................................................... 30 - 5 - List of Tables Table A.1 Identification of Receiving Waters ............................................................................................ 7 Table A.2 Other Applicable Permits ......................................................................................................... 7 Table C.1 DMA Classifications ................................................................................................................ 10 Table C.2 Type ‘A’, Self-Treating Areas ................................................................................................... 10 Table C.3 Type ‘B’, Self-Retaining Areas ................................................................................................. 10 Table C.4 Type ‘C’, Areas that Drain to Self-Retaining Areas ................................................................... 11 Table C.5 Type ‘D’, Areas Draining to BMPs ........................................................................................... 11 Table D.1 Infiltration Feasibility ............................................................................................................. 12 Table D.2 LID Prioritization Summary Matrix.......................................................................................... 17 Table D.3 DCV Calculations for LID BMPs ............................................................................................... 18 Table E.1 Potential Pollutants by Land Use Type .................................................................................... 21 Table E.2 Water Quality Credits ............................................................................................................. 22 Table E.3 Treatment Control BMP Sizing ................................................................................................ 22 Table E.4 Treatment Control BMP Selection .......................................................................................... 23 Table F.1 Hydrologic Conditions of Concern Summary ........................................................................... 24 Table G.1 Permanent and Operational Source Control Measures ........................................................... 27 Table H.1 Construction Plan Cross-reference ......................................................................................... 29 List of Appendices Appendix 1: Maps and Site Plans ........................................................................................................... 31 Appendix 2: Construction Plans ............................................................................................................. 32 Appendix 3: Soils Information ................................................................................................................ 33 Appendix 4: Historical Site Conditions ................................................................................................... 34 Appendix 5: LID Infeasibility................................................................................................................... 35 Appendix 6: BMP Design Details ............................................................................................................ 36 Appendix 7: Hydromodification ............................................................................................................. 37 Appendix 8: Source Control ................................................................................................................... 38 Appendix 9: O&M .................................................................................................................................. 39 Appendix 10: Educational Materials..................................................................................................... - 6 - - 6 - Section A:Project and Site Information PROJECT INFORMATION Type of Project:Residential Planning Area:Insert text here Community Name:Lake Elsinore Development Name:Dexter Village PROJECT LOCATION Latitude & Longitude (DMS): 33°41'21.5"N 117°19'50.5"W Project Watershed and Sub-Watershed: : Santa Ana Watershed, Middle Santa Ana River Sub-Watershed Gross Acres: 22.95 APN(s): 377-090-013, 377-090-037, 377-090-039, 377-090-040 Map Book and Page No.: Book 005, Page 105 PROJECT CHARACTERISTICS Proposed or Potential Land Use(s)Residential Proposed or Potential SIC Code(s)1522 Area of Impervious Project Footprint (SF)741,592 Total Area of proposed Impervious Surfaces within the Project Footprint (SF)/or Replacement 741,592 Does the project consist of offsite road improvements? Y N Does the project propose to construct unpaved roads? Y N Is the project part of a larger common plan of development (phased project)? Y N EXISTING SITE CHARACTERISTICS Total area of existing Impervious Surfaces within the Project limits Footprint (SF)0 Is the project located within any MSHCP Criteria Cell? Y N If so, identify the Cell number:N/A Are there any natural hydrologic features on the project site? Y N Is a Geotechnical Report attached? Y N If no Geotech. Report, list the NRCS soils type(s) present on the site (A, B, C and/or D)N/A What is the Water Quality Design Storm Depth for the project?0.68 A.1 Maps and Site Plans When completing your Project-Specific WQMP, include a map of the local vicinity and existing site. In addition, include all grading, drainage, landscape/plant palette and other pertinent construction plans in Appendix 2. At a minimum, your WQMP Site Plan should include the following: ·Drainage Management Areas ·Proposed Structural BMPs ·Drainage Path ·Drainage Infrastructure, Inlets, Overflows ·Source Control BMPs ·Buildings, Roof Lines, Downspouts ·Impervious Surfaces ·Standard Labeling ·BMP Locations (Lat/Long) Use your discretion on whether or not you may need to create multiple sheets or can appropriately accommodate these features on one or two sheets. Keep in mind that the Co-Permittee plan reviewer must be able to easily analyze your project utilizing this template and its associated site plans and maps. - 7 - A.2 Identify Receiving Waters Using Table A.1 below, list in order of upstream to downstream, the receiving waters that the project site is tributary to. Continue to fill each row with the Receiving Water’s 303(d) listed impairments (if any), designated beneficial uses, and proximity, if any, to a RARE beneficial use. Include a map of the receiving waters in Appendix 1. Table A.1 Identification of Receiving Waters Receiving Waters EPA Approved 303(d) List Impairments Designated Beneficial Uses Proximity to RARE Beneficial Use Temescal Creek Reach 5 N/A AGR, GWR, REC1, REC2, WARM, WILD, RARE N/A temescal creek reach 4 N/A AGR, GWR, REC1, REC2, WARM, WILD, RARE N/A Lee Lake N/A AGR, IND, GWR, REC1, REC2, WARM, WILD N/A A.3 Additional Permits/Approvals required for the Project: Table A.2 Other Applicable Permits Agency Permit Required State Department of Fish and Game, 1602 Streambed Alteration Agreement Y N State Water Resources Control Board, Clean Water Act (CWA) Section 401 Water Quality Cert. 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 Western Riverside MSHCP Consistency Approval (e.g., JPR, DBESP) Y N Other (please list in the space below as required) Grading Permit Y N If yes is answered to any of the questions above, the Co-Permittee may require proof of approval/coverage from those agencies as applicable including documentation of any associated requirements that may affect this Project-Specific WQMP. - 8 - Section B:Optimize Site Utilization (LID Principles) Review of the information collected in Section ‘A’ will aid in identifying the principal constraints on site design and selection of LID BMPs as well as opportunities to reduce imperviousness and incorporate LID Principles into the site and landscape design. For example,constraints might include impermeable soils, high groundwater, groundwater pollution or contaminated soils, steep slopes, geotechnical instability, high-intensity land use, heavy pedestrian or vehicular traffic, utility locations or safety concerns.Opportunities might include existing natural areas, low areas, oddly configured or otherwise unbuildable parcels, easements and landscape amenities including open space and buffers (which can double as locations for bioretention BMPs), and differences in elevation (which can provide hydraulic head). Prepare a brief narrative for each of the site optimization strategies described below. This narrative will help you as you proceed with your LID design and explain your design decisions to others. The 2010 Santa Ana MS4 Permit further requires that LID Retention BMPs (Infiltration Only or Harvest and Use) be used unless it can be shown that those BMPs are infeasible. Therefore, it is important that your narrative identify and justify if there are any constraints that would prevent the use of those categories of LID BMPs. Similarly, you should also note opportunities that exist which will be utilized during project design. Upon completion of identifying Constraints and Opportunities, include these on your WQMP Site plan in Appendix 1. Consideration of “highest and best use” of the discharge should also be considered. For example, Lake Elsinore is evaporating faster than runoff from natural precipitation can recharge it. Requiring infiltration of 85% of runoff events for projects tributary to Lake Elsinore would only exacerbate current water quality problems associated with Pollutant concentration due to lake water evaporation. In cases where rainfall events have low potential to recharge Lake Elsinore (i.e. no hydraulic connection between groundwater to Lake Elsinore, or other factors), requiring infiltration of Urban Runoff from projects is counterproductive to the overall watershed goals. Project proponents, in these cases, would be allowed to discharge Urban Runoff, provided they used equally effective filtration-based BMPs. Site Optimization The following questions are based upon Section 3.2 of the WQMP Guidance Document. Review of the WQMP Guidance Document will help you determine how best to optimize your site and subsequently identify opportunities and/or constraints, and document compliance. Did you identify and preserve existing drainage patterns? If so, how? If not, why? Existing drainage patterns were identified and preserved. The separately submitted drainage report describes existing drainage patterns and how existing drainage patters are preserved. Did you identify and protect existing vegetation? If so, how? If not, why? The project site is undeveloped, and vegetation is minimal consisting primarily of native species, brush and trees scattered throughout the project site which will be cleared for construction purposes. Vegetation within the project limits was determined on filed visits and aerial photography. Did you identify and preserve natural infiltration capacity? If so, how? If not, why? Infiltration capacity was identified by a soils engineer. A report was prepared to document existing infiltration capacity within the site. The infiltration capacity within the project limits was deemed to be - 9 - low within DMA A and DMA B. Infiltration capacity within the project limits was deemed to adequate for infiltration BMPs within DMA C. Therefore, an infiltration basin will be implemented within DMA C to infiltrate the DCV. Did you identify and minimize impervious area? If so, how? If not, why? Impervious areas within the project limits were minimized to the maximum extent practicable by providing landscape areas within lots and parking stalls, adjacent to streets, providing minimum roadway widths and open space areas with pervious cover. Did you identify and disperse runoff to adjacent pervious areas? If so, how? If not, why? Runoff from building roofs will be dispersed to adjacent landscape areas. - 10 - Section C:Delineate Drainage Management Areas (DMAs) Utilizing the procedure in Section 3.3 of the WQMP Guidance Document which discusses the methods of delineating and mapping your project site into individual DMAs, complete Table C.1 below to appropriately categorize the types of classification (e.g., Type A, Type B, etc.) per DMA for your project site. Upon completion of this table, this information will then be used to populate and tabulate the corresponding tables for their respective DMA classifications. Table C.1 DMA Classifications DMA Name or ID Surface Type(s)12 Area (Sq. Ft.)DMA Type A Mixed Surface Type 291,852 D B Mixed Surface Type 433,858 D C Mixed Surface Type 309,712 D 1Reference Table 2-1 in the WQMP Guidance Document to populate this column 2If multi-surface provide back-up Table C.2 Type ‘A’, Self-Treating Areas DMA Name or ID Area (Sq. Ft.)Stabilization Type Irrigation Type (if any) N/A N/A N/A N/A Table C.3 Type ‘B’, Self-Retaining Areas Self-Retaining Area Type ‘C’ DMAs that are draining to the Self-Retaining Area DMA Name/ ID Post-project surface type Area (square feet) Storm Depth (inches)DMA Name / ID [C] from Table C.4 = Required Retention Depth (inches) [A][B][C][D] N/A N/A N/A N/A N/A N/A N/A [ܦ]=[ܤ]+[ܤ]∙[ܥ][ܣ] - 11 - Table C.4 Type ‘C’, Areas that Drain to Self-Retaining Areas DMA Receiving Self-Retaining DMA DMAName/IDArea(squarefeet)Post-projectsurfacetypeImperviousfractionProduct DMA name /ID Area (square feet)Ratio [A][B][C] = [A] x [B] [D][C]/[D] N/A N/A N/A N/A N/A N/A N/A N/A Table C.5 Type ‘D’, Areas Draining to BMPs DMA Name or ID BMP Name or ID A Detention Basin No. 1 / MWS Unit B Detention Basin No. 2 / MWS Unit C Infiltration Basin No. 1 Note:More than one drainage management area can drain to a single LID BMP, however, one drainage management area may not drain to more than one BMP. - 12 - Section D:Implement LID BMPs D.1 Infiltration Applicability Is there an approved downstream ‘Highest and Best Use’ for stormwater runoff (see discussion in Chapter 2.4.4 of the WQMP Guidance Document for further details)? Y N If yes has been checked, Infiltration BMPs shall not be used for the site; proceed to section D.3 If no, continue working through this section to implement your LID BMPs. It is recommended that you contact your Co-Permittee to verify whether or not your project discharges to an approved downstream ‘Highest and Best Use’ feature. Geotechnical Report A Geotechnical Report or Phase I Environmental Site Assessment may be required by the Copermittee to confirm present and past site characteristics that may affect the use of Infiltration BMPs. In addition, the Co-Permittee, at their discretion, may not require a geotechnical report for small projects as described in Chapter 2 of the WQMP Guidance Document. If a geotechnical report has been prepared, include it in Appendix 3. In addition, if a Phase I Environmental Site Assessment has been prepared, include it in Appendix 4. Is this project classified as a small project consistent with the requirements of Chapter 2 of the WQMP Guidance Document? Y N Infiltration Feasibility Table D.1 below is meant to provide a simple means of assessing which DMAs on your site support Infiltration BMPs and is discussed in the WQMP Guidance Document in Chapter 2.4.5. Check the appropriate box for each question and then list affected DMAs as applicable. If additional space is needed, add a row below the corresponding answer. Table D.1 Infiltration Feasibility Does the project site…YES NO …have any DMAs with a seasonal high groundwater mark shallower than 10 feet? If Yes, list affected DMAs:X …have any DMAs located within 100 feet of a water supply well? If Yes, list affected DMAs:X …have any areas identified by the geotechnical report as posing a public safety risk where infiltration of stormwater could have a negative impact? If Yes, list affected DMAs:X …have measured in-situ infiltration rates of less than 1.6 inches / hour? If Yes, list affected DMAs: DMA A X …have significant cut and/or fill conditions that would preclude in-situ testing of infiltration rates at the final infiltration surface? If Yes, list affected DMAs:X …geotechnical report identify other site-specific factors that would preclude effective and safe infiltration? Describe here:X If you answered “Yes” to any of the questions above for any DMA, Infiltration BMPs should not be used for those DMAs and you should proceed to the assessment for Harvest and Use below. - 13 - Notes:Infiltration testing within DMA A and DMA B revealed the area has less than 1.6 in/hr infiltration rates after applying a safety factor of 2. Thus, DMA A and BMA B will not implement infiltration type BMPs. D.2 Harvest and Use Assessment DMA C will implement an infiltration BMP. Please check what applies: ☐ Reclaimed water will be used for the non-potable water demands for the project. ☐Downstream water rights may be impacted by Harvest and Use as approved by the Regional Board (verify with the Copermittee). ☒The Design Capture Volume will be addressed using Infiltration Only BMPs. In such a case, Harvest and Use BMPs are still encouraged, but it would not be required if the Design Capture Volume will be infiltrated or evapotranspired. If any of the above boxes have been checked, Harvest and Use BMPs need not be assessed for the site. If none of the above criteria applies, follow the steps below to assess the feasibility of irrigation use, toilet use and other non-potable uses (e.g., industrial use). Irrigation Use Feasibility The DCV will be mitigated by implementing Biotreatment for DMA A & DMA B. Irrigation Use feasibility will be evaluated during final engineering when landscaping plans will be prepared. Complete the following steps to determine the feasibility of harvesting stormwater runoff for Irrigation Use BMPs on your site: Step 1: Identify the total area of irrigated landscape on the site, and the type of landscaping used. Total Area of Irrigated Landscape: Insert Area (Acres) Type of Landscaping (Conservation Design or Active Turf): List Landscaping Type Step 2: Identify the planned total of all impervious areas on the proposed project from which runoff might be feasibly captured and stored for irrigation use. Depending on the configuration of buildings and other impervious areas on the site, you may consider the site as a whole, or parts of the site, to evaluate reasonable scenarios for capturing and storing runoff and directing the stored runoff to the potential use(s) identified in Step 1 above. Total Area of Impervious Surfaces:Insert Area (Acres) Step 3: Cross reference the Design Storm depth for the project site (see Exhibit A of the WQMP Guidance Document) with the left column of Table 2-3 in Chapter 2 to determine the minimum area of Effective Irrigated Area per Tributary Impervious Area (EIATIA). Enter your EIATIA factor: EIATIA Factor Step 4: Multiply the unit value obtained from Step 3 by the total of impervious areas from Step 2 to develop the minimum irrigated area that would be required. Minimum required irrigated area: Insert Area (Acres) - 14 - Step 5: Determine if harvesting stormwater runoff for irrigation use is feasible for the project by comparing the total area of irrigated landscape (Step 1) to the minimum required irrigated area (Step 4). Minimum required irrigated area (Step 4)Available Irrigated Landscape (Step 1) Insert Area (Acres)Insert Area (Acres) - 15 - Toilet Use Feasibility Irrigation Use Feasibility The DCV will be mitigated by implementing Biotreatment for DMA A & DMA B. Toilet Use feasibility will be evaluated during final engineering. Complete the following steps to determine the feasibility of harvesting stormwater runoff for toilet flushing uses on your site: Step 1: Identify the projected total number of daily toilet users during the wet season, and account for any periodic shut downs or other lapses in occupancy: Projected Number of Daily Toilet Users: Number of daily Toilet Users Project Type: Enter 'Residential', 'Commercial', 'Industrial' or 'Schools' Step 2: Identify the planned total of all impervious areas on the proposed project from which runoff might be feasibly captured and stored for toilet use. Depending on the configuration of buildings and other impervious areas on the site, you may consider the site as a whole, or parts of the site, to evaluate reasonable scenarios for capturing and storing runoff and directing the stored runoff to the potential use(s) identified in Step 1 above. Total Area of Impervious Surfaces: Insert Area (Acres) Step 3: Enter the Design Storm depth for the project site (see Exhibit A) into the left column of Table 2-2 in Chapter 2 to determine the minimum number or toilet users per tributary impervious acre (TUTIA). Enter your TUTIA factor: TUTIA Factor Step 4: Multiply the unit value obtained from Step 3 by the total of impervious areas from Step 2 to develop the minimum number of toilet users that would be required. Minimum number of toilet users: Required number of toilet users Step 5: Determine if harvesting stormwater runoff for toilet flushing use is feasible for the project by comparing the Number of Daily Toilet Users (Step 1) to the minimum required number of toilet users (Step 4). Minimum required Toilet Users (Step 4)Projected number of toilet users (Step 1) Insert Area (Acres)Insert Area (Acres) Other Non-Potable Use Feasibility Are there other non-potable uses for stormwater runoff on the site (e.g. industrial use)? See Chapter 2 of the Guidance for further information. If yes, describe below. If no, write N/A. N/A Step 1: Identify the projected average daily non-potable demand, in gallons per day, during the wet season and accounting for any periodic shut downs or other lapses in occupancy or operation. Average Daily Demand: N/A Step 2: Identify the planned total of all impervious areas on the proposed project from which runoff might be feasibly captured and stored for the identified non-potable use. Depending on the configuration of buildings and other impervious areas on the site, you may consider the site as - 16 - a whole, or parts of the site, to evaluate reasonable scenarios for capturing and storing runoff and directing the stored runoff to the potential use(s) identified in Step 1 above. Total Area of Impervious Surfaces: N/A Step 3: Enter the Design Storm depth for the project site (see Exhibit A) into the left column of Table 2-4 in Chapter 2 to determine the minimum demand for non-potable uses per tributary impervious acre. Enter the factor from Table 2-4: N/A Step 4: Multiply the unit value obtained from Step 3 by the total of impervious areas from Step 2 to develop the minimum number of gallons per day of non-potable use that would be required. Minimum required use: N/A Step 5: Determine if harvesting stormwater runoff for other non-potable use is feasible for the project by comparing the projected average daily use (Step 1) to the minimum required non-potable use (Step 4). Minimum required non-potable use (Step 4) Projected average daily use (Step 1) N/A N/A If Irrigation, Toilet and Other Use feasibility anticipated demands are less than the applicable minimum values, Harvest and Use BMPs are not required and you should proceed to utilize LID Bioretention and Biotreatment per Section 3.4.2 of the WQMP Guidance Document. D.3 Bioretention and Biotreatment Assessment Other LID Bioretention and Biotreatment BMPs as described in Chapter 2.4.7 of the WQMP Guidance Document are feasible on nearly all development sites with sufficient advance planning. Select one of the following: ☒ LID Bioretention/Biotreatment BMPs will be used for DMA A and DMA B of the project as noted below in Section D.4 (note the requirements of Section 3.4.2 in the WQMP Guidance Document). ☐ A site-specific analysis demonstrating the technical infeasibility of all LID BMPs has been performed and is included in Appendix 5. If you plan to submit an analysis demonstrating the technical infeasibility of LID BMPs, request a pre-submittal meeting with the Copermittee to discuss this option. Proceed to Section E to document your alternative compliance measures. - 17 - D.4 Feasibility Assessment Summaries From the Infiltration, Harvest and Use, Bioretention and Biotreatment Sections above, complete Table D.2 below to summarize which LID BMPs are technically feasible, and which are not, based upon the established hierarchy. Table D.2 LID Prioritization Summary Matrix DMA Name/ID LID BMP Hierarchy No LID (Alternative Compliance)1.Infiltration 2.Harvest and use 3.Bioretention 4.Biotreatment A B C For those DMAs where LID BMPs are not feasible, provide a brief narrative below summarizing why they are not feasible, include your technical infeasibility criteria in Appendix 5, and proceed to Section E below to document Alternative Compliance measures for those DMAs. Recall that each proposed DMA must pass through the LID BMP hierarchy before alternative compliance measures may be considered. N/A - 18 - D.5 LID BMP Sizing Each LID BMP must be designed to ensure that the Design Capture Volume will be addressed by the selected BMPs. First, calculate the Design Capture Volume for each LID BMP using the VBMP worksheet in Appendix F of the LID BMP Design Handbook. Second,design the LID BMP to meet the required VBMP using a method approved by the Copermittee.Utilize the worksheets found in the LID BMP Design Handbook or consult with your Copermittee to assist you in correctly sizing your LID BMPs. Complete Table D.3 below to document the Design Capture Volume and the Proposed Volume for each LID BMP. Provide the completed design procedure sheets for each LID BMP in Appendix 6. You may add additional rows to the table below as needed. Table D.3 DCV Calculations for LID BMPs DMA A DMA Type/ID DMA Area (square feet) Post- Project Surface Type Effective Impervious Fraction, If DMA Runoff Factor DMA Areas x Runoff Factor MWS Unit / Detention Basin No. 1 [A][B][C][A] x [C] A 291,852 Mixed Surface Types 0.8 0.60 174905.7 Design Storm Depth (in) Design Capture Volume,VBMP (cubic feet) Proposed Volume on Plans (cubic feet) 291,852 174905.7 0.68 9,911.3 20,145 *MWS UNIT TREATMENT CAPACITY IS 20,145 CU-FT - 19 - DMA B *MWS UNIT TREATMENT CAPACITY IS 15,109 CU-FT DMA C DMA Type/ID DMA Area (square feet) Post- Project Surface Type Effective Impervious Fraction, If DMA Runoff Factor DMA Areas x Runoff Factor Infiltration Basin No. 1 [A][B][C][A] x [C] C 309,712 Mixed Surface Types 0.66 0.46 141,768.7 Design Storm Depth (in) Design Capture Volume,VBMP (cubic feet) Proposed Volume on Plans (cubic feet) 309,712 141,768.7 0.68 8,033.6 64,482 [B], [C] is obtained as described in Section 2.3.1 of the WQMP Guidance Document [E] is obtained from Exhibit A in the WQMP Guidance Document [G] is obtained from a design procedure sheet, such as in LID BMP Design Handbook and placed in Appendix 6 DMA Type/ID DMA Area (square feet) Post- Project Surface Type Effective Impervious Fraction, If DMA Runoff Factor DMA Areas x Runoff Factor MWS Unit / Detention Basin No. 2 [A][B][C][A] x [C] B 433,858 Mixed Surface Types 0.7 0.49 214,279.7 Design Storm Depth (in) Design Capture Volume,VBMP (cubic feet) Proposed Volume on Plans (cubic feet) 433,858 214,279.7 0.68 12,142.5 15,109 - 20 - Section E:Alternative Compliance (LID Waiver Program) LID BMPs are expected to be feasible on virtually all projects. Where LID BMPs have been demonstrated to be infeasible as documented in Section D, other Treatment Control BMPs must be used (subject to LID waiver approval by the Copermittee). Check one of the following Boxes: ☒ LID Principles and LID BMPs have been incorporated into the site design to fully address all Drainage Management Areas. No alternative compliance measures are required for this project and thus this Section is not required to be completed. -Or - ☐ The following Drainage Management Areas are unable to be addressed using LID BMPs. A site-specific analysis demonstrating technical infeasibility of LID BMPs has been approved by the Co-Permittee and included in Appendix 5. Additionally, no downstream regional and/or sub- regional LID BMPs exist or are available for use by the project. The following alternative compliance measures on the following pages are being implemented to ensure that any pollutant loads expected to be discharged by not incorporating LID BMPs, are fully mitigated. N/A - 21 - E.1 Identify Pollutants of Concern Utilizing Table A.1 from Section A above which noted your project’s receiving waters and their associated EPA approved 303(d) listed impairments, cross reference this information with that of your selected Priority Development Project Category in Table E.1 below. If the identified General Pollutant Categories are the same as those listed for your receiving waters, then these will be your Pollutants of Concern and the appropriate box or boxes will be checked on the last row. The purpose of this is to document compliance and to help you appropriately plan for mitigating your Pollutants of Concern in lieu of implementing LID BMPs. Table E.1 Potential Pollutants by Land Use Type Priority Development Project Categories and/or Project Features (check those that apply) General Pollutant Categories Bacterial Indicators Metals Nutrients Pesticides Toxic Organic Compounds Sediments Trash & Debris Oil & Grease Detached Residential Development P N P P N P P P Attached Residential Development P N P P N P P P(2) Commercial/Industrial Development P(3)P P(1)P(1)P(5)P(1)P P Automotive Repair Shops N P N N P(4, 5)N P P Restaurants (>5,000 ft2)P N N N N N P P Hillside Development (>5,000 ft2)P N P P N P P P Parking Lots (>5,000 ft2)P(6)P P(1)P(1)P(4)P(1)P P Retail Gasoline Outlets N P N N P N P P Project Priority Pollutant(s) of Concern P = Potential N = Not Potential (1) A potential Pollutant if non-native landscaping exists or is proposed onsite; otherwise not expected (2) A potential Pollutant if the project includes uncovered parking areas; otherwise not expected (3)A potential Pollutant is land use involving animal waste (4) Specifically petroleum hydrocarbons (5) Specifically solvents (6) Bacterial indicators are routinely detected in pavement runoff - 22 - E.2 Stormwater Credits Projects that cannot implement LID BMPs but nevertheless implement smart growth principles are potentially eligible for Stormwater Credits. Utilize Table 3-8 within the WQMP Guidance Document to identify your Project Category and its associated Water Quality Credit. If not applicable, write N/A. Table E.2 Water Quality Credits Qualifying Project Categories Credit Percentage2 N/A N/A Total Credit Percentage1 1Cannot Exceed 50% 2Obtain corresponding data from Table 3-8 in the WQMP Guidance Document E.3 Sizing Criteria After you appropriately considered Stormwater Credits for your project, utilize Table E.3 below to appropriately size them to the DCV, or Design Flow Rate, as applicable. Please reference Chapter 3.5.2 of the WQMP Guidance Document for further information. Table E.3 Treatment Control BMP Sizing DMA Type/ID DMA Area (square feet) Post- Project Surface Type Effective Impervious Fraction, If DMA Runoff Factor DMA Area x Runoff Factor Enter BMP Name / Identifier Here [A][B][C][A] x [C] N/A N/A N/A N/A N/A N/A Design Storm Depth (in) Minimum Design Capture Volume or Design Flow Rate (cubic feet or cfs) Total Storm Water Credit % Reduction Proposed Volume or Flow on Plans (cubic feet or cfs) N/A N/A N/A N/A N/A N/A [B], [C] is obtained as described in Section 2.3.1 from the WQMP Guidance Document [E] is for Flow-Based Treatment Control BMPs [E] = .2, for Volume-Based Control Treatment BMPs, [E] obtained from Exhibit A in the WQMP Guidance Document [G] is for Flow-Based Treatment Control BMPs [G] = 43,560, for Volume-Based Control Treatment BMPs, [G] = 12 [H] is from the Total Credit Percentage as Calculated from Table E.2 above [I] as obtained from a design procedure sheet from the BMP manufacturer and should be included in Appendix 6 - 23 - E.4 Treatment Control BMP Selection Treatment Control BMPs typically provide proprietary treatment mechanisms to treat potential pollutants in runoff, but do not sustain significant biological processes. Treatment Control BMPs must have a removal efficiency of a medium or high effectiveness as quantified below: ·High: equal to or greater than 80% removal efficiency ·Medium: between 40% and 80% removal efficiency Such removal efficiency documentation (e.g., studies, reports, etc.) as further discussed in Chapter 3.5.2 of the WQMP Guidance Document, must be included in Appendix 6. In addition, ensure that proposed Treatment Control BMPs are properly identified on the WQMP Site Plan in Appendix 1. Table E.4 Treatment Control BMP Selection Selected Treatment Control BMP Name or ID1 Priority Pollutant(s) of Concern to Mitigate2 Removal Efficiency Percentage3 1 Treatment Control BMPs must not be constructed within Receiving Waters. In addition, a proposed Treatment Control BMP may be listed more than once if they possess more than one qualifying pollutant removal efficiency. 2 Cross Reference Table E.1 above to populate this column. 3 As documented in a Co-Permittee Approved Study and provided in Appendix 6. - 24 - Section F:Hydromodification F.1 Hydrologic Conditions of Concern (HCOC) Analysis Once you have determined that the LID design is adequate to address water quality requirements, you will need to assess if the proposed LID Design may still create a HCOC. Review Chapters 2 and 3 (including Figure 3-7) of the WQMP Guidance Document to determine if your project must mitigate for Hydromodification impacts. If your project meets one of the following criteria which will be indicated by the check boxes below, you do not need to address Hydromodification at this time. However, if the project does not qualify for Exemptions 1, 2 or 3, then additional measures must be added to the design to comply with HCOC criteria. This is discussed in further detail below in Section F.2. HCOC EXEMPTION 1 : The Priority Development Project disturbs less than one acre. The Copermittee has the discretion to require a Project-Specific WQMP to address HCOCs on projects less than one acre on a case by case basis. The disturbed area calculation should include all disturbances associated with larger common plans of development. Does the project qualify for this HCOC Exemption? Y N If Yes, HCOC criteria do not apply. HCOC EXEMPTION 2: The volume and time of concentration1 of storm water runoff for the post- development condition is not significantly different from the pre-development condition for a 2-year return frequency storm (a difference of 5% or less is considered insignificant) using one of the following methods to calculate: ·Riverside County Hydrology Manual ·Technical Release 55 (TR-55): Urban Hydrology for Small Watersheds (NRCS 1986), or derivatives thereof, such as the Santa Barbara Urban Hydrograph Method ·Other methods acceptable to the Co-Permittee Does the project qualify for this HCOC Exemption? Y N If Yes, report results in Table F.1 below and provide your substantiated hydrologic analysis in Appendix 7. Table F.1 Hydrologic Conditions of Concern Summary 2 year – 24 hour Pre-condition Post-condition % Difference Time of Concentration N/A N/A N/A Volume (Cubic Feet)N/A N/A N/A 1 Time of concentration is defined as the time after the beginning of the rainfall when all portions of the drainage basin are contributing to flow at the outlet. - 25 - HCOC EXEMPTION 3: All downstream conveyance channels to an adequate sump (for example, Prado Dam, Lake Elsinore, Canyon Lake, Santa Ana River, or other lake, reservoir or naturally erosion resistant feature) that will receive runoff from the project are engineered and regularly maintained to ensure design flow capacity; no sensitive stream habitat areas will be adversely affected; or are not identified on the Co-Permittees Hydromodification Susceptibility Maps. Does the project qualify for this HCOC Exemption? Y N If Yes, HCOC criteria do not apply and note below which adequate sump applies to this HCOC qualifier: N/A F.2 HCOC Mitigation If none of the above HCOC Exemption Criteria are applicable, HCOC criteria is considered mitigated if they meet one of the following conditions: a.Additional LID BMPS are implemented onsite or offsite to mitigate potential erosion or habitat impacts as a result of HCOCs. This can be conducted by an evaluation of site-specific conditions utilizing accepted professional methodologies published by entities such as the California Stormwater Quality Association (CASQA), the Southern California Coastal Water Research Project (SCCRWP), or other Co-Permittee approved methodologies for site-specific HCOC analysis. b.The project is developed consistent with an approved Watershed Action Plan that addresses HCOC in Receiving Waters. c.Mimicking the pre-development hydrograph with the post-development hydrograph, for a 2- year return frequency storm. Generally, the hydrologic conditions of concern are not significant, if the post-development hydrograph is no more than 10% greater than pre-development hydrograph. In cases where excess volume cannot be infiltrated or captured and reused, discharge from the site must be limited to a flow rate no greater than 110% of the pre- development 2-year peak flow. The 2-year return frequency storm has been mitigated utilizing detention and infiltration basins. The tables below show the summary flows for the 2-year 1-hr, 3-hr, 6-hr and 24-hr return frequency storms. Supporting calculations are included in Appendix 7. - 26 - PEAK FLOW SUMMARY TABLE 1 EXISTING FLOWS (CONTROL FLOWS) DRAINAGE AREA 2-YR (CFS) ID ACRES 1-HR 3-HR 6-HR 24-HR AREA A 15.4 14.2 9.2 8.3 1.7 AREA B 7.5 7.0 4.5 4.1 0.8 TOTAL FLOWS 21.2 13.7 12.4 2.5 TABLE 2 DEVELOPED FLOWS - FLOOD ROUTING CALCULATIONS DRAINAGE AREA 2-YR (CFS) ID ACRES 1-HR 3-HR 6-HR 24-HR AREA A 7.6 0.5 0.5 0.5 0.5 AREA B 7.8 0.4 0.4 0.4 1.4 AREA C 7.5 0.0 0.00 0.00 0.00 TOTAL FLOWS 0.9 0.9 0.9 1.9 INCREASE FLOW*0.0 0.0 0.0 0.0 NOTES OVERALL FLOWS FOR ALL AREAS ARE LESS THAN EXISTING FLOWS *AREA C FLOWS ARE ROUTED TO AN INFILTRATION BASIN AND THEREFORE 2-YR STORM FLOWS ARE INFILTRATED. THUS, INCREASE IN FLOWS IS 0. - 27 - Section G:Source Control BMPs Source control BMPs include permanent, structural features that may be required in your project plans — such as roofs over and berms around trash and recycling areas — and Operational BMPs, such as regular sweeping and “housekeeping”, that must be implemented by the site’s occupant or user. The MEP standard typically requires both types of BMPs. In general, Operational BMPs cannot be substituted for a feasible and effective permanent BMP. Using the Pollutant Sources/Source Control Checklist in Appendix 8, review the following procedure to specify Source Control BMPs for your site: 1.Identify Pollutant Sources :Review Column 1 in the Pollutant Sources/Source Control Checklist. Check off the potential sources of Pollutants that apply to your site. 2.Note Locations on Project-Specific WQMP Exhibit:Note the corresponding requirements listed in Column 2 of the Pollutant Sources/Source Control Checklist. Show the location of each Pollutant source and each permanent Source Control BMP in your Project-Specific WQMP Exhibit located in Appendix 1. 3.Prepare a Table and Narrative:Check off the corresponding requirements listed in Column 3 in the Pollutant Sources/Source Control Checklist. In the left column of Table G.1 below, list each potential source of runoff Pollutants on your site (from those that you checked in the Pollutant Sources/Source Control Checklist). In the middle column, list the corresponding permanent, Structural Source Control BMPs (from Columns 2 and 3 of the Pollutant Sources/Source Control Checklist) used to prevent Pollutants from entering runoff.Add additional narrative in this column that explains any special features, materials or methods of construction that will be used to implement these permanent, Structural Source Control BMPs. 4.Identify Operational Source Control BMPs:To complete your table, refer once again to the Pollutant Sources/Source Control Checklist. List in the right column of your table the Operational BMPs that should be implemented as long as the anticipated activities continue at the site. Copermittee stormwater ordinances require that applicable Source Control BMPs be implemented; the same BMPs may also be required as a condition of a use permit or other revocable Discretionary Approval for use of the site. Table G.1 Permanent and Operational Source Control Measures Potential Sources of Runoff pollutants Permanent Structural Source Control BMPs Operational Source Control BMPs On-Site Strom Drain Inlets Mark all inlets with the words “Only Rain Down the Storm Drain” or similar. Catch Basin Markers may be available from the Riverside County Flood Control and Water Conservation District, call 951.955.1200 to verify. ·Maintain and periodically repaint or replace inlet markings ·Provide Stormwater pollution prevention information to new site owners, lessees, or operators. ·See applicable optional BMPs in Fact Sheet SC-44, “Drainage System Maintenance,” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com Include the following in lease agreements: “Tenant shall not allow anyone to discharge anything to storm drains or to store or deposit - 28 - materials so as to create a potential discharge to storm drains.” Landscape/ Outdoor Pesticide Use State that final landscape plans will accomplish all of the following. ·Preserve existing native trees, shrubs, and ground cover to the maximum extent possible. ·Design landscaping to minimize irrigation and runoff, to promote surface infiltration where appropriate, and to minimize the use of fertilizers and pesticides that can contribute to stormwater pollution. ·Where landscaped areas are used to retain or detain stormwater, specify plants that are tolerant to saturated soil conditions. ·Consider using pest-resistant plants, especially adjacent to hardscape. ·To insure successful establishment, select plants appropriate to site soils, slopes, climate, sun, wind, rain, land use, air movement, ecological consistency, and plant interactions. ·Maintain landscaping using minimum or no pesticides. ·See applicable operational BMPs in “What you should know for…. Landscape and Gardening” at http://rcflood.org/stormwater/ Provide IPM information to new owners, lessees, and operators. Roofing, gutters, and trim Avoid roofing, gutters, and trim made of copper or other unprotected metals that may leach into runoff. Plazas, Sidewalks, and Parking Lots, Streets ·POA will set a sweeping schedule for, sidewalks, and parking lots regularly to prevent accumulation of litter and debris. Collect debris from pressure washing to prevent entry into the storm drain system. Collect wash water containing any cleansing agent or degreaser and discharge to the sanitary sewer not to a storm drain. Street Sweeping (N5) Landscape areas Efficient Irrigation (S4)Common Area Litter Control (N4) - 29 - Section H:Construction Plan Checklist Populate Table H.1 below to assist the plan checker in an expeditious review of your project. The first two columns will contain information that was prepared in previous steps, while the last column will be populated with the corresponding plan sheets. This table is to be completed with the submittal of your final Project-Specific WQMP. Table H.1 Construction Plan Cross-reference BMP No. or ID BMP Identifier and Description Corresponding Plan Sheet(s)BMP Location (Lat/Long) TBD TBD TBD TBD To be completed during final engineering when construction documents are prepared. Note that the updated table — or Construction Plan WQMP Checklist — is only a reference tool to facilitate an easy comparison of the construction plans to your Project-Specific WQMP. Co-Permittee staff can advise you regarding the process required to propose changes to the approved Project-Specific WQMP. - 30 - Section I:Operation, Maintenance and Funding The Copermittee will periodically verify that Stormwater BMPs on your site are maintained and continue to operate as designed. To make this possible, your Copermittee will require that you include in Appendix 9 of this Project-Specific WQMP: 1.A means to finance and implement facility maintenance in perpetuity, including replacement cost. 2.Acceptance of responsibility for maintenance from the time the BMPs are constructed until responsibility for operation and maintenance is legally transferred. A warranty covering a period following construction may also be required. 3.An outline of general maintenance requirements for the Stormwater BMPs you have selected. 4.Figures delineating and designating pervious and impervious areas, location, and type of Stormwater BMP, and tables of pervious and impervious areas served by each facility. Geo- locating the BMPs using a coordinate system of latitude and longitude is recommended to help facilitate a future statewide database system. 5.A separate list and location of self-retaining areas or areas addressed by LID Principles that do not require specialized O&M or inspections but will require typical landscape maintenance as noted in Chapter 5, pages 85-86, in the WQMP Guidance. Include a brief description of typical landscape maintenance for these areas. Your local Co-Permittee will also require that you prepare and submit a detailed Stormwater BMP Operation and Maintenance Plan that sets forth a maintenance schedule for each of the Stormwater BMPs built on your site. An agreement assigning responsibility for maintenance and providing for inspections and certification may also be required. Details of these requirements and instructions for preparing a Stormwater BMP Operation and Maintenance Plan are in Chapter 5 of the WQMP Guidance Document. Maintenance Mechanism:POA Will the proposed BMPs be maintained by a Home Owners’ Association (HOA) or Property Owners Association (POA)? Y N Include your Operation and Maintenance Plan and Maintenance Mechanism in Appendix 9. Additionally, include all pertinent forms of educational materials for those personnel that will be maintaining the proposed BMPs within this Project-Specific WQMP in Appendix 10. Operation and Maintenance Plan and Maintenance Mechanism will be prepared during final engineering . - 31 - Appendix 1: Maps and Site Plans Location Map, WQMP Site Plan and Receiving Waters Map LOCATION MAP WQMP SITE PLAN RefrigeratorRefrigerator RefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigerator RefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigerator RefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigerator RefrigeratorRefrigeratorUP181232171615141311109876541UPUP181232171615141311109876541UPUPUPDNUPDN UP UP181232171615141311109876541UPUP181232171615141311109876541UPUPUPDNUPDN UP UP181232171615141311109876541UPUP181232171615141311109876541UPUPUPDNUPDN UP UP181232171615141311109876541UPUP181232171615141311109876541UPUPUPDNUPDN UP REF.UPUPREF.UPREF.UP UP REF.UPREF.UPUPREF.UPREF.UP UP REF.UPREF.UPUPREF.UPREF.UP UP REF.UPREF.UPUPREF.UPREF.UP UP REF.UPREF.UPUPREF.UPREF.UP UP REF.UPREF.UPUPREF.UPREF.UP UP REF.UPREF.UPUPREF.UPREF.UP UP REF.UPREF.UPUPREF.REF.UPUPREF.REF.UPREF.UPREF.UPUPREF.REF.UPREF.UPREF.UPUPREF.REF.UPREF.UPUPREF.UP181232171615141311109876541 DNUPUPUP 181232171615141311109876541 DN UP DN UP UP181232171615141311109876541UPUP181232171615141311109876541UPUPUPDNUPDN UP REF.UPUPREF.UPREF.UP UP REF.UP60XX SL.30XX SL.60XX SL.20XX FIX.20XX FIX.20XX FIX.30XX SL.30XX SL.30XX SL.UP181232171615141311109876541UPUP181232171615141311109876541UPUPUPDNUPDN UP REF.UPUPREF.UPREF.REF.UPREF.UPUPREF.REF.UP UP REF.REF.UP REF.UPUP 181232171615141311109876541DN UP UP UPUPDN UP DN UP UP RefrigeratorRefrigerator RefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigerator RefrigeratorRefrigeratorRefrigeratorRefrigerator RefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigerator RefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigerator RefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigerator RefrigeratorRefrigeratorRefrigeratorRefrigerator RefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigerator RefrigeratorRefrigeratorTDWREFREFTDWREFREFTDWREFTDWREFREFTDWREFREFTDWREFT DWREFREF TDW REFREFTDWREF T DW REF REF TDW REFREF TDW REF T DW REF REF TDW REFREF TDW REF T DWREFTDW REFTDWREFREFTDWREFTDWREFTDWREF TDWREFTDWREFTDWREFREFTDWREFTDWREFTDWREFTDWREFTDWREFTDWREFREFTDWREFTDWREFTDWREFLEGEND10/30/2024EXHIBIT AENGINEERING CONSULTANTSTHE COVEWQMP SITE PLANBASIN BOTTOM=1293.50BASIN TOPBASIN BOTTOM=1284.00BASIN TOPBASIN BOTTOM=1279.00BASIN TOP RECEIVING WATERS MAP Ô Ô Ô Ô Sa n t i a g o C r e e k R e a c h 3 Ô Ô ÔTeme sca l C re ek Rea ch 2 Temescal CreekReach 2 Ô Borrego Canyon WashSerrano CreekÔ Reac h 1 b "Corona Lake"Lee Lake Lake Mathews Mockingbird Reservoir Peters Canyon Reservoir Irvine Lake Rattlesnake Reservoir Siphon Reservoir Aliso C r e e k Serrano CreekSil v e r a d o C r e e k Bee Canyon WashDawson Canyon CreekChino CreekReach 1A Temescal CreekReach 5 Temescal CreekReach 4 Temescal CreekReach 3 Temescal CreekReach 2 Temescal Creek Reach 2Tem e s c a l C r e e k R e a c h 1 a Santiago Creek Reach 4 Santiago Creek Reach 4Santiago CreekReach 3 Santiago CreekReach 2 Coldwater Canyon CreekSanta Ana RiverReach 3Santa Ana Ri v er R ea c h 2 Santa Ana RiverReach 2 RattlesnakeCanyon WashSanta Ana River Reach 2Ladd CreekSilverado Creek Bee Canyon WashAgua Chinon WashBlack Star CreekBedford Canyon CreekHicks Canyon Wa s h Temescal Irvine Bedford Arlington Orange Lee Lake Elsinore Riverside - D Santiago Coldwater Irvine I 15 6TH CAJALCOMAIN IRVI N E CORONAMAGNOLIALA S IERRA RIVERSIDE SANTIAGO CANYONBAKEINDIANA LINCOLNC H A S E EL SOBRANTE 8TH VAN BUREN KNABERIMPAUGR A N DSTATE HWY 241STATE HWY 133RI V E R L A P A L M A RAILRO A D SERRANOPORTOL A VICTORIAROBBFOOTHILL UPPER M C A L L I S T E R DAWSON CANYON LA K E GRE E N R I V E R F U L L E R T O N LAKE MATHEWSJEFFREYO N T A R I O RIN C O N MACHADOPROMENADEWEI R C A N Y O N BORDERM O C K I N G B I R D C A N Y O NMAPLEPAL I S A D E SSTATE HWY 71AVIATION Y O R B A L I N D A ALTONMOUNTAINHUNT G R A N T FAIRMONT ST A T E H W Y 2 4 1 ONTARIO I 1 5STATE HWY 241STATE HWY 241 Ô Ô Ô Ô Ô Te m e s c a l C r e e k R e a c h 5 Mystic Lake Lake Perris Canyon Lake(Railroad Canyon Reservoir) Lake Elsinore San Jacinto Wildlife Preserve San Jacinto Wildlife Preserve Salt CreekSalt CreekSalt CreekPotrero CreekTemescal CreekReach 6 Temescal CreekReach 5 San Jacinto River Reach 4 San Jacinto River Reach 2San Jacinto River Reach 1 Salt CreekSan Jacinto River Reach 4San J a c i n t o R i v e r R e a c h 5 San Jacinto River Reach 3Perris South Perris North Hemet - South Lakeview - Hemet North Menifee Elsinore San Jacinto - Lower San Jacinto - Upper Lee Lake Riverside - D Lee Lake I 1 5 RA M O N A PERRISAWARRENGOETZCAJALCO NUEVO DAVISSIMPSONDMENIFEERIDER SANDERSONWOODVAN BUREN LEONNEWPORT ELLIS MURRIETACAS E C O R O N A GIL M A N S P R I N G S ESCOND IDO MCCALL ORANGELASSELLE GAVILANJUN IPER F LATS ETHANACWASHINGTON LAKEVIEWHANSENFLORIDA MARKHAM BRADLEYBRIGGSOLD EL S INORE VINESAN JACINTO RAILROAD CANYONTHEDASTETSON 4TH ESPLANADE IRIS SANT A R O S A M I N E MACHADOEL SO B R A N T E REDLANDSLAKESHORE JACK RABBITCOTTONWOOD CONTOURTRAUTWEIN WEBSTERMAPES HIGHWAY 74NICHOLS STATE HWY 74FOOTHILLPORTERPOSTH A R L E Y J O H N FRONTAGE GR A N D WINCHESTERMEYER N A V A J O LA PIEDRASTATE HIGHWAY 74KENNEDY PALMLAMB CANYONKRAMERIA RIVERSIDEJOHN F KENNEDY 4TH WINCHESTERMURRIETALAKE S H O R E ESCONDIDOESCONDIDOCORONA REGION 9 Ô Ô Ô T e m e s c a l C r e e k R e a c h 5 Canyon Lake(Railroad Canyon Reservoir) Lake Elsinore Salt CreekSalt CreekSalt Creek Temescal CreekReach 6 Temescal CreekReach 5 San Jacinto River Reach 2San Jacinto River Reach 1 Salt CreekSan Jacinto River Reach 3Elsinore Perris South Menifee Hemet - South Lee Lake Lee Lake GRA N D SIMPSON I 1 5 ESCONDIDOC O R O N A GOETZSCOTT LEONNEWPORTMURRIETA MISSIONMCCALL MENIFEEWARRENETHANAC BRIGGSRIVERSIDEFLORIDA BRADLEYCO L L I E R RAILROAD CANYONSTETSON CORYDONSANDERSONANTELOPELAKESHOREMACHADO COTT O N W O O D C A N Y O N ORTEGAHIGHWAY 74NICHOLS WINCHESTERLA PIEDRASTATE HIG H W AY 74PALMC A M I N O D E L N O R T E CARROLLSTATE HWY 74 BRIGGSESCONDIDOLAKE S H O R E CORONA MURRIETAWINCHESTERSTATE HIGHWAY 74 - 32 - Appendix 2: Construction Plans Grading and Drainage Plans SITE PLAN ENGINEERING CONSULTANTS 200 South Main Street, Suite 300 Corona, CA 92882 (951) 280-3300 RefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigerator RefrigeratorRefrigerator RefrigeratorRefrigerator Refrigerator Refrigerator UP181232171615141311109876541UPUP181232171615141311109876541UP UPUPDNUPDNUP181232171615141311109876541UPUPUPDNUPREF.UPUPREF.UP REF.UPUPREF.UPREF.UPUPREF.UP REF.UP UP REF.REF.UP UP REF.UP181232171615141311109876541DNUPDNUPREF.UPUPREF.UP REF.UPUPREF.UPUP181232171615141311109876541UPUP181232171615141311109876541UP UPUPDNUPDNUPREF.UP UP REF.REF.UP UP181232171615141311109876541DNUPUPUPUPDNUPDNUPUPRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigerator RefrigeratorRefrigerator RefrigeratorRefrigerator Refrigerator RefrigeratorRefrigeratorRefrigeratorRefrigerator RefrigeratorRefrigeratorRefrigeratorRefrigeratorTDWREFREFTDWREFREFTDWREFTDWREFREFTDWREFREFTDWREFTDWREFREFTDWREFREFTDWREFTDWREFREFTDWREFREFTDWREFTDWREFREFTDWREFREFTDWREFTDWREFTDWREFTDWREFREFTDWREFTDWREFTDWREFTDWREFTDWREFTDWREFREFTDWREFTDWREFTDWREFTDWREFTDWREFTDWREFREFTDWREFTDWREFTDWREFTHIRD STREETPARCEL 1 PARCEL 2 PAVILLION DEXTER AVENUE BASIN FOR OFFSITE FLOWS BLDG. 8 BLDG. 1 BLDG. 7 BLDG. 2 BLDG. 3BLDG. 4 BLDG. 6BLDG. 5 CLUBHOUSE ENGINEERING CONSULTANTS 200 South Main Street, Suite 300 Corona, CA 92882 (951) 280-3300 RefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigerator RefrigeratorRefrigerator RefrigeratorRefrigerator Refrigerator RefrigeratorUP181232171615141311109876541UPUPDNUP UP181232171615141311109876541UPUP181232171615141311109876541UP UPUPDNUPDNUPUP181232171615141311109876541UPUP181232171615141311109876541UP UPUPDNUPDNUPREF.UPUPREF.UPREF.UPUPREF.UP REF.UPUPREF.UPREF.UPUPREF.UP REF.UPUPREF.UPREF.UPUPREF.UP REF.UPUPREF.UPREF.UPUPREF.UP REF.UPUPREF.UPREF.UPUPREF.UP REF.UPUPREF.UPREF.UP UP REF.REF.UPUPREF.REF.UPREF.UP REF.UP UP REF.REF.UPREF.UP REF.UPUP181232171615141311109876541DNUPUPUP181232171615141311109876541UPUP181232171615141311109876541UP UPUPDNUPDNUP60XX SL.30XX SL.60XX SL.20XX FIX.20XX FIX.20XX FIX.30XX SL.30XX SL.30XX SL.UPREF.REF.UPUPREF. REF.UPUPREF. 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REF.UPREF.UPUP1812321716151413111098765 41 DNUPUPUPUPDNUPDNUPUPRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigerator RefrigeratorRefrigeratorRefrigerator Refrigerator Refrigerator RefrigeratorRefrigerator Refrigerator RefrigeratorRefrigeratorRefrigeratorRefrigerator RefrigeratorRefrigerator RefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigeratorRefrigerator RefrigeratorRefrigeratorRefrigerator Refrigerator Refrigerator RefrigeratorRefrigerator Refrigerator Refrigerator Refrigerator Refrigerator Refrigerator RefrigeratorRefrigerator Refrigerator RefrigeratorRefrigeratorRefrigeratorRefrigerator RefrigeratorRefrigerator RefrigeratorRefrigeratorRefrigerator Refrigerator Refrigerator RefrigeratorRefrigerator Refrigerator RefrigeratorTDWREFREFTDWREFREFTDWREFTDWREFREFTDWREFREFTDWREFTDWREFREFTDWREFREFTDWREFTDWREFREFTDWREFREFTDWREFTDWREFREFTDWREFREFTDWREFTDWREFTDWREFTDWREFREFTDWREFTDWREFTDWREFTDWREFTDW REFTDWREFREFTDWREFTDWREFTDWREFTDWREFTDWREFTDWREFREFTDWREFTDWREFTDWREFLEGEND ENGINEERING CONSULTANTS 200 South Main Street, Suite 300 Corona, CA 92882 (951) 280-3300 - 33 - Appendix 3: Soils Information Geotechnical Study and Other Infiltration Testing Data GEOTECHNICAL AND INFILTRATION EVALUATION GEOTECHNICAL AND INFILTRATION EVALUATION PROPOSED COVE APARTMENT PROJECT ASSESSOR’S PARCEL NUMBERS (APNS) 377-090-013, -037, -039 AND -040 DEXTER AVENUE AND 3RD STREET LAKE ELSINORE, RIVERSIDE COUNTY, CALIFORNIA PREPARED FOR EMPIRE CONSTRUCTION MANAGEMENT 2280 WARDLOW CIRCLE, SUITE 250 CORONA, CALIFORNIA 92705 PREPARED BY GEOTEK, INC. 1548 NORTH MAPLE STREET CORONA, CALIFORNIA 92878 PROJECT NO. 2967-CR JANUARY 18, 2022 GEOTECHNICAL | ENVIRONMENTAL | MATERIALS January 18, 2022 Empire Construction Management 2280 Wardlow Circle, Suite 250 Corona, California 92880 Attention: Mr. Brian King Subject: Geotechnical and Infiltration Evaluation Proposed Cove Apartment Project Assessor’s Parcel Numbers (APNs) 377-090-013, -037, -039 and -040 Dexter Avenue and 3rd Street Lake Elsinore, Riverside County, California Dear Mr. King: GeoTek, Inc. (GeoTek) is pleased to provide the res ults of this Geotechnical and Infiltration Evaluation for the proposed project located in the City of Lake Elsinore, Riverside County, California. This report presents the results of GeoTek’s evaluation, discussion of findings, and provides geotechnical r ecommendations for foundation design and construction. Based upon review and evaluation, site development appears feasible from a geotechnical viewpoint provided that the recommendations included in this report are incorporated into the design and construction phases of the project. EMPIRE CONSTRUCTION MANAGEMENT Project No. 2967-CR Geotechnical and Infiltration Evaluation January 18, 2022 Lake Elsinore, Riverside County, California Page 2 The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to contact GeoTek. Respectfully submitted, GeoTek, Inc. Bruce A. Hick GE 2284, Exp. 12/31/22 Geotechnical Engineer Edward H. LaMont CEG 1892, Exp. 07/31/22 Principal Geologist Anna M. Scott Project Geologist Distribution: (1) Addressee via email (one PDF file) G:\Projects\2951 to 3000\2967CR Empire Construction Management Cove Apartment Lake Elsinore\Geotechnical and Infiltration Evaluation\2967CR Geotechnical and Infiltration Evaluation Cove.doc EMPIRE CONSTRUCTION MANAGEMENT Project No. 2967-CR Geotechnical and Infiltration Evaluation January 18, 2022 Lake Elsinore, Riverside County, California Page i TABLE OF CONTENTS 1. PURPOSE AND SCOPE OF SERVICES ............................................................................................. 1 2. SITE DESCRIPTION AND PROPOSED DEVELOPMENT............................................................... 1 2.1 SITE DESCRIPTION .................................................................................................................................................................. 1 2.2 PROJECT DESCRIPTION .......................................................................................................................................................... 2 3. FIELD EXPLORATION AND LABORATORY TESTING ................................................................ 2 3.1 FIELD EXPLORATION ............................................................................................................................................................... 2 3.2 LABORATORY TESTING .......................................................................................................................................................... 4 4. GEOLOGIC AND SOILS CONDITIONS ........................................................................................... 4 4.1 REGIONAL SETTING ................................................................................................................................................................ 4 4.2 GENERAL SOIL CONDITIONS ................................................................................................................................................ 5 4.2.1 Fill ......................................................................................................................................................................................................... 5 4.2.2 Younger Fan Materials .................................................................................................................................................................. 5 4.3 SURFACE WATER AND GROUNDWATER ............................................................................................................................ 5 4.3.1 Surface Water ................................................................................................................................................................................. 5 4.3.2 Groundwater ..................................................................................................................................................................................... 6 4.4 FAULTING AND SEISMICITY .................................................................................................................................................... 6 4.4.1 Faulting ............................................................................................................................................................................................... 6 4.4.2 Seismic Design Parameters.......................................................................................................................................................... 6 4.5 LIQUEFACTION ........................................................................................................................................................................ 7 4.6 OTHER SEISMIC HAZARDS ..................................................................................................................................................... 8 5. CONCLUSIONS AND RECOMMENDATIONS ................................................................................ 9 5.1 GENERAL .................................................................................................................................................................................. 9 5.2 EARTHWORK CONSIDERATIONS .......................................................................................................................................... 9 5.2.1 General ............................................................................................................................................................................................... 9 5.2.2 Site Clearing ...................................................................................................................................................................................... 9 5.2.3 Site Preparation ............................................................................................................................................................................... 9 5.2.4 Engineered Fill ............................................................................................................................................................................... 10 5.2.5 Excavation Characteristics ........................................................................................................................................................ 10 5.2.6 Trench Excavations and Backfill ............................................................................................................................................. 10 5.2.7 Shrinkage and Bulking ................................................................................................................................................................ 11 5.2.8 Grading Plan Review ................................................................................................................................................................... 11 5.3 DESIGN RECOMMENDATIONS ............................................................................................................................................. 12 5.3.1 Foundation Design Criteria ....................................................................................................................................................... 12 5.3.2 Miscellaneous Foundation Recommendations .................................................................................................................... 14 5.3.3 Foundation Setbacks ................................................................................................................................................................... 15 5.3.4 Soil Corrosivity ............................................................................................................................................................................... 15 5.3.5 Soil Sulfate Content ..................................................................................................................................................................... 15 5.4 RETAINING AND GARDEN WALL DESIGN AND CONSTRUCTION ................................................................................ 15 5.5 CONCRETE CONSTRUCTION .............................................................................................................................................. 18 5.5.1 General ............................................................................................................................................................................................ 18 5.5.2 Concrete Mix Design .................................................................................................................................................................. 18 5.5.3 Concrete Flatwork ........................................................................................................................................................................ 18 EMPIRE CONSTRUCTION MANAGEMENT Project No. 2967-CR Geotechnical and Infiltration Evaluation January 18, 2022 Lake Elsinore, Riverside County, California Page ii TABLE OF CONTENTS 5.5.4 Concrete Performance ................................................................................................................................................................ 19 5.6 PLAN REVIEW AND CONSTRUCTION OBSERVATIONS .................................................................................................... 19 6. INTENT ............................................................................................................................................... 20 7. LIMITATIONS .................................................................................................................................... 20 8. SELECTED REFERENCES ................................................................................................................. 21 ENCLOSURES Figure 1 – Site Location Map Figure 2 – Boring Location Map Appendix A – Logs of Exploratory Borings Appendix B – Results of Laboratory Testing Appendix C – Percolation Data & Porchet Calculations Appendix D – Liquefaction Analysis Appendix E – General Earthwork Grading Guidelines EMPIRE CONSTRUCTION MANAGEMENT Project No. 2967-CR Geotechnical and Infiltration Evaluation January 18, 2022 Lake Elsinore, Riverside County, California Page 1 1. PURPOSE AND SCOPE OF SERVICES The purpose of this study was to evaluate the geotechnical engineering and geologic conditions at the project site, as outlined in GeoTek’s proposal P-1105421-CR, dated November 19, 2021. Services provided for this study included the following: Research and review of available geologic data and general information pertinent to the site, Perform a site reconnaissance, Site exploration consisting of the excavation, logging, and sampling of six (6) exploratory test borings extending to depths ranging from about 15 to 51.5 feet below grade, Excavation of three (3) additional borings to depths of about five (5) to ten feet below the existing ground surface, and performing an infiltration test in each boring, Laboratory testing of soil samples collected during the field investigation, Review and evaluation of site seismicity and geologic hazards, and Preparation of this geotechnical report which presents GeoTek’s findings, conclusions, and recommendations for this site. 2. SITE DESCRIPTION AND PROPOSED DEVELOPMENT 2.1 SITE DESCRIPTION The approximate 23.44-acre rectangular-shaped project site is located adjacent to the southeast corner of Dexter Avenue and 3rd Street, in the City of Lake Elsinore, Riverside County, California (see Figure 1). Access to the project is available from 3rd Street, Dexter Avenue, or 2nd Street, all paved improved streets located adjacent to the northern, western and southern boundaries of the site, respectively. The project is located in an area mostly described as mixed-use development and vacant land. EMPIRE CONSTRUCTION MANAGEMENT Project No. 2967-CR Geotechnical and Infiltration Evaluation January 18, 2022 Lake Elsinore, Riverside County, California Page 2 Topographically, the site slopes gently downward to the southwest at an approximate two (2) percent gradient. The elevation of the site ranges from approximately 1,293 to 1,325 feet. The site was vacant land at the time of the field exploration and was vegetated with a light covering of weeds and grasses with some scatterred trees. 2.2 PROJECT DESCRIPTION GeoTek has not received a development/site plan as of the date of this report. Based upon discussions with project parties, GeoTek understands the subject property is to be developed into a multi-family residential development with associated underground utilities, interior drive lanes, landscaping and hardscaping improvements. Stormwater management facilities are proposed for the subject site. Slope heights, including for temporary remedial excavations, are not anticipated to exceed ten feet in height. The proposed residential structures are anticipated to be of wood-frame construction, one to three-stories in height, and incorporate conventional shallow foundations and concrete slab- on-grade floors. Sewage disposal is anticipated to be by a public sewer system. For the purposes of this report, it is assumed maximum column and wall loads will be about 100 kips and 3.5 kips per foot, respectively. Once actual loads are known that information should be provided to GeoTek to determine if modifications to the recommendations presented in this report are warranted. If site development differs from the assumptions made herein, the recommendations included in this report should be subject to further review and evaluation. Site development plans should be reviewed by GeoTek when they become available. 3. FIELD EXPLORATION AND LABORATORY TESTING 3.1 FIELD EXPLORATION The field exploration for this report was conducted on January 3, 2022 and consisted of excavating six (6) geotechnical exploratory borings with a hollow-stem auger drill rig to depths ranging from about 15 to 51.5 feet below existing grades at the boring locations. The approximate locations of the GeoTek excavations are shown on the Boring Location Map (Figure 2). A geologist from GeoTek logged the excavations and collected soil samples for use in subsequent laboratory testing. The logs of the exploratory borings are included in Appendix A. EMPIRE CONSTRUCTION MANAGEMENT Project No. 2967-CR Geotechnical and Infiltration Evaluation January 18, 2022 Lake Elsinore, Riverside County, California Page 3 Relatively undisturbed soil samples were recovered at various intervals in the geotechnical borings with a California sampler. The California sampler is a 3-inch outside diameter, 2.5-inch inside diameter, split barrel sampler lined with brass rings. The sampler was 18 inches long. The sampler conformed to the requirements of ASTM D 3550. A 140-pound automatic trip hammer was utilized, dropping 30 inches for each blow. The relatively undisturbed samples, together with bulk samples of representative soil types, were returned to the laboratory for testing and evaluation. The California sampler test data are presented on the boring logs in Appendix A. In Boring B-1, standard penetration tests (SPT) were performed with a 2.0-inch outside diameter, 1.5-inch inside diameter, split-barrel sampler. The sampler was 18 inches long. The inside diameter of the sampler shoe was 1.4 inches. The sampler was unlined. The sampler conformed to the requirements of ASTM D 1586. A 140-pound automatic trip hammer was utilized, dropping 30 inches for each blow. The sampler penetration test data are presented on the boring log for Boring B-1. Percolation Testing In addition to the geotechnical exploratory borings, three (3) percolation test borings (I-1 through I-3) were excavated in the northwestern and southwestern portion of the site to depths of about five (5) to ten (10) feet below the existing ground surface at the boring locations. Infiltration/percolation testing was conducted in these borings in general accordance with the requirements of the County of Riverside. The percolation tests consisted of drilling an eight-inch diameter test hole to the desired depth and installing approximately two inches of gravel in the bottom of the hole. A three-inch diameter perforated PVC pipe, wrapped in a filter sock, was placed in the excavations and the annular space was filled with gravel to prevent caving within the boring. Water was then placed in the borings to presoak the holes and percolation testing was performed the following the pre-soak period. Following presoaking it was determined that “silty soil” criteria was met within both percolation borings. The percolation tests were then performed which consisted of adding water to each test hole and measuring the water drop over a 30-minute period. The water drop was recorded for six hours. Water was added to the test holes after each test interval of 30-minutes. The field percolation rates were then converted to an infiltration rate using the Porchet Method. The results of the conversions indicate infiltration rate range from about 0.53 to 11.20 inches per hour. Copies of the percolation data sheets and the Porchet infiltration rate conversion calculations are presented in Appendix C. No factors of safety were applied to the rates EMPIRE CONSTRUCTION MANAGEMENT Project No. 2967-CR Geotechnical and Infiltration Evaluation January 18, 2022 Lake Elsinore, Riverside County, California Page 4 provided. Over the lifetime of the infiltration areas, the infiltration rates may be affected by sediment build up and biological activities, as well as local variations in near surface soil conditions. A suitable factor of safety should be applied to the field rate in designing the infiltration system. It should be noted that the infiltration rates provided above were performed in relatively undisturbed on-site soils. Infiltration rates will vary and are mostly dependent on the underlying consistency of the site soils and relative density. Infiltration rates may be impacted by weight of equipment travelling over the soils, placement of engineered fill and other various factors. GeoTek assumes no responsibility or liability for the ultimate design or performance of the storm water facility. 3.2 LABORATORY TESTING Laboratory testing was performed on selected relatively undisturbed ring and bulk samples collected during the field exploration. The purpose of the laboratory testing was to confirm the field classification of the materials encountered and to evaluate their physical properties for use in the engineering design and analysis. Results of the laboratory testing program along with a brief description and relevant information regarding testing procedures are included on the exploratory borings logs included in Appendix A and in Appendix B. 4. GEOLOGIC AND SOILS CONDITIONS 4.1 REGIONAL SETTING The subject property is situated in the Peninsular Ranges geomorphic province. The Peninsular Ranges province is one of the largest geomorphic units in western North America. It extends approximately 975 miles south of the Transverse Ranges geomorphic province to the tip of Baja California. This province varies in width from about 30 to 100 miles. It is bounded on the west by the Pacific Ocean, on the south by the Gulf of California and on the east by the Colorado Desert Province. The Peninsular Ranges are essentially a series of northwest-southeast oriented fault blocks. Several major fault zones are found in this province. The Elsinore Fault zone and the San Jacinto Fault zone trend northwest-southeast and are found near the middle of the province. The San Andreas Fault zone borders the northeasterly margin of the province. EMPIRE CONSTRUCTION MANAGEMENT Project No. 2967-CR Geotechnical and Infiltration Evaluation January 18, 2022 Lake Elsinore, Riverside County, California Page 5 More specific to the subject property, the site is located in an area geologically mapped to be underlain by younger fan materials and metasedimentary bedrock (Morton, D.M. and Weber, F.H., 2003). No active faults are shown in the immediate site vicinity on the maps reviewed for the area. 4.2 GENERAL SOIL CONDITIONS A brief description of the earth materials encountered is presented in the following section. Based on the site reconnaissance and the exploratory excavations, the area investigated is locally underlain by younger fan materials. This is contradictory to the mapping performed by others for the site area (Morton, D.M. and Weber, F.H., 2003); however, the materials encountered in the borings were observed to be alluvial in nature. 4.2.1 Fill Fill was not encountered in any of the exploratory borings at the time of drilling. Fill may be present within unexplored areas of the site, especially adjacent to existing streets. 4.2.2 Younger Fan Materials Younger fan materials were encountered in all of the borings and extended to the maximum depth explored (Boring B-1 – 51.5 feet). As encountered in the borings, the alluvium consisted of interbedded layers of silty sands, sands, sandy clays and clayey sands (SM, SP, CL and SC soil types based upon the Unified Soil Classification System). Based on the laboratory test results, the near surface soils have a “very low” expansion potential (ASTM D 4829). Based on the laboratory test results, the near surface soils have a soluble sulfate content of less than 0.1 percent (ASTM D 4327). The test results are provided in Appendix B. 4.3 SURFACE WATER AND GROUNDWATER 4.3.1 Surface Water If encountered during earthwork operations, surface water on this site will most likely be the result of precipitation or possibly some minor surface run-off from the surrounding areas. Overall site area drainage varies due to the site topography and existing improvements. Provisions for surface drainage will need to be accounted for by the project civil engineer. EMPIRE CONSTRUCTION MANAGEMENT Project No. 2967-CR Geotechnical and Infiltration Evaluation January 18, 2022 Lake Elsinore, Riverside County, California Page 6 4.3.2 Groundwater Seepage (perched groundwater) was encountered within exploratory Boring B-1 drilled at the site at a depth of approximately 40 below the existing ground surface at the boring location. Based on a review of groundwater depths noted on the State Department of Water Resources Water Data Library website, it is estimated the groundwater depth on this site is deeper than 50 feet below existing site grade. Based on the results of the field exploration, review of site area geomorphology and geology, groundwater is not anticipated to adversely affect the proposed improvements. 4.4 FAULTING AND SEISMICITY 4.4.1 Faulting The geologic structure of the entire California area is dominated mainly by northwest-trending faults associated with the San Andreas system. The site is in a seismically active region. However, the site is not situated within a State of California designated “Alquist-Priolo” Earthquake Fault Zone. The nearest known active fault is the Elsinore fault located about 14 miles to the southwest. 4.4.2 Seismic Design Parameters The site is located at approximately 33.6894 degrees West Latitude and -117.3308 degrees North Longitude. Site spectral accelerations (Sa and S1) for 0.2 and 1.0 second periods for a Class “D” site, was determined from the SEAOC/OSHPD web interface that utilizes the USGS web services and retrieves the seismic design data and presents that information in a report format. Using the ASCE 7-16 option on the SEAOC/OSHPD website results in the values for SM1 and SD1 reported as “null-See Section 11.4.8” (of ASCE 7-16). As noted in ASCE 7-16, Section 11.4.8, a site-specific ground motion procedure is recommended for Site Class D when the value S1 exceeds 0.2. The value S1 for the subject site exceeds 0.2. For a site Class D, an exception to performing a site-specific ground motion analysis is allowed in ASCE 7-16 where S1 exceeds 0.2 provided the value of the seismic response coefficient, Cs, is conservatively calculated by Eq 12.8-2 of ASCE 7-16 for values of T≤1.5Ts and taken as equal to 1.5 times the value computed in accordance with either Eq. 12.8-3 for TL≥T>1.5Ts or Eq. 12.8-4 for T>TL. The results, based on the 2015 NEHRP and the 2019 CBC, are presented in the following table assuming that the exception as allowed in ASCE 7-16 is applicable. If the exception is deemed not appropriate, a site-specific ground motion analysis will be required. EMPIRE CONSTRUCTION MANAGEMENT Project No. 2967-CR Geotechnical and Infiltration Evaluation January 18, 2022 Lake Elsinore, Riverside County, California Page 7 Final selection of the appropriate seismic design coefficients should be made by the project structural engineer based upon the local practices and ordinances, expected building response and desired level of conservatism. SITE SEISMIC PARAMETERS Mapped 0.2 sec Period Spectral Acceleration, Ss 2.018g Mapped 1.0 sec Period Spectral Acceleration, S1 0.725g Site Coefficient for Site Class “D”, Fa 1.0 Site Coefficient for Site Class “D”, Fv 1.7 Maximum Considered Earthquake Spectral Response Acceleration for 0.2 Second, SMS 2.018g Maximum Considered Earthquake Spectral Response Acceleration for 1.0 Second, SM1 1.232g 5% Damped Design Spectral Response Acceleration Parameter at 0.2 Second, SDS 1.346g 5% Damped Design Spectral Response Acceleration Parameter at 1 second, SD1 0.822g Peak Ground Acceleration (PGAM) 0.946g Seismic Design Category D 4.5 LIQUEFACTION Liquefaction describes a phenomenon in which cyclic stresses, produced by earthquake- induced ground motion, create excess pore pressures in relatively cohesionless soils. These soils may thereby acquire a high degree of mobility, which can lead to lateral movement, sliding, consolidation and settlement of loose sediments, sand boils and other damaging deformations. This phenomenon occurs only below the water table, but, after liquefaction has developed, the effects can propagate upward into overlying non-saturated soil as excess pore water dissipates. The factors known to influence liquefaction potential include soil type and grain size, relative density, groundwater level, confining pressures, and both intensity and duration of ground shaking. In general, materials that are susceptible to liquefaction are loose, saturated granular soils having low fines content under low confining pressures. The project site is not located within an area mapped by the State of California for liquefaction potential. The County of Riverside has designated the site as having a “very high” potential for liquefaction. Groundwater was not encountered within GeoTek’s exploratory borings. However, seepage was observed in Boring B-1 at a depth of approximately 40 feet at the time of drilling. Based on a review of groundwater depths noted on the State Department of Water Resources EMPIRE CONSTRUCTION MANAGEMENT Project No. 2967-CR Geotechnical and Infiltration Evaluation January 18, 2022 Lake Elsinore, Riverside County, California Page 8 Water Data Library website, it is estimated the groundwater depth on this site is approximately 40 feet below existing site grade. For this report, a high groundwater depth of 40 feet was used in the site liquefaction analysis. The soil profile identified within B-1 was also used. A mean magnitude weighted (Mw) seismic event of 7.3 was incorporated into the analysis. A PGAM value of 0.95g was obtained from the USGS website and incorporated the ASCE 7-16 provisions. Based on the recommendations provided in this report, engineered fill will be incorporated within the upper three feet of pad grade; this change has been incorporated into the liquefaction analysis. GeoTek evaluated the liquefaction potential of the on-site soils using the computer program LiquefyPro Version 5. The results of the liquefaction analyses indicated that the soils within Boring B-1 are not susceptible to significant soil liquefaction during the design-level earthquake. Therefore, deep ground improvement and/or special foundation design is not warranted for this site due to potential site liquefaction. The results of the liquefaction analysis are presented within Appendix D. 4.6 OTHER SEISMIC HAZARDS An assessment of the potential “dry sand” settlement (i.e., settlement above the water table) resulting from seismic shaking of the site was evaluated. For this analysis, a groundwater depth of 40 feet, a ground acceleration (PGAM) of 0.95g and a mean earthquake magnitude of 7.3. The ground acceleration and earthquake magnitude were obtained from the USGS websites. The computer software program LiquefyPro and the soil profiled from Boring B-1 were used in the analysis. Based on the recommendations provided in this report, engineered fill will be incorporated within the upper three feet of pad grade; this change has been incorporated into the settlement analysis. The results of this analysis indicate a potential ground surface settlement of about 0.48 inches is possible. A differential seismic settlement of about 0.25 over a 40 foot span is estimated. Based on these estimated magnitudes, ground modification or special foundation design is not deemed necessary. The results of the seismic dry settlement analysis are presented in Appendix D. However, the estimated seismic settlements should be considered in structural design. Due to the general flat terrain, the potential for seismic induced landslides or lateral spreading is considered very low. The potential for secondary seismic hazards such as a seiche and tsunami is considered negligible due to site elevation and distance from an open body of water. EMPIRE CONSTRUCTION MANAGEMENT Project No. 2967-CR Geotechnical and Infiltration Evaluation January 18, 2022 Lake Elsinore, Riverside County, California Page 9 5. CONCLUSIONS AND RECOMMENDATIONS 5.1 GENERAL Development of the site appears feasible from a geotechnical engineering viewpoint. The following recommendations should be incorporated into the design and construction phases of development. 5.2 EARTHWORK CONSIDERATIONS 5.2.1 General Earthwork and grading should be performed in accordance with the applicable grading ordinances of the City of Lake Elsinore and/or the County of Riverside, the 2019 California Building Code (CBC) and recommendations contained in this report. The Grading Guidelines included in Appendix E outline general procedures and do not anticipate all site-specific situations. In the event of conflict, the recommendations presented in the text of this report should supersede those contained in Appendix E. 5.2.2 Site Clearing Initial site preparation should commence with removal of debris, deleterious materials and vegetation within the limits of the planned improvements. These materials should be properly disposed of off-site. Voids resulting from removing any materials should be replaced with engineered fill materials with expansion characteristics similar to the onsite materials. 5.2.3 Site Preparation Due to the non-uniform nature and loose condition of the upper younger fan deposits, it is recommended that the soils be removed beneath the planned building footprint of the proposed structures and any screen wall or retaining wall footings to a depth of at least three (3) feet below existing grades, or two (2) feet beneath the base of the proposed foundations, whichever is greater. Removal bottoms should be relatively uniform in soil type which is not adversely porous and having an in-place density of at least 85 percent of the soil’s maximum dry density as determined by ASTM D 1557 test procedures. A representative of this firm should observe and approve the bottom of all remedial excavations. The lateral extent of this recommended over-excavation should extend at least 5 feet beyond the building or foundation limits. EMPIRE CONSTRUCTION MANAGEMENT Project No. 2967-CR Geotechnical and Infiltration Evaluation January 18, 2022 Lake Elsinore, Riverside County, California Page 10 A minimum of 24 inches of engineered fill should be provided below asphaltic concrete pavement and Portland cement concrete hardscape areas. The horizontal extent of removals should extend at least two feet beyond the edge. Following site clearing operations, over-excavation and lowering of site grades, where necessary, it is recommended that the exposed subgrade soils beneath all surface improvements be proof rolled with a heavy rubber-tired piece of construction equipment approved by and in the presence of the geotechnical engineering representative. The proof rolling equipment should possess a minimum weight of 15 tons and proof rolling should include at least 4 passes, two in each perpendicular direction. All soil that ruts or excessively deflects during proof rolling should be removed as recommended by the GeoTek representative. Following proof rolling and removal of any unsuitable bearing soil, the exposed subgrade should be scarified to a depth of about 12 inches, be moisture conditioned to slightly above the soil’s optimum moisture content and then be compacted to at least 90 percent of the soil’s maximum dry density as determined by ASTM D 1557 test procedures. 5.2.4 Engineered Fill The on-site soils are generally considered suitable for reuse as engineered fill provided they are free from vegetation, debris, oversized materials (6 inch diameter or greater) and other deleterious material. All areas should be brought to final subgrade elevations with fill materials that are placed and compacted in general accordance with minimum project standards. Engineered fill should be placed in 6- to 8-inch loose lifts, moisture conditioned to slightly above the optimum moisture content and compacted to a minimum relative compaction of 90 percent as determined by ASTM D-1557 test procedures. If wet soils are encountered during remedial grading, methods for drying soils such as stockpiling or mixing with dry soils may be required to bring the soils to the required moisture content for placement as engineered fill. Placement of engineered fill should be observed and tested on a full-time basis by a GeoTek representative during grading activities. 5.2.5 Excavation Characteristics Excavations in the on-site materials should be readily accomplished with heavy-duty earthmoving or excavating equipment in good operating condition. All excavations should be formed in accordance with current Cal-OSHA requirements. 5.2.6 Trench Excavations and Backfill Temporary trench excavations within the on-site materials should be stable at a 1:1 inclination for short durations during construction and where cuts do not exceed 15 feet in height. Deeper temporary excavations should be reviewed by GeoTek prior to their planned EMPIRE CONSTRUCTION MANAGEMENT Project No. 2967-CR Geotechnical and Infiltration Evaluation January 18, 2022 Lake Elsinore, Riverside County, California Page 11 excavation to determine if supplemental recommendations or analysis are warranted. It is anticipated that temporary cuts to a maximum height of 4 feet can be excavated vertically. Trench excavations should conform to Cal-OSHA regulations. The contractor should have a competent person, per OSHA requirements, on site during construction to observe conditions and to make the appropriate recommendations. Utility trench backfill should be compacted to at least 90 percent relative compaction (as determined by ASTM D-1557 test procedures). Under-slab trenches should also be compacted to project specifications. Where applicable, based on jurisdictional requirements, the top 12 inches of backfill below subgrade for road pavements should be compacted to at least 95 percent relative compaction. On-site materials may not be suitable for use as bedding material but should be suitable as backfill provided particles larger than 6 inches are removed. Compaction should be achieved with a mechanical compaction device. Ponding or jetting of trench backfill is not recommended. If backfill soils have dried out, they should be properly moisture conditioned prior to placement in trenches. 5.2.7 Shrinkage and Bulking Several factors will impact earthwork balancing on the site, including shrinkage, subsidence, trench spoil from utilities and footing excavations, as well as the accuracy of topography. Shrinkage and subsidence are primarily dependent upon the degree of compactive effort achieved during site grading and construction. For planning purposes, a shrinkage factor of about 10 to 15 percent may be considered for excavation and recompaction of the native soils. Site balance areas should be available in order to adjust project grades, depending on actual field conditions at the conclusion of earthwork. Subsidence of approximately up to 0.10 foot of the underlying soils may be anticipated resulting from site grading and preparation. 5.2.8 Grading Plan Review Upon completion of the site grading plans, it is recommended that those plans be provided to GeoTek for review. Based on that review, some modifications to the recommendations provided in this report may be necessary. EMPIRE CONSTRUCTION MANAGEMENT Project No. 2967-CR Geotechnical and Infiltration Evaluation January 18, 2022 Lake Elsinore, Riverside County, California Page 12 5.3 DESIGN RECOMMENDATIONS 5.3.1 Foundation Design Criteria Based on the expansion index testing performed for this report and visual examination of the site soils, site soils possess a “very low” (0-21) expansion index (ASTM D4829). Therefore, it is GeoTek’s opinion that conventional foundations supported by engineered fill may be used for this site. Foundation design criteria for a conventional foundation system, in general conformance with the 2019 CBC, are presented herein. These are typical design criteria and are not intended to supersede the design by the structural engineer. A summary of GeoTek’s preliminary foundation design recommendations for conventional foundations is presented in the table below: Design Parameter “Very Low” Expansion Index (0≤EI≤21) Foundation Depth or Minimum Perimeter Beam Depth (inches below lowest adjacent grade) 12 - One- and -Two Stories 24 - Three Stories Minimum Foundation Width (Inches)* 12 - One-Stories 15 - Two-Stories 18 - Three Stories Minimum Slab Thickness (actual) 4 inches Minimum Slab Reinforcing 6” x 6” / W1.4/W1.4 welded wire fabric, or No. 3 bars on 18-inch centers each way, placed in middle of slab Minimum Footing Reinforcement Two (2) No. 4 Reinforcing Bars, one top and one bottom** Presaturation of Subgrade Soil (Percent of Optimum) Minimum 100% to a depth of 12 inches prior to placement of concrete *Code minimums per Table 1809.7 of the 2019 CBC. **It should be noted that the criteria provided are based on soil support characteristics only. The structural engineer should design the slab and beam reinforcement based on actual loading conditions. The following criteria for design of foundations are preliminary and should be re-evaluated based on the results additional laboratory testing of samples obtained at/near finish pad grade. 5.3.1.1 An allowable bearing capacity of 2,500 pounds per square foot (psf) may be used for design of continuous and perimeter footings 12 inches deep and 12 inches wide, and pad footings 24 inches square and 18 inches deep. This allowable soil bearing capacity may be increased by 500 psf for each additional foot of footing depth and 300 psf for each additional foot of footing width to a maximum value of 3,500 psf. An increase of one-third may be applied when considering short-term live loads (e.g., seismic and wind loads). EMPIRE CONSTRUCTION MANAGEMENT Project No. 2967-CR Geotechnical and Infiltration Evaluation January 18, 2022 Lake Elsinore, Riverside County, California Page 13 5.3.1.2 Structural foundations should be designed in accordance with the 2019 CBC, and to withstand a total static settlement of 1 inch and maximum differential static settlement of one-half of the total settlement over a horizontal distance of 40 feet. 5.3.1.3 The passive earth pressure may be computed as an equivalent fluid having a density of 350 psf per foot of depth, to a maximum earth pressure of 3,500 psf for footings founded on engineered fill or competent native soil. A coefficient of friction between soil and concrete of 0.35 may be used with dead load forces. Passive pressure and frictional resistance may be combined without reduction. The upper one foot of soil should be ignored in the passive pressure calculations unless the surface is covered with pavements. 5.3.1.4 A grade beam, a minimum of 12 inches wide and 18 inches deep, should be utilized across large entrances. The base of the grade beam should be at the same elevation as the bottom of the adjoining footings. 5.3.1.5 A moisture and vapor retarding system should be placed below slabs-on-grade where moisture migration through the slab is undesirable. Guidelines for these are provided in the 2019 California Green Building Standards Code (CALGreen) Section 4.505.2, the 2019 CBC Section 1907.1 and ACI 360R-10. The vapor retarder design and construction should also meet the requirements of ASTM E 1643. A portion of the design should be the implementation of a moisture vapor retardant membrane. It should be realized that the effectiveness of the vapor retarding membrane can be adversely impacted as a result of construction related punctures (e.g., stake penetrations, tears, punctures from walking on the vapor retarder placed atop the underlying aggregate layer, etc.). These occurrences should be limited as much as possible during construction. Thicker membranes are generally more resistant to accidental puncture than thinner ones. Products specifically designed for use as moisture/vapor retarders may also be more puncture resistant. Although the CBC specifies a 6-mil vapor retarder membrane, it is GeoTek’s opinion that a minimum 10 mil thick membrane with joints properly overlapped and sealed should be considered, unless otherwise specified by the slab design professional. The membrane should consist of Stego wrap or the equivalent. Moisture and vapor retarding systems are intended to provide a certain level of resistance to vapor and moisture transmission through the concrete, but do not eliminate it. The acceptable level of moisture transmission through the slab is to a large extent based on the type of flooring used and environmental conditions. EMPIRE CONSTRUCTION MANAGEMENT Project No. 2967-CR Geotechnical and Infiltration Evaluation January 18, 2022 Lake Elsinore, Riverside County, California Page 14 Ultimately, the vapor retarding system should be comprised of suitable elements to limited migration of water and reduce transmission of water vapor through the slab to acceptable levels. The selected elements should have suitable properties (i.e., thickness, composition, strength, and permeability) to achieve the desired performance level. Moisture retarders can reduce, but not eliminate, moisture vapor rise from the underlying soils up through the slab. Moisture retarder systems should be designed and constructed in accordance with applicable American Concrete Institute, Portland Cement Association, Post-Tensioning Concrete Institute, ASTM and California Building Code requirements and guidelines. GeoTek recommends that a qualified person, such as the flooring contractor, structural engineer, architect, and/or other experts specializing in moisture control within the building be consulted to evaluate the general and specific moisture and vapor transmission paths and associated potential impact on the proposed construction. That person (or persons) should provide recommendations relative to the slab moisture and vapor retarder systems and for migration of potential adverse impact of moisture vapor transmission on various components of the structures, as deemed appropriate. In addition, the recommendations in this report and GeoTek’s services in general are not intended to address mold prevention; since GeoTek, along with geotechnical consultants in general, do not practice in the area of mold prevention. If specific recommendations addressing potential mold issues are desired, then a professional mold prevention consultant should be contacted. 5.3.1.6 It is recommended that control joints be placed in concrete slabs in two directions spaced approximately 24 to 36 times the thickness of the slab in inches. These joints are a widely accepted means to control cracks and should be reviewed by the project structural engineer. 5.3.2 Miscellaneous Foundation Recommendations 5.3.2.1 To reduce moisture penetration beneath the slab on grade areas, utility trench excavations should be backfilled with engineered fill, lean concrete or concrete slurry where they intercept the perimeter footing or thickened slab edge. EMPIRE CONSTRUCTION MANAGEMENT Project No. 2967-CR Geotechnical and Infiltration Evaluation January 18, 2022 Lake Elsinore, Riverside County, California Page 15 5.3.2.2 Soils from the footing excavations should not be placed in the slab-on-grade areas unless properly compacted and tested. The excavations should be free of loose/sloughed materials and be neatly trimmed at the time of concrete placement. 5.3.3 Foundation Setbacks Minimum setbacks for all foundations should comply with the 2019 CBC or the City of Lake Elsinore and/or the County of Riverside requirements, whichever is more stringent. Improvements not conforming to these setbacks are subject to the increased likelihood of excessive lateral movements and/or differential settlements. If large enough, these movements can compromise the integrity of the improvements. The top outside edge of all footings should be set back a minimum of H/3 (where H is the slope height) from the face of any descending slope. The setback should be at least five feet and need not exceed 40 feet. 5.3.4 Soil Corrosivity The soil resistivity at this site was tested in the laboratory on a sample collected during the field investigation. The results of the testing indicate that the on-site soils are considered “mildly corrosive” (10,720 ohm-cm) (Roberge, 2000) to buried ferrous metal in accordance with current standards used by corrosion engineers. Recommendations for protection of buried ferrous metal should be provided by a corrosion engineer. Additional corrosion testing should be performed at the time of site grading to assess the corrosion of potential of the as-graded soils. 5.3.5 Soil Sulfate Content The sulfate content was determined in the laboratory on a sample collected during the field investigation. The results indicate that the water-soluble sulfate result is less than 0.1 percent by weight, which is considered “negligible” as per Table 4.2.1 of ACI 318. Based on the test results and Table 4.3.1 of ACI 318, no special recommendations for concrete are required for this project due to soil sulfate exposure. 5.4 RETAINING AND GARDEN WALL DESIGN AND CONSTRUCTION 5.4.1.1 General Design Criteria Recommendations presented in this report apply to typical masonry or concrete vertical retaining walls to a maximum height of up to six (6) feet. Additional review and recommendations should be requested for higher walls. These are typical design criteria and are not intended to supersede the design by the structural engineer. EMPIRE CONSTRUCTION MANAGEMENT Project No. 2967-CR Geotechnical and Infiltration Evaluation January 18, 2022 Lake Elsinore, Riverside County, California Page 16 Retaining wall foundations should be embedded a minimum of 18 inches into engineered fill. Retaining wall foundations should be designed in accordance with Section 5.3 of this report. Structural needs may govern and should be evaluated by the project structural engineer. All earth retention structure plans, as applicable, should be reviewed by this office prior to finalization. Earthwork considerations, site clearing and remedial earthwork for all earth retention structures should meet the requirements of this report, unless specifically provided otherwise, or more stringent requirements or recommendations are made by the designer. The backfill material placement for all earth retention structures should meet the requirement of Section 5.2.4 in this report. In general, cantilever earth retention structures, which are designed to yield at least 0.001H, where H is equal to the height of the earth retention structure, may be designed using the “active” condition. Rigid earth retention structures (including but not limited to rigid walls, and walls braced at top, such as typical basement walls) should be designed using the “at-rest” condition. In addition to the design lateral forces due to retained earth, surcharges due to improvements, such as an adjacent building or traffic loading, should be considered in the design of the earth retention structures. Loads applied within a 1:1 (horizontal:vertical) projection from the surcharge on the stem of the earth retention structure should be considered in the design. Final selection of the appropriate design parameters should be made by the designer of the earth retention structures. 5.4.1.2 Cantilevered Walls The recommendations presented below are for cantilevered retaining walls up to six (6) feet high. Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are given below for specific slope gradients of the retained material. These do not include other superimposed loading conditions such as traffic, structures, seismic events, or adverse geologic conditions. EMPIRE CONSTRUCTION MANAGEMENT Project No. 2967-CR Geotechnical and Infiltration Evaluation January 18, 2022 Lake Elsinore, Riverside County, California Page 17 ACTIVE EARTH PRESSURES Surface Slope of Retained Materials (horizontal:vertical) Equivalent Fluid Pressure (pcf) Select Backfill* and Native Soils Level 39 2:1 64 *The design pressures assume the backfill material has an expansion index less than or equal to 20. Backfill zone includes area between back of the wall to a plane (1:1 horizontal : vertical) up from bottom of the wall foundation (on the backside of the wall) to the ground surface. For walls with a retained height greater than 6 feet, an incremental seismic pressure should be included into the wall design. Where needed, it is recommended that an equivalent fluid pressure of 27 pcf be included into the wall design to account for seismic loading conditions. This pressure may be applied as a triangular distribution. 5.4.1.3 Retaining Wall Backfill and Drainage The wall backfill should also include a minimum one (1) foot wide section of ¾- to 1-inch clean crushed rock (or an approved equivalent). The rock should be placed immediately adjacent to the back of the wall and extend up from a back drain to within approximately 24 inches of the finish grade. The upper 24 inches should consist of compacted on-site materials. The rock should be separated from the earth with filter fabric. The presence of other materials might necessitate revision to the parameters provided and modification of the wall designs. The backfill materials should be placed in lifts no greater than eight (8) inches in thickness and compacted to a minimum of 90% relative compaction as determined by ASTM D 1557 test procedures. Proper surface drainage needs to be provided and maintained. As an alternative to the drain, rock and fabric, a pre-manufactured wall drainage product (example: Mira Drain 6000 or approved equivalent) may be used behind the retaining wall. The wall drainage product should extend from the base of the wall to within two (2) feet of the ground surface. The subdrain should be placed in direct contact with the wall drainage product. Retaining walls should be provided with an adequate pipe and gravel back drain system to help prevent buildup of hydrostatic pressures. Backdrains should consist of a four (4)-inch diameter perforated collector pipe (Schedule 40, SDR 35, or approved equivalent) embedded in a minimum of one (1) cubic foot per linear foot of ¾- to 1-inch clean crushed rock or an approved equivalent, wrapped in filter fabric (Mirafi 140N or an approved equivalent). The EMPIRE CONSTRUCTION MANAGEMENT Project No. 2967-CR Geotechnical and Infiltration Evaluation January 18, 2022 Lake Elsinore, Riverside County, California Page 18 drain system should be connected to a suitable outlet. Waterproofing of site walls should be performed where moisture migration through the walls is undesirable. 5.4.1.4 Restrained Retaining Walls Retaining walls that will be restrained at the top that support level backfill or that have reentrant or male corners, should be designed for an equivalent at-rest fluid pressure of 65 pcf, plus any applicable surcharge loading. For areas of male or reentrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall laterally from the corner, or a distance otherwise determined by the project structural engineer. 5.4.1.5 Other Design Considerations Wall design should consider the additional surcharge loads from superjacent slopes and/or footings, where appropriate. No backfill should be placed against concrete until minimum design strengths are evident by compression tests of cylinders. The retaining wall footing excavations, backcuts, and backfill materials should be approved by the project geotechnical engineer or their authorized representative. Positive separations should be provided in garden walls at horizontal distances not exceeding 20 feet. 5.5 CONCRETE CONSTRUCTION 5.5.1 General Concrete construction should follow the 2019 CBC and ACI guidelines regarding design, mix placement and curing of the concrete. If desired, GeoTek could provide quality control testing of the concrete during construction. 5.5.2 Concrete Mix Design As discussed in Section 5.3.5, no special recommendations for concrete are required for this project due to soil sulfate exposure. Additional testing should be performed during grading so that specific recommendations can be formulated based on the as-graded conditions. 5.5.3 Concrete Flatwork Exterior concrete flatwork is often one of the most visible aspects of site development. They are typically given the least level of quality control, being considered “non-structural” components. Cracking of these features is common due to various factors. While cracking EMPIRE CONSTRUCTION MANAGEMENT Project No. 2967-CR Geotechnical and Infiltration Evaluation January 18, 2022 Lake Elsinore, Riverside County, California Page 19 usually does not affect the structural performance of the concrete, it is unsightly. It is recommended that the same standards of care be applied to these features as to the structure itself. Flatwork should consist of a minimum four-inch (actual) thick concrete and the use of temperature and shrinkage control reinforcement is suggested. The project structural engineer should provide final design recommendations. 5.5.4 Concrete Performance Concrete cracks should be expected. These cracks can vary from sizes that are hairline to more than 1/8 inch in width. Most cracks in concrete while unsightly do not significantly impact long-term performance. While it is possible to take measures (proper concrete mix, placement, curing, control joints, etc.) to reduce the extent and size of cracks that occur, some cracking will occur despite the best efforts to minimize it. Concrete undergoes chemical processes that are dependent on a wide range of variables, which are difficult, at best, to control. Concrete, while seemingly a stable material, is subject to internal expansion and contraction due to external changes over time. One of the simplest means to control cracking is to provide weakened control joints for cracking to occur along. These do not prevent cracks from developing; they simply provide a relief point for the stresses that develop. These joints are a widely accepted means to control cracks but are not always effective. Control joints are more effective the more closely spaced they are. GeoTek suggests that control joints be placed in two orthogonal directions and located a distance apart approximately equal to 24 to 36 times the slab thickness. 5.6 PLAN REVIEW AND CONSTRUCTION OBSERVATIONS It is recommended that site grading, specifications, and foundation plans be reviewed by this office prior to construction to check for conformance with the recommendations of this report. It is also recommended that GeoTek representatives be present during site grading and foundation construction to observe and document for proper implementation of the geotechnical recommendations. The owner/developer should have GeoTek perform at least the following duties: Observe site clearing and grubbing operations for proper removal of all unsuitable materials. Observe and test bottom of removals prior to fill placement. Evaluate the suitability of on-site and import materials for fill placement and collect soil samples for laboratory testing where necessary. EMPIRE CONSTRUCTION MANAGEMENT Project No. 2967-CR Geotechnical and Infiltration Evaluation January 18, 2022 Lake Elsinore, Riverside County, California Page 20 Observe the fill for uniformity during placement, including utility trench excavation backfill. Also, test the fill for density, relative compaction and moisture content. Observe and probe foundation excavations to confirm suitability of bearing materials with respect to density. If requested, a construction observation and compaction report can be provided by GeoTek which can comply with the requirements of the governmental agencies having jurisdiction over the project. It is recommended that these agencies be notified prior to commencement of construction so that necessary grading permits can be obtained. 6. INTENT It is the intent of this report to aid in the design and construction of the proposed development. Implementation of the advice presented in this report is intended to reduce risk associated with construction projects. The professional opinions and geotechnical advice contained in this report are not intended to imply total performance of the project or guarantee that unusual or variable conditions will not be discovered during or after construction. The scope of GeoTek’s evaluation is limited to the area explored that is shown on the Boring Location Map (Figure 2). This evaluation does not and should in no way be construed to encompass any areas beyond the specific area of the proposed construction as indicated to GeoTek by the client. Further, no evaluation of any existing site improvements is included. The scope is based on GeoTek’s understanding of the project and the client’s needs, GeoTek’s proposal (Proposal No. P-1105421-CR) dated November 19, 2021 and geotechnical engineering standards normally used on similar projects in this region. 7. LIMITATIONS GeoTek’s findings are based on site conditions observed and the stated sources. Thus, GeoTek’s comments are professional opinions that are limited to the extent of the available data. GeoTek has prepared this report in a manner consistent with that level of care and skill ordinarily exercised by members of the engineering at this time and location and science EMPIRE CONSTRUCTION MANAGEMENT Project No. 2967-CR Geotechnical and Infiltration Evaluation January 18, 2022 Lake Elsinore, Riverside County, California Page 21 professions currently practicing under similar conditions in the jurisdiction in which the services are provided, subject to the time limits and physical constraints applicable to this report. Since GeoTek’s recommendations are based on the site conditions observed and encountered at the stated times and laboratory testing. Thus, GeoTek’s conclusions and recommendations are professional opinions that are limited to the extent of the available data. Observations during construction are important to allow for any change in recommendations found to be warranted. These opinions have been derived in accordance with current standards of practice and no warranty of any kind is expressed or implied. Standards of care/practice are subject to change with time. 8. SELECTED REFERENCES American Concrete Institute (ACI), 2006, Publication 302.2R-06, Guide for Concrete Slabs That Receive Moisture Sensitive Flooring Materials. _____, 2010, Publications 360R-10, Guide to Design of Slabs-On-Ground. Bowles, J. E., 1977, “Foundation Analysis and Design”, Second Edition. Bryant, W.A., and Hart, E.W., 2007, Fault Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zones Maps, California Geological Survey: Special Publication 42. California Code of Regulations, Title 24 Part 2, 2019 “California Building Code,” 2 volumes. California Department of Transportation, 2018, “Highway Design Manual”, 6th Edition. Department of the Navy, 1982, “Foundations and Earth Structures”, Design Manual 7.2. GeoTek, Inc., In-house proprietary information. Morton, D.M. and Weber, F.H., 2003, “Preliminary Geologic Map of the Elsinore 7.5 Quadrangle, Riverside County, California,” U.S. Geological Survey, Open File Report OF- 2003-281, scale 1:24,000 Peck R. B., Hanson W. H. & Thornburn T. H., 1974, “Foundation Engineering”, Second edition. Roberge, P. R., 2000, “Handbook of Corrosion Engineering”. SEA/OSHPD web service, “Seismic Design Maps” (https://seismicmaps.org) Terzaghi, K. and Peck, R. B., 1967, “Soil Mechanics in Engineering Practice”, Second Edition. Empire Construction Management Cove Apartment Project APNs 377-090-013, -037, -039 and -040 Lake Elsinore, Riverside County, California Project No. 2967-CR Figure 1 Site Location Map Modified from USGS Lake Elsinore 2018 7.5-minute Topographic Map Sheet APPROXIMATE SITE AREA Empire Construction Management Cove Apartment Project Lake Elsinore, Riverside County, California Project No. 2967-CR Figure 2 Boring Location Map LEGEND (Locations are Approximate) Geotechnical Boring Location B-6 Infiltration Boring Location I-3 B-1 B-2 B-3 B-4 B-5 B-6 I-3 I-1 I-2 APPENDIX A LOGS OF EXPLORATORY BORINGS Proposed Cove Apartment Project Dexter Avenue and 3rd Street Lake Elsinore, Riverside County, California Project No. 2967-CR EMPIRE CONSTRUCTION MANAGEMENT Project No. 2967-CR Geotechnical and Infiltration Evaluation January 18, 2022 Lake Elsinore, Riverside County, California Page A-1 A - FIELD TESTING AND SAMPLING PROCEDURES The Modified Split-Barrel Sampler (Ring) The Ring sampler is driven into the ground at various depths in accordance with ASTM D 3550 test procedures. The sampler, with an external diameter of 3.0 inches, is lined with 1-inch long, thin brass rings with inside diameters of approximately 2.4 inches. The sampler is typically driven into the ground 12 or 18 inches with a 140-pound hammer free falling from a height of 30 inches. Blow counts are recorded for every 6 inches of penetration as indicated on the log of boring. The samples are removed from the sample barrel in the brass rings, sealed, and transported to the laboratory for testing. Standard Penetration Test Sampler (SPT) Standard penetration tests (SPT) were performed with a 2.0-inch outside diameter, 1.5-inch inside diameter, split-barrel sampler. The sampler was 18 inches long. The inside diameter of the sampler shoe was 1.4 inches. The sampler was unlined. The sampler conformed to the requirements of ASTM D 1586. A 140-pound automatic trip hammer was utilized, dropping 30 inches for each blow. Bulk Samples (Large) These samples are normally large bags of earth materials over 20 pounds in weight collected from the field by means of hand digging or exploratory cuttings. Bulk Samples (Small) These are plastic bag samples which are normally airtight and contain less than 5 pounds in weight of earth materials collected from the field by means of hand digging or exploratory cuttings. These samples are primarily used for determining natural moisture content and classification indices. B - BORING LOG LEGEND The following abbreviations and symbols often appear in the classification and description of soil and rock on the log of borings: SOILS USCS Unified Soil Classification System f-c Fine to coarse f-m Fine to medium GEOLOGIC B: Attitudes Bedding: strike/dip J: Attitudes Joint: strike/dip C: Contact line ……….. Dashed line denotes USCS material change Solid Line denotes unit / formational change Thick solid line denotes end of boring (Additional denotations and symbols are provided on the boring logs) GeoTek, Inc. LOG OF EXPLORATORY BORING SM/SC 12 SM 5.5 112.6 23 27 10 SC/SP 10.5 123.3 20 24 27 CL 37 38 16 SC/SM 11.7 124.1 32 36 15 12.2 122.2 22 32 SC 20 40 50/3" 23 SM 16.0 33 30 10 ML 23 45 ---Ring ---Small Bulk ---No Recovery ---Water Table AL = Atterberg Limits SR = Sulfate/Resisitivity Test RV = R-Value Test SH = Shear Test HC= Consolidation MD = Maximum DensityLEGENDSample type:---SPT ---Large Bulk Lab testing:EI = Expansion Index SA = Sieve Analysis 30 F sandy SILT, light gray, moist, hard 25 Silty f SAND, light orangish brown, moist, very dense 15 Clayey f-c SAND, yellowish brown, moist, dense 20 Clayey silty f-c SAND, light yellowish gray, moist, very dense 10 F-c sandy CLAY, brown, moist, hard, trace gravel Clayey/Silty f-c SAND, brown, moist, dense, trace gravel 5 Silty/Clayey f-c SAND, brown, very moist, trace gravel Clayey/Gravelly f-c SAND, reddish brown, moist, medium dense Silty f-c SAND, reddish brown, slightly moist, medium dense, trace gravel, trace clay Dry Density (pcf)Others MATERIAL DESCRIPTION AND COMMENTS Younger Fan Materials: SAMPLES USCS Symbol BORING NO.: B-1 SHEET 1 OF 2 Laboratory Testing Depth (ft)Sample TypeBlows/ 6 inSample NumberWater Content (%)See Exploration Location Map DATE: PROJECT NO.: 1/3/2022 2967-CR LOCATION: Jeff DRILLER: 140lbs/30in.RIG TYPE:Track CME 75 2R Drilling Inc.LOGGED BY: HAMMER: DRW OPERATOR: CLIENT:Empire Construction Management PROJECT NAME:Proposed Cove Apartments DRILL METHOD:Hollow stem Auger GeoTek, Inc. LOG OF EXPLORATORY BORING 12 CL 25.7 12 26 10 20 24 10 ML 21.7 16 19 12 22 32 ---Ring ---Small Bulk ---No Recovery ---Water Table AL = Atterberg Limits SR = Sulfate/Resisitivity Test RV = R-Value Test SH = Shear Test HC= Consolidation MD = Maximum Density BORING TERMINATED AT 51.5 FEET No groundwater encountered LEGENDSample type:---SPT ---Large Bulk Lab testing:EI = Expansion Index SA = Sieve Analysis Boring backfilled with excavated soils Same as above F sandy SILT, light grayish brown, moist, hard 50 45 becomes red, very moist, some seepage40 35 CLAY, light bluish gray, moist, hard, some oxidized staining Dry Density (pcf)Others MATERIAL DESCRIPTION AND COMMENTS SAMPLES USCS Symbol BORING NO.: B-1 SHEET 2 OF 2 Laboratory Testing Depth (ft)Sample TypeBlows/ 6 inSample NumberWater Content (%)LOCATION:See Exploration Location Map DATE:1/3/2022 PROJECT NO.:2967-CR HAMMER:140lbs/30in.RIG TYPE:Track CME 75 PROJECT NAME:Proposed Cove Apartments DRILL METHOD:Hollow stem Auger OPERATOR:Jeff CLIENT:Empire Construction Management DRILLER:2R Drilling Inc.LOGGED BY:DRW GeoTek, Inc. LOG OF EXPLORATORY BORING 12 SC 12.2 124.0 % Passing #200 = 57 30 50/4" 16 GC/CL 9.6 117.3 50/6" 10 23 50/5" 25 GC 9.9 123.5 25 30 16 SM 13.5 120.6 25 20 ---Ring ---Small Bulk ---No Recovery ---Water Table AL = Atterberg Limits SR = Sulfate/Resisitivity Test RV = R-Value Test SH = Shear Test HC= Consolidation MD = Maximum DensityLEGENDSample type:---SPT ---Large Bulk Lab testing:EI = Expansion Index SA = Sieve Analysis 30 25 20 No groundwater encountered Boring backfilled with excavated soils Silty f-c SAND, yellowish brown, moist, medium dense 15 BORING TERMINATED AT 15.0 FEET Clayey gravel, brownish gray, moist, dense 10 5 Same as above Clayey GRAVEL to gravelly CLAY, brown, moist, very dense/hard Clayey f-c SAND, light reddish brown, moist, very dense, few gravel Dry Density (pcf)Others MATERIAL DESCRIPTION AND COMMENTS Younger Fan Materials: SAMPLES USCS Symbol BORING NO.: B-2 Laboratory Testing Depth (ft)Sample TypeBlows/ 6 inSample NumberWater Content (%)LOCATION:See Exploration Location Map DATE:1/3/2022 PROJECT NO.:2967-CR HAMMER:140lbs/30in.RIG TYPE:Track CME 75 PROJECT NAME:Proposed Cove Apartments DRILL METHOD:Hollow stem Auger OPERATOR:Jeff CLIENT:Empire Construction Management DRILLER:2R Drilling Inc.LOGGED BY:DRW GeoTek, Inc. LOG OF EXPLORATORY BORING SC 10 SM 3.9 106.9 14 10 8 5.1 103.8 Collapse 9 15 6 8.3 108.6 Collapse 9 11 3 CL 4 7 8 13.7 124.0 30 40 SM 50/6" ---Ring ---Small Bulk ---No Recovery ---Water Table AL = Atterberg Limits SR = Sulfate/Resisitivity Test MD = Maximum Density Boring backfilled with excavated soils 30 SA = Sieve Analysis SH = Shear Test HC= Consolidation Silty f-c SAND with gravel, dark grayish brown, slightly moist to moist, medium dense F-c sandy CLAY, dark brown, very moist to wet, stiff, few gravel trace cobbles RV = R-Value Test LEGENDSample type:---SPT ---Large Bulk Lab testing:EI = Expansion Index No groundwater encountered 25 20 BORING TERMINATED AT 20.5 FEET Silty f-c SAND, yellowish brown, moist, dense 15 10 5 Silty f-c SAND, dark gray, very moist, medium dense, few gravel Clayey f-c SAND, brown, moist, some gravel Dry Density (pcf)Depth (ft)Sample TypeBlows/ 6 inSample NumberOthers MATERIAL DESCRIPTION AND COMMENTS Younger Fan Materials: SAMPLES USCS Symbol BORING NO.: B-3 Laboratory Testing Water Content (%)LOCATION:See Exploration Location Map DATE:1/3/2022 PROJECT NO.:2967-CR HAMMER:140lbs/30in.RIG TYPE:Track CME 75 PROJECT NAME:Proposed Cove Apartments DRILL METHOD:Hollow stem Auger OPERATOR:Jeff CLIENT:Empire Construction Management DRILLER:2R Drilling Inc.LOGGED BY:DRW GeoTek, Inc. LOG OF EXPLORATORY BORING SH, EI, MD % Passing #200 = 28.1 4 SM/SC 11.1 121.1 11 12 12 10.7 128.8 25 34 12 SC 20 25 10 SM 5.5 125.8 32 34 10 11.6 128.3 30 48 ---Ring ---Small Bulk ---No Recovery ---Water Table AL = Atterberg Limits SR = Sulfate/Resisitivity Test CLIENT:Empire Construction Management DRILLER:2R Drilling Inc.LOGGED BY:DRW PROJECT NAME:Proposed Cove Apartments DRILL METHOD:Hollow stem Auger OPERATOR:Jeff PROJECT NO.:2967-CR HAMMER:140lbs/30in.RIG TYPE:Track CME 75 LOCATION:See Exploration Location Map DATE:1/3/2022 SAMPLES USCS Symbol BORING NO.: B-4 Laboratory Testing Depth (ft)Sample TypeBlows/ 6 inSample NumberWater Content (%)Dry Density (pcf)Others MATERIAL DESCRIPTION AND COMMENTS Younger Fan Materials: Silty/Clayey f-c SAND, brown to dark brown, very moist, medium dense, few gravel 5 Clayey f-c SAND, brown, moist, medium dense, trace gravel becomes dense 10 Silty f-c SAND, brown, moist, dense, few gravel becomes very dense 15 BORING TERMINATED AT 15 FEET No groundwater encountered Boring backfilled with excavated soils 20 25 30 LEGENDSample type:---SPT ---Large Bulk Lab testing:EI = Expansion Index SA = Sieve Analysis RV = R-Value Test SH = Shear Test HC= Consolidation MD = Maximum Density GeoTek, Inc. LOG OF EXPLORATORY BORING SM/SC 25 SC 9.8 119.2 50/5" 18 SM 6.4 128.5 50/6" 18 SC/SM 2.5 50/6" 10 SM/SP 30 32 14 SM 4.8 119.6 18 24 17 28 43 CL ---Ring ---Small Bulk ---No Recovery ---Water Table AL = Atterberg Limits SR = Sulfate/Resisitivity Test CLIENT:Empire Construction Management DRILLER:2R Drilling Inc.LOGGED BY:DRW PROJECT NAME:Proposed Cove Apartments DRILL METHOD:Hollow stem Auger OPERATOR:Jeff PROJECT NO.:2967-CR HAMMER:140lbs/30in.RIG TYPE:Track CME 75 LOCATION:See Exploration Location Map DATE:1/3/2022 SAMPLES USCS Symbol BORING NO.: B-5 Laboratory Testing Depth (ft)Sample TypeBlows/ 6 inSample NumberWater Content (%)Dry Density (pcf)Others MATERIAL DESCRIPTION AND COMMENTS Younger Fan Materials: Clayey/Silty f-c SAND, reddish brown, moist, very dense Silty/Clayey f-c SAND, reddish brown, moist, trace gravel Silty f-c SAND, reddish brown, moist, very dense 10 5 15 Silty f-c SAND, light brown, moist, medium dense 20 F sandy CLAY, brownish red, moist, hard, trace gravel BORING TERMINATED AT 21.5 FEET No groundwater encountered Boring backfilled with excavated soils 25 30 LEGENDSample type:---SPT ---Large Bulk Lab testing:EI = Expansion Index SA = Sieve Analysis RV = R-Value Test SH = Shear Test HC= Consolidation MD = Maximum Density Clayey f-c SAND, reddish brown, moist, very dense, trace gravel Silty f-c SAND to f-c SAND, gray, slightly moist, dense, some gravel GeoTek, Inc. LOG OF EXPLORATORY BORING SR 4 SM 2.8 109.1 % Passing #200 = 24.6 6 8 3 SM 2.2 3 4 4 SC 30 50/5" 50/5"GM 50/5" 50/6"SP ---Ring ---Small Bulk ---No Recovery ---Water Table AL = Atterberg Limits SR = Sulfate/Resisitivity Test RV = R-Value Test SH = Shear Test HC= Consolidation MD = Maximum Density Silty f-c SAND, brown, slightly moist, loose, few gravel Clayey f-c SAND, reddish brown, moist to very moist, very dense, some gravel, few cobbles F-c SAND, light gray, slightly moist, very dense, few gravel and cobbles LEGENDSample type:---SPT ---Large Bulk Lab testing:EI = Expansion Index SA = Sieve Analysis 30 25 No groundwater encountered Boring backfilled with excavated soils 20 BORING TERMINATED AT 19 FEET 15 Silty GRAVEL, light gray, slightly moist, very dense, few cobbles 10 5 Silty f-c SAND, brown, slightly moist, loose, trace gravel Dry Density (pcf)Others MATERIAL DESCRIPTION AND COMMENTS Younger Fan Materials: SAMPLES USCS Symbol BORING NO.: B-6 Laboratory Testing Depth (ft)Sample TypeBlows/ 6 inSample NumberWater Content (%)LOCATION:See Exploration Location Map DATE:1/3/2022 PROJECT NO.:2967-CR HAMMER:140lbs/30in.RIG TYPE:Track CME 75 PROJECT NAME:Proposed Cove Apartments DRILL METHOD:Hollow stem Auger OPERATOR:Jeff CLIENT:Empire Construction Management DRILLER:2R Drilling Inc.LOGGED BY:DRW GeoTek, Inc. LOG OF EXPLORATORY BORING SM/SC SM SC ---Ring ---Small Bulk ---No Recovery ---Water Table AL = Atterberg Limits SR = Sulfate/Resisitivity Test Clayey silty f-c SAND, brown, moist, trace gravel CLIENT:Empire Construction Management DRILLER:2R Drilling Inc.LOGGED BY: PROJECT NO.:2967-CR HAMMER: DRW PROJECT NAME:Proposed Cove Apartments DRILL METHOD:Hollow stem Auger OPERATOR:Jeff 140lbs/30in.RIG TYPE:Track CME 75 LOCATION:See Exploration Location Map DATE:1/3/2022 Others MATERIAL DESCRIPTION AND COMMENTS Younger Fan Materials: SAMPLES USCS Symbol BORING NO.: I-1 Laboratory Testing Silty/Clayey f-c SAND, brown, very moist, trace gravel Dry Density (pcf)Depth (ft)Sample TypeBlows/ 6 inSample NumberWater Content (%)Silty f-c SAND, reddish brown, slightly moist, trace gravel, trace clay 5 No groundwater encountered Boring backfilled with excavated soils 10 15 20 25 30 LEGENDSample type:---SPT ---Large Bulk Lab testing:EI = Expansion Index SA = Sieve Analysis RV = R-Value Test SH = Shear Test HC= Consolidation MD = Maximum Density BORING TERMINATED AT 5.0 FEET GeoTek, Inc. LOG OF EXPLORATORY BORING SM SM CL/SC ---Ring ---Small Bulk ---No Recovery ---Water Table AL = Atterberg Limits SR = Sulfate/Resisitivity Test Silty f-c SAND, brown, moist, few gravel F-c sandy CLAY to clayey f-c SAND, reddish brown, moist CLIENT:Empire Construction Management DRILLER:2R Drilling Inc.LOGGED BY: PROJECT NO.:2967-CR HAMMER: DRW PROJECT NAME:Proposed Cove Apartments DRILL METHOD:Hollow stem Auger OPERATOR:Jeff 140lbs/30in.RIG TYPE:Track CME 75 LOCATION:See Exploration Location Map DATE:1/3/2022 SAMPLES USCS Symbol BORING NO.: I-2 Laboratory Testing Depth (ft)Sample TypeBlows/ 6 inSample NumberWater Content (%)Dry Density (pcf)Others MATERIAL DESCRIPTION AND COMMENTS Younger Fan Materials: 5 Silty f-c SAND, brown, moist, trace gravel 10 BORING TERMINATED AT 10.0 FEET No groundwater encountered Boring backfilled with excavated soils 15 20 25 SA = Sieve Analysis 30 RV = R-Value Test SH = Shear Test HC= Consolidation MD = Maximum DensityLEGENDSample type:---SPT ---Large Bulk Lab testing:EI = Expansion Index GeoTek, Inc. LOG OF EXPLORATORY BORING SM ---Ring ---Small Bulk ---No Recovery ---Water Table AL = Atterberg Limits SR = Sulfate/Resisitivity Test RV = R-Value Test SH = Shear Test HC= Consolidation MD = Maximum DensityLEGENDSample type:---SPT ---Large Bulk Lab testing:EI = Expansion Index SA = Sieve Analysis 30 25 20 15 10 5 BORING TERMINATED AT 5.0 FEET No groundwater encountered Boring backfilled with excavated soils Silty f-c SAND, brown, moist, trace gravel Dry Density (pcf)Others MATERIAL DESCRIPTION AND COMMENTS Younger Fan Materials: SAMPLES USCS Symbol BORING NO.: I-3 Laboratory Testing Depth (ft)Sample TypeBlows/ 6 inSample NumberWater Content (%)LOCATION:See Exploration Location Map DATE:1/3/2022 PROJECT NO.:2967-CR HAMMER:140lbs/30in.RIG TYPE:Track CME 75 PROJECT NAME:Proposed Cove Apartments DRILL METHOD:Hollow stem Auger OPERATOR:Jeff CLIENT:Empire Construction Management DRILLER:2R Drilling Inc.LOGGED BY:DRW APPENDIX B LABORATORY TEST RESULTS Proposed Cove Apartment Project Dexter Avenue and 3rd Street Lake Elsinore, Riverside County, California Project No. 2967-CR EMPIRE CONSTRUCTION MANAGEMENT Project No. 2967-CR Geotechnical and Infiltration Evaluation January 18, 2022 Lake Elsinore, Riverside County, California Page B-1 SUMMARY OF LABORATORY TESTING Classification Soils were visually classified in general accordance with the Unified Soil Classification System (ASTM Test Method D 2487). The soil classifications are shown on the Logs of Borings in Appendix A. Collapse Test Collapse tests were performed on selected samples of the site soils in general accordance with ASTM D 5333 test procedures. The results of this test are presented graphically in Appendix B. Direct Shear Shear testing was performed in a direct shear machine of the strain-control type in general accordance with ASTM D 3080 test procedures. The rate of deformation was approximately 0.035 inch per minute. The sample was sheared under varying confining loads in order to determine the coulomb shear strength parameters, angle of internal friction and cohesion. The tests were performed on soil samples remolded to approximately 90 percent of maximum dry density as determined by ASTM D 1557 test procedures. The shear test results are presented in Appendix B. Expansion Index Expansion Index testing was performed on one soil sample collected during the subsurface exploration. Testing was performed in general accordance with ASTM D 4829 test procedures. The results of the testing are provided below. Boring No. Depth (ft.) Description Expansion Index Classification B- 0-5 Silty Sand (SM) 1 “Very Low” In-Situ Moisture and Density The natural water content of sampled soils was determined in general accordance with ASTM D 2216 test procedures on samples of the materials recovered during the subsurface exploration. In addition, in-place dry density of the sampled soils was determined in general accordance with ASTM D 2937 test procedures on relatively undisturbed samples to measure the unit weight of the subsurface soils. Results of these tests are shown on the Logs of Borings in Appendix A. Moisture-Density Relationship Laboratory testing was performed on a bulk sample of the site soils collected during the subsurface exploration. The laboratory maximum dry density and optimum moisture content was determined in general accordance with ASTM D 1557 test procedures. The results are presented in Appendix B. Sulfate Content, Resistivity and Chloride Content Testing to determine the water-soluble sulfate content was performed in general accordance with ASTM D4327 test procedures. Resistivity testing was completed in general accordance with ASTM G187 test procedures. Testing to determine the chloride content was performed in general accordance with ASTM D4327 test procedures. The results of the testing are provided in Appendix B. Boring # Depth (ft.) pH ASTM D4972 Chloride ASTM D4327 (mg/kg) Sulfate ASTM D4327 (% by weight) Resistivity ASTM G187 (ohm-cm) B-6 0-5 8.9 6.7 0.0014 10,720 Loading Prior to Inundation Loading After Inundation Rebound Cycle PROJECT NO.: 2967-CR Date: 1/5/2022 Lake Elsinore, California COLLAPSE REPORT CHECKED BY: DA Lab: Corona Cove Apartments Plate B-1 Sample: B-3 @ 5 feet Seating Cycle PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 4546 0.00 1.00 2.00 3.00 4.00 0.1 1.0 10.0 100.0 CONSOLIDATION-PERCENT OF SAMPLE THICKNESS (%)STRESS IN KIPS PER SQUARE FOOT Loading Prior to Inundation Loading After Inundation Rebound Cycle PROJECT NO.: 2967-CR Date: 1/5/2022 Lake Elsinore, California COLLAPSE REPORT CHECKED BY: DA Lab: Corona Cove Apartments Plate B-2 Sample: B-3 @ 7 feet Seating Cycle PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 4546 0.00 1.00 2.00 3.00 0.1 1.0 10.0 100.0 CONSOLIDATION-PERCENT OF SAMPLE THICKNESS (%)STRESS IN KIPS PER SQUARE FOOT Cove Apartment Project, Lake Elsinore Sample Location: Date Tested: Shear Strength:F =30 O , C = 256 psf Notes: 1/12/2022 DIRECT SHEAR TEST 2 - The above reflect direct shear strength at saturated conditions. 1 - The soil specimen used in the shear box was a ring sample remolded to approximately 90% relative compaction from a bulk sample collected during the field investigation. Project Name: Project Number: 3 - The tests were run at a shear rate of 0.01 in/min. 2967-CR B-4 @ 0-5 feet 0.0 500.0 1000.0 1500.0 2000.0 2500.0 3000.0 3500.0 4000.0 0.0 500.0 1000.0 1500.0 2000.0 2500.0 3000.0 3500.0 4000.0SHEAR STRESS (psf)NORMAL STRESS (psf) Ring #: Ring Dia. :Ring Ht.:1"A Weight of compacted sample & ring (gm)B Weight of ring (gm)C Net weight of sample (gm)D E F Moisture Content, %G Specific Gravity, assumedH Unit Wt. of Water @ 20°C, (pcf)I % Saturation EXPANSION INDEX =1812.713.062.448.2 FINAL MOISTUREFinal Weight of wet sample & tare % Moisture2.701/8/2022 0.5340 Final7.3SATURATION DETERMINATION Dry Density, lb / ft3 (D/1.F)119.6Wet Density, lb / ft3 (C*0.3016)128.31/7/2022 0.5330 10 min/Dry425.41/7/2022 0.5340 InitialDENSITY DETERMINATION788.4READINGS363.0 DATE TIME READINGSample Description:4.01"Project Number:2967-CRDate Tested:1/7/2022Project Location:Cove Apartment Project, Lake ElsinoreSample Source:B-4 @ 0-5 feetEXPANSION INDEX TEST(ASTM D4829)Client:Empire Construction MgmtTested/ Checked By:DA Lab No Corona MOISTURE/DENSITY RELATIONSHIP Client:Empire Construction Mgmt Job No.:2967-CR Project:Cove Apartment Project Lab No.:Corona Location:Lake Elsinore Material Type:Gray brown silty medium sand with some clay Material Supplier:- Material Source:- Sample Location:B-4 @ 0-5 feet - Sampled By:DW Date Sampled:- Received By:CB/BL Date Received:1/5/2022 Tested By:CB/BL Date Tested:1/11/2022 Reviewed By:DA Date Reviewed:1/14/2022 Test Procedure:ASTM D1557 Method:A Oversized Material (%):12.9 Correction Required: x yes no MOISTURE CONTENT (%):4.427736 6.837607 8.695652 11.30899 3.856558 5.955556 7.573913 9.850134 DRY DENSITY (pcf):126.6033 131.3695 131.7429 124.9622 CORRECTED DRY DENSITY (pcf):0 0 0 0 ZERO AIR VOIDS DRY DENSITY (pcf): MOISTURE DENSITY RELATIONSHIP VALUES Maximum Dry Density, pcf 132.0 @ Optimum Moisture, %8.0 Corrected Maximum Dry Density, pcf @ Optimum Moisture, % MATERIAL DESCRIPTION Grain Size Distribution:Atterberg Limits: % Gravel (retained on No. 4)Liquid Limit, % % Sand (Passing No. 4, Retained on No. 200) Plastic Limit, % % Silt and Clay (Passing No. 200) Plasticity Index, % Classification: Unified Soils Classification: AASHTO Soils Classification: 110 112 114 116 118 120 122 124 126 128 130 132 134 136 138 140 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20DRY DENSITY, PCFMOISTURE CONTENT, % MOISTURE/DENSITY RELATIONSHIP CURVE DRY DENSITY (pcf): CORRECTED DRY DENSITY (pcf): ZERO AIR VOIDS DRY DENSITY (pcf) S.G. 2.7 S.G. 2.8 S.G. 2.6 Poly. (DRY DENSITY (pcf):) OVERSIZE CORRECTED ZERO AIR VOIDS Poly. (S.G. 2.7) Poly. (S.G. 2.8) Poly. (S.G. 2.6) Project X REPORT S220107C Corrosion Engineering Page 1 Corrosion Control – Soil, Water, Metallurgy Testing Lab 29990 Technology Dr, Suite 13, Murrieta, CA 92563 Tel: 213-928-7213 Fax: 951-226-1720 www.projectxcorrosion.com Results Only Soil Testing for Cove Apartment Project, Lake Elsinore January 10, 2022 Prepared for: Anna Scott GeoTek, Inc. 1548 North Maple Street Corona, CA 92280 ascott@geotekusa.com Project X Job#: S220107C Client Job or PO#: 2967-CR Empire Construction Management Respectfully Submitted, Eduardo Hernandez, M.Sc., P.E. Sr. Corrosion Consultant NACE Corrosion Technologist #16592 Professional Engineer California No. M37102 ehernandez@projectxcorrosion.com Project X REPORT S220107C Corrosion Engineering Page 2 Corrosion Control – Soil, Water, Metallurgy Testing Lab 29990 Technology Dr., Suite 13, Murrieta, CA 92563 Tel: 213-928-7213 Fax: 951-226-1720 www.projectxcorrosion.com Soil Analysis Lab Results Client: GeoTek, Inc. Job Name: Cove Apartment Project, Lake Elsinore Client Job Number: 2967-CR Empire Construction Management Project X Job Number: S220107C January 10, 2022 Method ASTM D4972 ASTM G200 ASTM D4658 ASTM D4327 ASTM D6919 ASTM D6919 ASTM D6919 ASTM D6919 ASTM D6919 ASTM D6919 ASTM D4327 ASTM D4327 Bore# / Description Depth pH Redox Sulfide S2- Nitrate NO3 - Ammonium NH4 + Lithium Li+ Sodium Na+ Potassium K+ Magnesium Mg2+ Calcium Ca2+ Fluoride F2 -- Phosphate PO4 3- (ft)(mg/kg)(wt%)(mg/kg)(wt%)(Ohm-cm)(Ohm-cm)(mV)(mg/kg)(mg/kg)(mg/kg)(mg/kg)(mg/kg)(mg/kg)(mg/kg)(mg/kg)(mg/kg)(mg/kg) 2967-CR B6 0-5 14.2 0.0014 6.7 0.0007 34,840 10,720 8.9 167 0.72 7.0 4.4 0.10 169.8 17.0 43.0 250.3 3.1 2.5 ASTM G187 ASTM D4327 ASTM D4327 Resistivity As Rec'd | Minimum Sulfates SO4 2- Chlorides Cl- Cations and Anions, except Sulfide and Bicarbonate, tested with Ion Chromatography mg/kg = milligrams per kilogram (parts per million) of dry soil weight ND = 0 = Not Detected | NT = Not Tested | Unk = Unknown Chemical Analysis performed on 1:3 Soil-To-Water extract PPM = mg/kg (soil) = mg/L (Liquid) APPENDIX C PERCOLATION DATA SHEETS & PORCHET CALCULATIONS Proposed Cove Apartment Project Dexter Avenue and 3rd Street Lake Elsinore, Riverside County, California Project No. 2967-CR min in in in in Equation -It = in in in Havg = (HO+HF)/2 =in It = Inches per Hour Time Interval, Δt = 30 Client: Emprie Construction Management Project: Cove Apartments Project No: 2967-CR Date: 1/4/2022 Boring No. I-1 Percolation Rate (Porchet Method) Final Depth to Water, DF = 42.75 Test Hole Radius, r = 4 Initial Depth to Water, DO = 40 0.53 Total Test Hole Depth, DT = 60 ΔH (60r) Δt (r+2Havg) HO = DT - DO = 20 HF = DT - DF = 17.25 ΔH = ΔD = HO- HF = 2.75 18.625 min in in in in Equation -It = in in in Havg = (HO+HF)/2 =in It = Inches per Hour Time Interval, Δt = 10 Client: Emprie Construction Management Project: Cove Apartments Project No: 2967-CR Date: 1/4/2022 Boring No. I-2 Percolation Rate (Porchet Method) Final Depth to Water, DF = 105.00 Test Hole Radius, r = 4 Initial Depth to Water, DO = 100 3.08 Total Test Hole Depth, DT = 120 ΔH (60r) Δt (r+2Havg) HO = DT - DO = 20 HF = DT - DF = 15 ΔH = ΔD = HO- HF = 5 17.5 min in in in in Equation -It = in in in Havg = (HO+HF)/2 =in It = Inches per Hour Time Interval, Δt = 10 Client: Emprie Construction Management Project: Cove Apartments Project No: 2967-CR Date: 1/4/2022 Boring No. I-3 Percolation Rate (Porchet Method) Final Depth to Water, DF = 54.00 Test Hole Radius, r = 4 Initial Depth to Water, DO = 40 11.20 Total Test Hole Depth, DT = 60 ΔH (60r) Δt (r+2Havg) HO = DT - DO = 20 HF = DT - DF = 6 ΔH = ΔD = HO- HF = 14 13 APPENDIX D LIQUEFACTION ANALYSIS Proposed Cove Apartment Project Dexter Avenue and 3rd Street Lake Elsinore, Riverside County, California Project No. 2967-CR ************************************************************************************ ******************* LIQUEFACTION ANALYSIS CALCULATION DETAILS Copyright by CivilTech Software www.civiltech.com ************************************************************************************ ******************* Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to , 1/17/2022 12:32:17 PM Input File Name: UNTITLED Title: Cove Apartments - Lake Elsinore Subtitle: Liquefaction Input Data: Surface Elev.=1291 Hole No.=B-1 Depth of Hole=50.00 ft Water Table during Earthquake= 40.00 ft Water Table during In-Situ Testing= 40.00 ft Max. Acceleration=0.95 g Earthquake Magnitude=7.30 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Idriss/Seed 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = 1.25 7. Borehole Diameter, Cb= 1 8. Sampling Method, Cs= 1 9. User request factor of safety (apply to CSR) , User= 1 Plot one CSR curve (fs1=User) 10. Average two input data between two Depths: Yes* * Recommended Options In-Situ Test Data: Depth SPT Gamma Fines ft pcf % __________________________________ 1.00 50.00 128.00 40.00 3.00 50.00 128.00 40.00 5.00 28.00 136.00 25.00 7.00 47.00 125.00 NoLiq 10.00 43.00 138.00 40.00 15.00 34.00 138.00 40.00 20.00 100.00 138.00 40.00 25.00 63.00 130.00 40.00 30.00 68.00 130.00 55.00 35.00 38.00 130.00 NoLiq 40.00 44.00 130.00 NoLiq 45.00 35.00 128.00 55.00 50.00 54.00 128.00 55.00 __________________________________ Output Results: Calculation segment, dz=0.050 ft User defined Print Interval, dp=1.00 ft Peak Ground Acceleration (PGA), a_max = 0.95g CSR Calculation: Depth gamma sigma gamma' sigma' rd mZ a(z) CSR x fs1 =CSRfs ft pcf atm pcf atm g g ____________________________________________________________________________________ _ 1.00 128.00 0.060 128.00 0.060 1.00 0.000 0.946 0.61 1.00 0.61 2.00 128.00 0.121 128.00 0.121 1.00 0.000 0.946 0.61 1.00 0.61 3.00 128.00 0.181 128.00 0.181 0.99 0.000 0.946 0.61 1.00 0.61 4.00 132.00 0.243 132.00 0.243 0.99 0.000 0.946 0.61 1.00 0.61 5.00 136.00 0.306 136.00 0.306 0.99 0.000 0.946 0.61 1.00 0.61 6.00 130.50 0.369 130.50 0.369 0.99 0.000 0.946 0.61 1.00 0.61 7.00 125.00 0.430 125.00 0.430 0.98 0.000 0.946 0.60 1.00 0.60 8.00 129.33 0.490 129.33 0.490 0.98 0.000 0.946 0.60 1.00 0.60 9.00 133.67 0.552 133.67 0.552 0.98 0.000 0.946 0.60 1.00 0.60 10.00 138.00 0.616 138.00 0.616 0.98 0.000 0.946 0.60 1.00 0.60 11.00 138.00 0.681 138.00 0.681 0.97 0.000 0.946 0.60 1.00 0.60 12.00 138.00 0.746 138.00 0.746 0.97 0.000 0.946 0.60 1.00 0.60 13.00 138.00 0.811 138.00 0.811 0.97 0.000 0.946 0.60 1.00 0.60 14.00 138.00 0.877 138.00 0.877 0.97 0.000 0.946 0.59 1.00 0.59 15.00 138.00 0.942 138.00 0.942 0.97 0.000 0.946 0.59 1.00 0.59 16.00 138.00 1.007 138.00 1.007 0.96 0.000 0.946 0.59 1.00 0.59 17.00 138.00 1.072 138.00 1.072 0.96 0.000 0.946 0.59 1.00 0.59 18.00 138.00 1.138 138.00 1.138 0.96 0.000 0.946 0.59 1.00 0.59 19.00 138.00 1.203 138.00 1.203 0.96 0.000 0.946 0.59 1.00 0.59 20.00 138.00 1.268 138.00 1.268 0.95 0.000 0.946 0.59 1.00 0.59 21.00 136.40 1.333 136.40 1.333 0.95 0.000 0.946 0.58 1.00 0.58 22.00 134.80 1.397 134.80 1.397 0.95 0.000 0.946 0.58 1.00 0.58 23.00 133.20 1.460 133.20 1.460 0.95 0.000 0.946 0.58 1.00 0.58 24.00 131.60 1.523 131.60 1.523 0.94 0.000 0.946 0.58 1.00 0.58 25.00 130.00 1.585 130.00 1.585 0.94 0.000 0.946 0.58 1.00 0.58 26.00 130.00 1.646 130.00 1.646 0.94 0.000 0.946 0.58 1.00 0.58 27.00 130.00 1.708 130.00 1.708 0.94 0.000 0.946 0.58 1.00 0.58 28.00 130.00 1.769 130.00 1.769 0.93 0.000 0.946 0.57 1.00 0.57 29.00 130.00 1.830 130.00 1.830 0.93 0.000 0.946 0.57 1.00 0.57 30.00 130.00 1.892 130.00 1.892 0.93 0.000 0.946 0.57 1.00 0.57 31.00 130.00 1.953 130.00 1.953 0.92 0.000 0.946 0.57 1.00 0.57 32.00 130.00 2.015 130.00 2.015 0.91 0.000 0.946 0.56 1.00 0.56 33.00 130.00 2.076 130.00 2.076 0.91 0.000 0.946 0.56 1.00 0.56 34.00 130.00 2.138 130.00 2.138 0.90 0.000 0.946 0.55 1.00 0.55 35.00 130.00 2.199 130.00 2.199 0.89 0.000 0.946 0.55 1.00 0.55 36.00 130.00 2.260 130.00 2.260 0.88 0.000 0.946 0.54 1.00 0.54 37.00 130.00 2.322 130.00 2.322 0.87 0.000 0.946 0.54 1.00 0.54 38.00 130.00 2.383 130.00 2.383 0.86 0.000 0.946 0.53 1.00 0.53 39.00 130.00 2.445 130.00 2.445 0.86 0.000 0.946 0.53 1.00 0.53 40.00 130.00 2.506 130.00 2.506 0.85 0.000 0.946 0.52 1.00 0.52 41.00 129.60 2.567 67.20 2.539 0.84 0.000 0.946 0.52 1.00 0.52 42.00 129.20 2.629 66.80 2.571 0.83 0.000 0.946 0.52 1.00 0.52 43.00 128.80 2.690 66.40 2.603 0.82 0.000 0.946 0.52 1.00 0.52 44.00 128.40 2.750 66.00 2.634 0.82 0.000 0.946 0.52 1.00 0.52 45.00 128.00 2.811 65.60 2.665 0.81 0.000 0.946 0.52 1.00 0.52 46.00 128.00 2.871 65.60 2.696 0.80 0.000 0.946 0.52 1.00 0.52 47.00 128.00 2.932 65.60 2.727 0.79 0.000 0.946 0.52 1.00 0.52 48.00 128.00 2.992 65.60 2.758 0.78 0.000 0.946 0.52 1.00 0.52 49.00 128.00 3.053 65.60 2.789 0.78 0.000 0.946 0.52 1.00 0.52 50.00 128.00 3.113 65.60 2.820 0.77 0.000 0.946 0.52 1.00 0.52 ____________________________________________________________________________________ _ CSR is based on water table at 40.00 during earthquake CRR Calculation from SPT or BPT data: Depth SPT Cebs Cr sigma' Cn (N1)60 Fines d(N1)60 (N1)60f CRR7.5 ft atm % ____________________________________________________________________________________ _ 1.00 50.00 1.25 0.75 0.060 1.70 79.69 40.00 20.94 100.63 0.50 2.00 50.00 1.25 0.75 0.121 1.70 79.69 40.00 20.94 100.63 0.50 3.00 50.00 1.25 0.75 0.181 1.70 79.69 40.00 20.94 100.63 0.50 4.00 39.00 1.25 0.75 0.243 1.70 62.16 32.50 15.75 77.91 0.50 5.00 28.00 1.25 0.75 0.306 1.70 44.63 25.00 9.42 54.05 0.50 6.00 37.50 1.25 0.75 0.369 1.65 57.86 63.00 16.57 74.44 0.50 7.00 47.00 1.25 0.75 0.430 1.53 67.23 NoLiq 18.45 85.67 0.50 8.00 45.67 1.25 0.75 0.490 1.43 61.18 80.67 17.24 78.42 0.50 9.00 44.33 1.25 0.85 0.552 1.35 63.42 60.33 17.68 81.10 0.50 10.00 43.00 1.25 0.85 0.616 1.27 58.22 40.00 16.64 74.86 0.50 11.00 41.20 1.25 0.85 0.681 1.21 53.04 40.00 15.61 68.65 0.50 12.00 39.40 1.25 0.85 0.746 1.16 48.46 40.00 14.69 63.15 0.50 13.00 37.60 1.25 0.85 0.811 1.11 44.35 40.00 13.87 58.22 0.50 14.00 35.80 1.25 0.85 0.877 1.07 40.62 40.00 13.12 53.75 0.50 15.00 34.00 1.25 0.95 0.942 1.03 41.60 40.00 13.32 54.92 0.50 16.00 47.20 1.25 0.95 1.007 1.00 55.85 40.00 16.17 72.02 0.50 17.00 60.40 1.25 0.95 1.072 0.97 69.26 40.00 18.85 88.12 0.50 18.00 73.60 1.25 0.95 1.138 0.94 81.95 40.00 21.39 103.34 0.50 19.00 86.80 1.25 0.95 1.203 0.91 93.99 40.00 23.80 117.78 0.50 20.00 100.00 1.25 0.95 1.268 0.89 105.46 40.00 26.09 131.55 0.50 21.00 92.60 1.25 0.95 1.333 0.87 95.25 40.00 24.05 119.30 0.50 22.00 85.20 1.25 0.95 1.397 0.85 85.60 40.00 22.12 107.72 0.50 23.00 77.80 1.25 0.95 1.460 0.83 76.45 40.00 20.29 96.75 0.50 24.00 70.40 1.25 0.95 1.523 0.81 67.75 40.00 18.55 86.30 0.50 25.00 63.00 1.25 0.95 1.585 0.79 59.43 40.00 16.89 76.32 0.50 26.00 64.00 1.25 0.95 1.646 0.78 59.24 43.00 16.85 76.08 0.50 27.00 65.00 1.25 0.95 1.708 0.77 59.07 46.00 16.81 75.88 0.50 28.00 66.00 1.25 1.00 1.769 0.75 62.03 49.00 17.41 79.43 0.50 29.00 67.00 1.25 1.00 1.830 0.74 61.90 52.00 17.38 79.28 0.50 30.00 68.00 1.25 1.00 1.892 0.73 61.80 55.00 17.36 79.16 0.50 31.00 62.00 1.25 1.00 1.953 0.72 55.45 64.20 16.09 71.54 0.50 32.00 56.00 1.25 1.00 2.015 0.70 49.32 73.40 14.86 64.18 0.50 33.00 50.00 1.25 1.00 2.076 0.69 43.38 82.60 13.68 57.05 0.50 34.00 44.00 1.25 1.00 2.138 0.68 37.62 91.80 12.52 50.14 0.50 35.00 38.00 1.25 1.00 2.199 0.67 32.03 NoLiq 11.41 43.44 0.50 36.00 39.20 1.25 1.00 2.260 0.67 32.59 NoLiq 11.52 44.11 0.50 37.00 40.40 1.25 1.00 2.322 0.66 33.14 NoLiq 11.63 44.77 0.50 38.00 41.60 1.25 1.00 2.383 0.65 33.68 NoLiq 11.74 45.42 0.50 39.00 42.80 1.25 1.00 2.445 0.64 34.22 NoLiq 11.84 46.06 0.50 40.00 44.00 1.25 1.00 2.506 0.63 34.74 NoLiq 11.95 46.69 0.50 41.00 42.20 1.25 1.00 2.539 0.63 33.10 91.80 11.62 44.72 0.50 42.00 40.40 1.25 1.00 2.571 0.62 31.49 82.60 11.30 42.79 0.50 43.00 38.60 1.25 1.00 2.603 0.62 29.91 73.40 10.98 40.89 0.50 44.00 36.80 1.25 1.00 2.634 0.62 28.34 64.20 10.67 39.01 0.50 45.00 35.00 1.25 1.00 2.665 0.61 26.80 55.00 10.36 37.16 0.50 46.00 38.80 1.25 1.00 2.696 0.61 29.54 55.00 10.91 40.44 0.50 47.00 42.60 1.25 1.00 2.727 0.61 32.24 55.00 11.45 43.69 0.50 48.00 46.40 1.25 1.00 2.758 0.60 34.92 55.00 11.98 46.91 0.50 49.00 50.20 1.25 1.00 2.789 0.60 37.57 55.00 12.51 50.09 0.50 50.00 54.00 1.25 1.00 2.820 0.60 40.19 55.00 13.04 53.23 0.50 ____________________________________________________________________________________ _ CRR is based on water table at 40.00 during In-Situ Testing Factor of Safety, - Earthquake Magnitude= 7.30: Depth sigC' CRR7.5 x Ksig =CRRv x MSF =CRRm CSRfs F.S.=CRRm/CSRfs ft atm ________________________________________________________________________ 1.00 0.04 0.50 1.00 0.50 1.07 0.54 0.61 5.00 2.00 0.08 0.50 1.00 0.50 1.07 0.54 0.61 5.00 3.00 0.12 0.50 1.00 0.50 1.07 0.54 0.61 5.00 4.00 0.16 0.50 1.00 0.50 1.07 0.54 0.61 5.00 5.00 0.20 0.50 1.00 0.50 1.07 0.54 0.61 5.00 6.00 0.24 0.50 1.00 0.50 1.07 0.54 0.61 5.00 7.00 0.28 0.50 1.00 0.50 1.07 0.54 0.60 5.00 8.00 0.32 0.50 1.00 0.50 1.07 0.54 0.60 5.00 9.00 0.36 0.50 1.00 0.50 1.07 0.54 0.60 5.00 10.00 0.40 0.50 1.00 0.50 1.07 0.54 0.60 5.00 11.00 0.44 0.50 1.00 0.50 1.07 0.54 0.60 5.00 12.00 0.49 0.50 1.00 0.50 1.07 0.54 0.60 5.00 13.00 0.53 0.50 1.00 0.50 1.07 0.54 0.60 5.00 14.00 0.57 0.50 1.00 0.50 1.07 0.54 0.59 5.00 15.00 0.61 0.50 1.00 0.50 1.07 0.54 0.59 5.00 16.00 0.65 0.50 1.00 0.50 1.07 0.54 0.59 5.00 17.00 0.70 0.50 1.00 0.50 1.07 0.54 0.59 5.00 18.00 0.74 0.50 1.00 0.50 1.07 0.54 0.59 5.00 19.00 0.78 0.50 1.00 0.50 1.07 0.54 0.59 5.00 20.00 0.82 0.50 1.00 0.50 1.07 0.54 0.59 5.00 21.00 0.87 0.50 1.00 0.50 1.07 0.54 0.58 5.00 22.00 0.91 0.50 1.00 0.50 1.07 0.54 0.58 5.00 23.00 0.95 0.50 1.00 0.50 1.07 0.54 0.58 5.00 24.00 0.99 0.50 1.00 0.50 1.07 0.54 0.58 5.00 25.00 1.03 0.50 1.00 0.50 1.07 0.54 0.58 5.00 26.00 1.07 0.50 1.00 0.50 1.07 0.53 0.58 5.00 27.00 1.11 0.50 0.99 0.49 1.07 0.53 0.58 5.00 28.00 1.15 0.50 0.98 0.49 1.07 0.53 0.57 5.00 29.00 1.19 0.50 0.98 0.49 1.07 0.52 0.57 5.00 30.00 1.23 0.50 0.97 0.49 1.07 0.52 0.57 5.00 31.00 1.27 0.50 0.96 0.48 1.07 0.52 0.57 5.00 32.00 1.31 0.50 0.96 0.48 1.07 0.51 0.56 5.00 33.00 1.35 0.50 0.95 0.48 1.07 0.51 0.56 5.00 34.00 1.39 0.50 0.95 0.47 1.07 0.51 0.55 5.00 35.00 1.43 0.50 0.94 0.47 1.07 0.50 0.55 5.00 36.00 1.47 0.50 0.94 0.47 1.07 2.00 0.54 5.00 ^ 37.00 1.51 0.50 0.93 0.47 1.07 2.00 0.54 5.00 ^ 38.00 1.55 0.50 0.93 0.46 1.07 2.00 0.53 5.00 ^ 39.00 1.59 0.50 0.92 0.46 1.07 2.00 0.53 5.00 ^ 40.00 1.63 0.50 0.92 0.46 1.07 2.00 0.52 5.00 ^ 41.00 1.65 0.50 0.91 0.46 1.07 0.49 0.52 0.94 * 42.00 1.67 0.50 0.91 0.46 1.07 0.49 0.52 0.93 * 43.00 1.69 0.50 0.91 0.45 1.07 0.49 0.52 0.93 * 44.00 1.71 0.50 0.91 0.45 1.07 0.49 0.52 0.93 * 45.00 1.73 0.50 0.90 0.45 1.07 0.48 0.52 0.92 * 46.00 1.75 0.50 0.90 0.45 1.07 0.48 0.52 0.92 * 47.00 1.77 0.50 0.90 0.45 1.07 0.48 0.52 0.92 * 48.00 1.79 0.50 0.90 0.45 1.07 0.48 0.52 0.92 * 49.00 1.81 0.50 0.89 0.45 1.07 0.48 0.52 0.92 * 50.00 1.83 0.50 0.89 0.45 1.07 0.48 0.52 0.92 * ________________________________________________________________________ * F.S.<1: Liquefaction Potential Zone. (If above water table: F.S.=5) ^ No-liquefiable Soils or above Water Table. (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) CPT convert to SPT for Settlement Analysis: Fines Correction for Settlement Analysis: Depth Ic qc/N60 qc1 (N1)60 Fines d(N1)60 (N1)60s ft atm % ________________________________________________________________ 1.00 - - - 100.00 40.00 0.00 100.00 2.00 - - - 100.00 40.00 0.00 100.00 3.00 - - - 100.00 40.00 0.00 100.00 4.00 - - - 77.91 32.50 0.00 77.91 5.00 - - - 54.05 25.00 0.00 54.05 6.00 - - - 74.44 63.00 0.00 74.44 7.00 - - - 85.67 NoLiq 0.00 85.67 8.00 - - - 78.42 80.67 0.00 78.42 9.00 - - - 81.10 60.33 0.00 81.10 10.00 - - - 74.86 40.00 0.00 74.86 11.00 - - - 68.65 40.00 0.00 68.65 12.00 - - - 63.15 40.00 0.00 63.15 13.00 - - - 58.22 40.00 0.00 58.22 14.00 - - - 53.75 40.00 0.00 53.75 15.00 - - - 54.92 40.00 0.00 54.92 16.00 - - - 72.02 40.00 0.00 72.02 17.00 - - - 88.12 40.00 0.00 88.12 18.00 - - - 100.00 40.00 0.00 100.00 19.00 - - - 100.00 40.00 0.00 100.00 20.00 - - - 100.00 40.00 0.00 100.00 21.00 - - - 100.00 40.00 0.00 100.00 22.00 - - - 100.00 40.00 0.00 100.00 23.00 - - - 96.75 40.00 0.00 96.75 24.00 - - - 86.30 40.00 0.00 86.30 25.00 - - - 76.32 40.00 0.00 76.32 26.00 - - - 76.08 43.00 0.00 76.08 27.00 - - - 75.88 46.00 0.00 75.88 28.00 - - - 79.43 49.00 0.00 79.43 29.00 - - - 79.28 52.00 0.00 79.28 30.00 - - - 79.16 55.00 0.00 79.16 31.00 - - - 71.54 64.20 0.00 71.54 32.00 - - - 64.18 73.40 0.00 64.18 33.00 - - - 57.05 82.60 0.00 57.05 34.00 - - - 50.14 91.80 0.00 50.14 35.00 - - - 43.44 NoLiq 0.00 43.44 36.00 - - - 44.11 NoLiq 0.00 44.11 37.00 - - - 44.77 NoLiq 0.00 44.77 38.00 - - - 45.42 NoLiq 0.00 45.42 39.00 - - - 46.06 NoLiq 0.00 46.06 40.00 - - - 46.69 NoLiq 0.00 46.69 41.00 - - - 44.72 91.80 0.00 44.72 42.00 - - - 42.79 82.60 0.00 42.79 43.00 - - - 40.89 73.40 0.00 40.89 44.00 - - - 39.01 64.20 0.00 39.01 45.00 - - - 37.16 55.00 0.00 37.16 46.00 - - - 40.44 55.00 0.00 40.44 47.00 - - - 43.69 55.00 0.00 43.69 48.00 - - - 46.91 55.00 0.00 46.91 49.00 - - - 50.09 55.00 0.00 50.09 50.00 - - - 53.23 55.00 0.00 53.23 ________________________________________________________________ (N1)60s has been fines corrected in liquefaction analysis, therefore d(N1)60=0. Fines=NoLiq means the soils are not liquefiable. Settlement of Saturated Sands: Settlement Analysis Method: Ishihara / Yoshimine Depth CSRsf / MSF* =CSRm F.S. Fines (N1)60s Dr ec dsz dsp S ft % % % in. in. in. ____________________________________________________________________________________ __________ 49.95 0.52 1.00 0.52 0.92 55.00 53.08 100.00 0.000 0.0E0 0.000 0.000 49.00 0.52 1.00 0.52 0.92 55.00 50.09 100.00 0.000 0.0E0 0.000 0.000 48.00 0.52 1.00 0.52 0.92 55.00 46.91 100.00 0.000 0.0E0 0.000 0.000 47.00 0.52 1.00 0.52 0.92 55.00 43.69 100.00 0.000 0.0E0 0.000 0.000 46.00 0.52 1.00 0.52 0.92 55.00 40.44 100.00 0.000 0.0E0 0.000 0.000 45.00 0.52 1.00 0.52 0.92 55.00 37.16 100.00 0.000 0.0E0 0.000 0.000 44.00 0.52 1.00 0.52 0.93 64.20 39.01 100.00 0.000 0.0E0 0.000 0.000 43.00 0.52 1.00 0.52 0.93 73.40 40.89 100.00 0.000 0.0E0 0.000 0.000 42.00 0.52 1.00 0.52 0.93 82.60 42.79 100.00 0.000 0.0E0 0.000 0.000 41.00 0.52 1.00 0.52 0.94 91.80 44.72 100.00 0.000 0.0E0 0.000 0.000 40.05 0.52 1.00 0.52 0.94 NoLiq 46.58 100.00 0.000 0.0E0 0.000 0.000 No Settlement of Saturated Sands ____________________________________________________________________________________ __________ Settlement of Saturated Sands=0.000 in. qc1 and (N1)60 is after fines correction in liquefaction analysis dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=1.00 ft S is cumulated settlement at this depth Settlement of Unsaturated Sands: Depth sigma' sigC' (N1)60s CSRsf Gmax g*Ge/Gm g_eff ec7.5 Cec ec dsz dsp S ft atm atm atm % % in. in. in. ____________________________________________________________________________________ ____________________________ 40.00 2.51 1.63 46.69 0.52 2052.71 6.4E-4 0.2449 0.0775 1.01 0.0781 0.00E0 0.000 0.000 39.00 2.44 1.59 46.06 0.53 2018.23 6.4E-4 0.2461 0.0778 1.01 0.0785 0.00E0 0.000 0.000 38.00 2.38 1.55 45.42 0.53 1983.45 6.4E-4 0.2472 0.0782 1.01 0.0788 0.00E0 0.000 0.000 37.00 2.32 1.51 44.77 0.54 1948.34 6.4E-4 0.2480 0.0784 1.01 0.0791 0.00E0 0.000 0.000 36.00 2.26 1.47 44.11 0.54 1912.90 6.4E-4 0.6216 0.1966 1.01 0.1982 0.00E0 0.000 0.000 35.00 2.20 1.43 43.44 0.55 1877.15 6.4E-4 0.6232 0.1971 1.01 0.1988 0.00E0 0.000 0.000 34.00 2.14 1.39 50.14 0.55 1941.34 6.1E-4 0.4798 0.1517 1.01 0.1530 1.84E-3 0.037 0.037 33.00 2.08 1.35 57.05 0.56 1997.28 5.8E-4 0.3854 0.1219 1.01 0.1229 1.47E-3 0.033 0.070 32.00 2.01 1.31 64.18 0.56 2046.17 5.5E-4 0.3191 0.1009 1.01 0.1018 1.22E-3 0.027 0.096 31.00 1.95 1.27 71.54 0.57 2088.93 5.3E-4 0.2704 0.0855 1.01 0.0862 1.03E-3 0.022 0.119 30.00 1.89 1.23 79.16 0.57 2126.23 5.1E-4 0.2332 0.0737 1.01 0.0744 8.92E-4 0.019 0.138 29.00 1.83 1.19 79.28 0.57 2092.53 5.0E-4 0.2217 0.0701 1.01 0.0707 8.48E-4 0.017 0.155 28.00 1.77 1.15 79.43 0.57 2058.42 4.9E-4 0.2105 0.0666 1.01 0.0671 8.05E-4 0.017 0.172 27.00 1.71 1.11 75.88 0.58 1991.79 4.9E-4 0.2105 0.0666 1.01 0.0671 8.06E-4 0.016 0.188 26.00 1.65 1.07 76.08 0.58 1957.35 4.9E-4 0.1991 0.0629 1.01 0.0635 7.62E-4 0.016 0.204 25.00 1.58 1.03 76.32 0.58 1922.44 4.8E-4 0.1880 0.0594 1.01 0.0599 7.19E-4 0.015 0.219 24.00 1.52 0.99 86.30 0.58 1963.28 4.5E-4 0.1568 0.0496 1.01 0.0500 6.00E-4 0.013 0.232 23.00 1.46 0.95 96.75 0.58 1997.10 4.3E-4 0.1331 0.0421 1.01 0.0424 5.09E-4 0.011 0.243 22.00 1.40 0.91 100.00 0.58 1974.95 4.1E-4 0.1223 0.0387 1.01 0.0390 4.68E-4 0.010 0.252 21.00 1.33 0.87 100.00 0.58 1929.11 4.0E-4 0.1155 0.0365 1.01 0.0369 4.42E-4 0.009 0.261 20.00 1.27 0.82 100.00 0.59 1881.59 4.0E-4 0.1089 0.0344 1.01 0.0347 4.17E-4 0.009 0.270 19.00 1.20 0.78 100.00 0.59 1832.56 3.9E-4 0.1025 0.0324 1.01 0.0327 3.92E-4 0.008 0.278 18.00 1.14 0.74 100.00 0.59 1782.19 3.8E-4 0.2098 0.0663 1.01 0.0669 8.03E-4 0.010 0.288 17.00 1.07 0.70 88.12 0.59 1658.98 3.8E-4 0.2248 0.0711 1.01 0.0717 8.60E-4 0.016 0.305 16.00 1.01 0.65 72.02 0.59 1503.31 4.0E-4 0.2698 0.0853 1.01 0.0861 1.03E-3 0.019 0.323 15.00 0.94 0.61 54.92 0.59 1328.35 4.2E-4 0.3656 0.1156 1.01 0.1166 1.40E-3 0.024 0.347 14.00 0.88 0.57 53.75 0.59 1272.36 4.1E-4 0.3185 0.1007 1.01 0.1016 1.22E-3 0.027 0.375 13.00 0.81 0.53 58.22 0.60 1257.11 3.8E-4 0.2337 0.0739 1.01 0.0745 8.94E-4 0.021 0.396 12.00 0.75 0.49 63.15 0.60 1238.64 3.6E-4 0.1734 0.0548 1.01 0.0553 6.64E-4 0.015 0.411 11.00 0.68 0.44 68.65 0.60 1216.66 3.4E-4 0.1300 0.0411 1.01 0.0415 4.98E-4 0.011 0.422 10.00 0.62 0.40 74.86 0.60 1190.79 3.1E-4 0.0985 0.0311 1.01 0.0314 3.77E-4 0.009 0.431 9.00 0.55 0.36 81.10 0.60 1157.53 2.9E-4 0.0764 0.0242 1.01 0.0244 2.92E-4 0.007 0.438 8.00 0.49 0.32 78.42 0.60 1078.32 2.7E-4 0.1387 0.0438 1.01 0.0442 5.31E-4 0.010 0.448 7.00 0.43 0.28 85.67 0.60 1040.23 2.5E-4 0.0748 0.0236 1.01 0.0238 0.00E0 0.007 0.455 6.00 0.37 0.24 74.44 0.61 920.18 2.4E-4 0.0657 0.0208 1.01 0.0209 2.51E-4 0.005 0.460 5.00 0.31 0.20 54.05 0.61 753.22 2.5E-4 0.0706 0.0223 1.01 0.0225 2.70E-4 0.005 0.465 4.00 0.24 0.16 77.91 0.61 757.75 2.0E-4 0.0384 0.0121 1.01 0.0122 1.47E-4 0.004 0.469 3.00 0.18 0.12 100.00 0.61 711.80 1.6E-4 0.0313 0.0099 1.01 0.0100 1.20E-4 0.003 0.472 2.00 0.12 0.08 100.00 0.61 581.18 1.3E-4 0.0236 0.0075 1.01 0.0075 9.02E-5 0.002 0.474 1.00 0.06 0.04 100.00 0.61 410.96 9.0E-5 0.0169 0.0054 1.01 0.0054 6.48E-5 0.002 0.476 ____________________________________________________________________________________ ____________________________ Settlement of Unsaturated Sands=0.476 in. dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=1.00 ft S is cumulated settlement at this depth Total Settlement of Saturated and Unsaturated Sands=0.476 in. Differential Settlement=0.238 to 0.314 in. Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. ____________________________________________________________________________________ _____________ 1 atm (atmosphere) = 1.0581 tsf(1 tsf = 1 ton/ft2 = 2 kip/ft2) 1 atm (atmosphere) = 101.325 kPa(1 kPa = 1 kN/m2 = 0.001 Mpa) SPT Field data from Standard Penetration Test (SPT) BPT Field data from Becker Penetration Test (BPT) qc Field data from Cone Penetration Test (CPT) [atm (tsf)] fs Friction from CPT testing [atm (tsf)] Rf Ratio of fs/qc (%) gamma Total unit weight of soil gamma' Effective unit weight of soil Fines Fines content [%] D50 Mean grain size Dr Relative Density sigma Total vertical stress [atm] sigma' Effective vertical stress [atm] sigC' Effective confining pressure [atm] rd Acceleration reduction coefficient by Seed a_max. Peak Ground Acceleration (PGA) in ground surface mZ Linear acceleration reduction coefficient X depth a_min. Minimum acceleration under linear reduction, mZ CRRv CRR after overburden stress correction, CRRv=CRR7.5 * Ksig CRR7.5 Cyclic resistance ratio (M=7.5) Ksig Overburden stress correction factor for CRR7.5 CRRm After magnitude scaling correction CRRm=CRRv * MSF MSF Magnitude scaling factor from M=7.5 to user input M CSR Cyclic stress ratio induced by earthquake CSRfs CSRfs=CSR*fs1 (Default fs1=1) fs1 First CSR curve in graphic defined in #9 of Advanced page fs2 2nd CSR curve in graphic defined in #9 of Advanced page F.S. Calculated factor of safety against liquefaction F.S.=CRRm/CSRsf Cebs Energy Ratio, Borehole Dia., and Sampling Method Corrections Cr Rod Length Corrections Cn Overburden Pressure Correction (N1)60 SPT after corrections, (N1)60=SPT * Cr * Cn * Cebs d(N1)60 Fines correction of SPT (N1)60f (N1)60 after fines corrections, (N1)60f=(N1)60 + d(N1)60 Cq Overburden stress correction factor qc1 CPT after Overburden stress correction dqc1 Fines correction of CPT qc1f CPT after Fines and Overburden correction, qc1f=qc1 + dqc1 qc1n CPT after normalization in Robertson's method Kc Fine correction factor in Robertson's Method qc1f CPT after Fines correction in Robertson's Method Ic Soil type index in Suzuki's and Robertson's Methods (N1)60s (N1)60 after settlement fines corrections CSRm After magnitude scaling correction for Settlement calculation CSRm=CSRsf / MSF* CSRfs Cyclic stress ratio induced by earthquake with user inputed fs MSF* Scaling factor from CSR, MSF*=1, based on Item 2 of Page C. ec Volumetric strain for saturated sands dz Calculation segment, dz=0.050 ft dsz Settlement in each segment, dz dp User defined print interval dsp Settlement in each print interval, dp Gmax Shear Modulus at low strain g_eff gamma_eff, Effective shear Strain g*Ge/Gm gamma_eff * G_eff/G_max, Strain-modulus ratio ec7.5 Volumetric Strain for magnitude=7.5 Cec Magnitude correction factor for any magnitude ec Volumetric strain for unsaturated sands, ec=Cec * ec7.5 NoLiq No-Liquefy Soils References: ____________________________________________________________________________________ 1. NCEER Workshop on Evaluation of Liquefaction Resistance of Soils. Youd, T.L., and Idriss, I.M., eds., Technical Report NCEER 97-0022. SP117. Southern California Earthquake Center. Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California. University of Southern California. March 1999. 2. RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING AND SEISMIC SITE RESPONSE EVALUATION, Paper No. SPL-2, PROCEEDINGS: Fourth International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, San Diego, CA, March 2001. 3. RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING: A UNIFIED AND CONSISTENT FRAMEWORK, Earthquake Engineering Research Center, Report No. EERC 2003-06 by R.B Seed and etc. April 2003. Note: Print Interval you selected does not show complete results. To get complete results, you should select 'Segment' in Print Interval (Item 12, Page C). APPENDIX E GENERAL EARTHWORK GRADING GUIDELINES Proposed Cove Apartment Project Dexter Avenue and 3rd Street Lake Elsinore, Riverside County, California Project No. 2967-CR GENERAL GRADING GUIDELINES APPENDIX E Proposed Cove Apartment Project Page E-1 Lake Elsinore, Riverside County, California Project No. 2967-CR GENERAL GRADING GUIDELINES Guidelines presented herein are intended to address general construction procedures for earthwork construction. Specific situations and conditions often arise which cannot reasonably be discussed in general guidelines, when anticipated these are discussed in the text of the report. Often unanticipated conditions are encountered which may necessitate modification or changes to these guidelines. It is our hope that these will assist the contractor to more efficiently complete the project by providing a reasonable understanding of the procedures that would be expected during earthwork and the testing and observation used to evaluate those procedures. General Grading should be performed to at least the minimum requirements of governing agencies, Chapters 18 and 33 of the Uniform Building Code, CBC (2019) and the guidelines presented below. Preconstruction Meeting A preconstruction meeting should be held prior to site earthwork. Any questions the contractor has regarding our recommendations, general site conditions, apparent discrepancies between reported and actual conditions and/or differences in procedures the contractor intends to use should be brought up at that meeting. The contractor (including the main onsite representative) should review our report and these guidelines in advance of the meeting. Any comments the contractor may have regarding these guidelines should be brought up at that meeting. Grading Observation and Testing 1. Observation of the fill placement should be provided by our representative during grading. Verbal communication during the course of each day will be used to inform the contractor of test results. The contractor should receive a copy of the "Daily Field Report" indicating results of field density tests that day. If our representative does not provide the contractor with these reports, our office should be notified. 2. Testing and observation procedures are, by their nature, specific to the work or area observed and location of the tests taken, variability may occur in other locations. The contractor is responsible for the uniformity of the grading operations; our observations and test results are intended to evaluate the contractor’s overall level of efforts during grading. The contractor’s personnel are the only individuals participating in all aspect of site work. Compaction testing and observation should not be considered as relieving the contractor’s responsibility to properly compact the fill. 3. Cleanouts, processed ground to receive fill, key excavations, and subdrains should be observed by our representative prior to placing any fill. It will be the contractor's responsibility to notify our representative or office when such areas are ready for observation. GENERAL GRADING GUIDELINES APPENDIX E Proposed Cove Apartment Project Page E-2 Lake Elsinore, Riverside County, California Project No. 2967-CR 4. Density tests may be made on the surface material to receive fill, as considered warranted by this firm. 5. In general, density tests would be made at maximum intervals of two feet of fill height or every 1,000 cubic yards of fill placed. Criteria will vary depending on soil conditions and size of the fill. More frequent testing may be performed. In any case, an adequate number of field density tests should be made to evaluate the required compaction and moisture content is generally being obtained. 6. Laboratory testing to support field test procedures will be performed, as considered warranted, based on conditions encountered (e.g. change of material sources, types, etc.) Every effort will be made to process samples in the laboratory as quickly as possible and in progress construction projects are our first priority. However, laboratory workloads may cause in delays and some soils may require a minimum of 48 to 72 hours to complete test procedures. Whenever possible, our representative(s) should be informed in advance of operational changes that might result in different source areas for materials. 7. Procedures for testing of fill slopes are as follows: a) Density tests should be taken periodically during grading on the flat surface of the fill, three to five feet horizontally from the face of the slope. b) If a method other than over building and cutting back to the compacted core is to be employed, slope compaction testing during construction should include testing the outer six inches to three feet in the slope face to determine if the required compaction is being achieved. 8. Finish grade testing of slopes and pad surfaces should be performed after construction is complete. Site Clearing 1. All vegetation, and other deleterious materials, should be removed from the site. If material is not immediately removed from the site it should be stockpiled in a designated area(s) well outside of all current work areas and delineated with flagging or other means. Site clearing should be performed in advance of any grading in a specific area. 2. Efforts should be made by the contractor to remove all organic or other deleterious material from the fill, as even the most diligent efforts may result in the incorporation of some materials. This is especially important when grading is occurring near the natural grade. All equipment operators should be aware of these efforts. Laborers may be required as root pickers. 3. Nonorganic debris or concrete may be placed in deeper fill areas provided the procedures used are observed and found acceptable by our representative. GENERAL GRADING GUIDELINES APPENDIX E Proposed Cove Apartment Project Page E-3 Lake Elsinore, Riverside County, California Project No. 2967-CR Treatment of Existing Ground 1. Following site clearing, all surficial deposits of alluvium and colluvium as well as weathered or creep effected bedrock, should be removed unless otherwise specifically indicated in the text of this report. 2. In some cases, removal may be recommended to a specified depth (e.g. flat sites where partial alluvial removals may be sufficient). The contractor should not exceed these depths unless directed otherwise by our representative. 3. Groundwater existing in alluvial areas may make excavation difficult. Deeper removals than indicated in the text of the report may be necessary due to saturation during winter months. 4. Subsequent to removals, the natural ground should be processed to a depth of six inches, moistened to near optimum moisture conditions and compacted to fill standards. 5. Exploratory back hoe or dozer trenches still remaining after site removal should be excavated and filled with compacted fill if they can be located. Fill Placement 1. Unless otherwise indicated, all site soil and bedrock may be reused for compacted fill; however, some special processing or handling may be required (see text of report). 2. Material used in the compacting process should be evenly spread, moisture conditioned, processed, and compacted in thin lifts six (6) to eight (8) inches in compacted thickness to obtain a uniformly dense layer. The fill should be placed and compacted on a nearly horizontal plane, unless otherwise found acceptable by our representative. 3. If the moisture content or relative density varies from that recommended by this firm, the contractor should rework the fill until it is in accordance with the following: a) Moisture content of the fill should be at or above optimum moisture. Moisture should be evenly distributed without wet and dry pockets. Pre-watering of cut or removal areas should be considered in addition to watering during fill placement, particularly in clay or dry surficial soils. The ability of the contractor to obtain the proper moisture content will control production rates. b) Each six-inch layer should be compacted to at least 90 percent of the maximum dry density in compliance with the testing method specified by the controlling governmental agency. In most cases, the testing method is ASTM Test Designation D 1557. 4. Rock fragments less than eight inches in diameter may be utilized in the fill, provided: a) They are not placed in concentrated pockets; b) There is a sufficient percentage of fine-grained material to surround the rocks; c) The distribution of the rocks is observed by, and acceptable to, our representative. GENERAL GRADING GUIDELINES APPENDIX E Proposed Cove Apartment Project Page E-4 Lake Elsinore, Riverside County, California Project No. 2967-CR 5. Rocks exceeding eight (8) inches in diameter should be taken off site, broken into smaller fragments, or placed in accordance with recommendations of this firm in areas designated suitable for rock disposal. On projects where significant large quantities of oversized materials are anticipated, alternate guidelines for placement may be included. If significant oversize materials are encountered during construction, these guidelines should be requested. 6. In clay soil, dry or large chunks or blocks are common. If in excess of eight (8) inches minimum dimension, then they are considered as oversized. Sheepsfoot compactors or other suitable methods should be used to break up blocks. When dry, they should be moisture conditioned to provide a uniform condition with the surrounding fill. Slope Construction 1. The contractor should obtain a minimum relative compaction of 90 percent out to the finished slope face of fill slopes. This may be achieved by either overbuilding the slope and cutting back to the compacted core, or by direct compaction of the slope face with suitable equipment. 2. Slopes trimmed to the compacted core should be overbuilt by at least three (3) feet with compaction efforts out to the edge of the false slope. Failure to properly compact the outer edge results in trimming not exposing the compacted core and additional compaction after trimming may be necessary. 3. If fill slopes are built "at grade" using direct compaction methods, then the slope construction should be performed so that a constant gradient is maintained throughout construction. Soil should not be "spilled" over the slope face nor should slopes be "pushed out" to obtain grades. Compaction equipment should compact each lift along the immediate top of slope. Slopes should be back rolled or otherwise compacted at approximately every 4 feet vertically as the slope is built. 4. Corners and bends in slopes should have special attention during construction as these are the most difficult areas to obtain proper compaction. 5. Cut slopes should be cut to the finished surface. Excessive undercutting and smoothing of the face with fill may necessitate stabilization. UTILITY TRENCH CONSTRUCTION AND BACKFILL Utility trench excavation and backfill is the contractors responsibility. The geotechnical consultant typically provides periodic observation and testing of these operations. While efforts are made to make sufficient observations and tests to verify that the contractors’ methods and procedures are adequate to achieve proper compaction, it is typically impractical to observe all backfill procedures. As such, it is critical that the contractor use consistent backfill procedures. GENERAL GRADING GUIDELINES APPENDIX E Proposed Cove Apartment Project Page E-5 Lake Elsinore, Riverside County, California Project No. 2967-CR Compaction methods vary for trench compaction and experience indicates many methods can be successful. However, procedures that “worked” on previous projects may or may not prove effective on a given site. The contractor(s) should outline the procedures proposed, so that we may discuss them prior to construction. We will offer comments based on our knowledge of site conditions and experience. 1. Utility trench backfill in slopes, structural areas, in streets and beneath flat work or hardscape should be brought to at least optimum moisture and compacted to at least 90 percent of the laboratory standard. Soil should be moisture conditioned prior to placing in the trench. 2. Flooding and jetting are not typically recommended or acceptable for native soils. Flooding or jetting may be used with select sand having a Sand Equivalent (SE) of 30 or higher. This is typically limited to the following uses: a) shallow (12 + inches) under slab interior trenches and, b) as bedding in pipe zone. The water should be allowed to dissipate prior to pouring slabs or completing trench compaction. 3. Care should be taken not to place soils at high moisture content within the upper three feet of the trench backfill in street areas, as overly wet soils may impact subgrade preparation. Moisture may be reduced to 2% below optimum moisture in areas to be paved within the upper three feet below sub grade. 4. Sand backfill should not be allowed in exterior trenches adjacent to and within an area extending below a 1:1 projection from the outside bottom edge of a footing, unless it is similar to the surrounding soil. 5. Trench compaction testing is generally at the discretion of the geotechnical consultant. Testing frequency will be based on trench depth and the contractors procedures. A probing rod would be used to assess the consistency of compaction between tested areas and untested areas. If zones are found that are considered less compact than other areas, this would be brought to the contractors attention. JOB SAFETY General Personnel safety is a primary concern on all job sites. The following summaries are safety considerations for use by all our employees on multi-employer construction sites. On ground personnel are at highest risk of injury and possible fatality on grading construction projects. The company recognizes that construction activities will vary on each site and that job site safety is the contractor's responsibility. However, it is, imperative that all personnel be safety conscious to avoid accidents and potential injury. GENERAL GRADING GUIDELINES APPENDIX E Proposed Cove Apartment Project Page E-6 Lake Elsinore, Riverside County, California Project No. 2967-CR In an effort to minimize risks associated with geotechnical testing and observation, the following precautions are to be implemented for the safety of our field personnel on grading and construction projects. 1. Safety Meetings: Our field personnel are directed to attend the contractor's regularly scheduled safety meetings. 2. Safety Vests: Safety vests are provided for and are to be worn by our personnel while on the job site. 3. Safety Flags: Safety flags are provided to our field technicians; one is to be affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits. In the event that the contractor's representative observes any of our personnel not following the above, we request that it be brought to the attention of our office. Test Pits Location, Orientation and Clearance The technician is responsible for selecting test pit locations. The primary concern is the technician's safety. However, it is necessary to take sufficient tests at various locations to obtain a representative sampling of the fill. As such, efforts will be made to coordinate locations with the grading contractors authorized representatives (e.g. dump man, operator, supervisor, grade checker, etc.), and to select locations following or behind the established traffic pattern, preferably outside of current traffic. The contractors authorized representative should direct excavation of the pit and safety during the test period. Again, safety is the paramount concern. Test pits should be excavated so that the spoil pile is placed away from oncoming traffic. The technician's vehicle is to be placed next to the test pit, opposite the spoil pile. This necessitates that the fill be maintained in a drivable condition. Alternatively, the contractor may opt to park a piece of equipment in front of test pits, particularly in small fill areas or those with limited access. A zone of non-encroachment should be established for all test pits (see diagram below). No grading equipment should enter this zone during the test procedure. The zone should extend outward to the sides approximately 50 feet from the center of the test pit and 100 feet in the direction of traffic flow. This zone is established both for safety and to avoid excessive ground vibration, which typically decreases test results. GENERAL GRADING GUIDELINES APPENDIX E Proposed Cove Apartment Project Page E-7 Lake Elsinore, Riverside County, California Project No. 2967-CR 50 ft Zone of Non-Encroachment 50 ft Zone of Non-Encroachment Traffic Direction Vehicle parked here Test Pit Spoil pile Spoil pile Test Pit SIDE VIEW PLAN VIEW TEST PIT SAFETY PLAN 10 0 ft Zone of Non-Encroachment Slope Tests When taking slope tests, the technician should park their vehicle directly above or below the test location on the slope. The contractor's representative should effectively keep all equipment at a safe operation distance (e.g. 50 feet) away from the slope during testing. The technician is directed to withdraw from the active portion of the fill as soon as possible following testing. The technician's vehicle should be parked at the perimeter of the fill in a highly visible location. Trench Safety It is the contractor's responsibility to provide safe access into trenches where compaction testing is needed. Trenches for all utilities should be excavated in accordance with CAL-OSHA and any other applicable safety standards. Safe conditions will be required to enable compaction testing of the trench backfill. All utility trench excavations in excess of 5 feet deep, which a person enters, are to be shored or laid back. Trench access should be provided in accordance with OSHA standards. Our personnel are directed not to enter any trench by being lowered or "riding down" on the equipment. Our personnel are directed not to enter any excavation which; 1. is 5 feet or deeper unless shored or laid back, 2. exit points or ladders are not provided, 3. displays any evidence of instability, has any loose rock or other debris which could fall into the trench, or GENERAL GRADING GUIDELINES APPENDIX E Proposed Cove Apartment Project Page E-8 Lake Elsinore, Riverside County, California Project No. 2967-CR 4. displays any other evidence of any unsafe conditions regardless of depth. If the contractor fails to provide safe access to trenches for compaction testing, our company policy requires that the soil technician withdraws and notifies their supervisor. The contractors representative will then be contacted in an effort to effect a solution. All backfill not tested due to safety concerns or other reasons is subject to reprocessing and/or removal. Procedures In the event that the technician's safety is jeopardized or compromised as a result of the contractor's failure to comply with any of the above, the technician is directed to inform both the developer's and contractor's representatives. If the condition is not rectified, the technician is required, by company policy, to immediately withdraw and notify their supervisor. The contractor’s representative will then be contacted in an effort to effect a solution. No further testing will be performed until the situation is rectified. Any fill placed in the interim can be considered unacceptable and subject to reprocessing, recompaction or removal. In the event that the soil technician does not comply with the above or other established safety guidelines, we request that the contractor bring this to technicians attention and notify our project manager or office. Effective communication and coordination between the contractors' representative and the field technician(s) is strongly encouraged in order to implement the above safety program and safety in general. The safety procedures outlined above should be discussed at the contractor's safety meetings. This will serve to inform and remind equipment operators of these safety procedures particularly the zone of non-encroachment. The safety procedures outlined above should be discussed at the contractor's safety meetings. This will serve to inform and remind equipment operators of these safety procedures particularly the zone of non-encroachment. - 34 - Appendix 4: Historical Site Conditions Phase I Environmental Site Assessment or Other Information on Past Site Use - 35 - Appendix 5: LID Infeasibility LID Technical Infeasibility Analysis - 36 - Appendix 6: BMP Design Details BMP Sizing, Design Details and other Supporting Documentation DMA A MWS UNIT – UNDERGROUND BASIN NO. 1 (SIZING CALCULATIONS) Date D85=0.68 inches DMA Type/ID DMA Area (square feet) Post-Project Surface Type Effective Imperivous Fraction, If DMA Runoff Factor DMA Areas x Runoff Factor Design Storm Depth (in) Design Capture Volume,VBMP (cubic feet) Proposed Volume on Plans (cubic feet) A1 291852 Mixed Surface Types 0.8 0.60 174905.7 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 291852 174905.7 0.68 9911.3 20,145 Notes: BMP Identification Drainage Management Area Tabulation Design Rainfall Depth BMP NAME / ID AREA A - BIORETENTION BASINS Must match Name/ID used on BMP Design Calculation Sheet Designed by SAMUEL AGUILAR Case No Company Project Number/Name DEXTER VILLAGE Santa Ana Watershed -BMP Design Volume,VBMP (Rev. 10-2011) Legend:Required Entries Calculated Cells (Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook ) Company Name PROACTIVE ENGINEERING CONSULTANTS 10/30/2024 Total 85th Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Insert additional rows if needed to accommodate all DMAs draining to the BMP TABLE A AREA A BASIN NO 1 DETENTION BASIN SIZE STAGE VS. VOLUME 1270 0 0.000 0.000 0.46 1271 1 0.083 0.083 0.46 1276 6 0.691 0.774 0.46 1278 8 0.165 0.939 0.46 1279 9 525 0 0 0.083 1.022 0.95 1280 10 900 713 713 0.016 1.038 1.18 1281 11 1,345 1,123 1,123 0.026 1.064 2.13 1282 12 1,859 1,602 1,602 0.037 1.100 2.64 1283 13 2,441 2,150 2,150 0.049 1.150 3.82 1284 14 3,092 2,767 2,767 0.064 1.213 12.76 1285 15 3,821 3,457 3,457 0.079 1.293 18.13 NOTES: UNDERGROUND CALCULATIONS VOLUME FROM ELEV 1270.00 TO 1271.00 FIRST 12" OF GRAVEL VOLUME VOLUME FROM ELEV 1277.50 TO 1284.00 GRAVEL AREA =9000 SQ-FT GRAVEL AREA =9000 SQ-FT DEPTH =1 FT DEPTH =5 FT SYSTEM VOLUME =3600.00 CU-FT PIPE LENGTH =1027 FT SYSTEM VOLUME =0.083 CU-FT PIPE DIAMETER =60 IN' PIPE VOLUME =20165.145 CU-FT UNDERGROUND CALCULATIONS SYSTEM VOLUME =30099.09 CU-FT VOLUME FROM ELEV 1276.00 TO 1278.00 VOLUME 0.691 CU-FT GRAVEL AREA =9000 SQ-FT DEPTH =2 FT SYSTEM VOLUME =7200.00 CU-FT SYSTEM VOLUME =0.165 CU-FT UNDERGROUND CALCULATIONS VOLUME FROM ELEV 1278.00 TO 1279.00 FIRST 18" OF GRAVEL VOLUME GRAVEL AREA =9000 SQ-FT DEPTH =1 FT SYSTEM VOLUME =3600.00 CU-FT SYSTEM VOLUME =0.083 CU-FT DESIGN FLOW (cfs) TOTAL VOLUME (ac-ft)ELEVATION CONTOUR AREA (sf) AVG. AREA (sf) VOLUME (cu. ft.) VOLUME (ac - ft.)DETENTION BASIN DEPTH (ft) DMA B MWS UNIT – UNDERGROUND BASIN NO. 2 & 3 (SIZING CALCULATIONS) Date D85=0.68 inches DMA Type/ID DMA Area (square feet) Post-Project Surface Type Effective Imperivous Fraction, If DMA Runoff Factor DMA Areas x Runoff Factor Design Storm Depth (in) Design Capture Volume,VBMP (cubic feet) Proposed Volume on Plans (cubic feet) B1 433,858 Mixed Surface Types 0.7 0.49 214279.7 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 433857.6 214279.7 0.68 12142.5 15,109 Notes: BMP Identification Drainage Management Area Tabulation Design Rainfall Depth BMP NAME / ID AREA B - BIORETENTION BASIN NO. 2 Must match Name/ID used on BMP Design Calculation Sheet Designed by SAMUEL AGUILAR Case No Company Project Number/Name DEXTER VILLAGE Santa Ana Watershed -BMP Design Volume,VBMP (Rev. 10-2011) Legend:Required Entries Calculated Cells (Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook ) Company Name PROACTIVE ENGINEERING CONSULTANTS 10/30/2024 Total 85th Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Insert additional rows if needed to accommodate all DMAs draining to the BMP TABLE A AREA B BASIN NO 2 DETENTION BASIN SIZE STAGE VS. VOLUME 1276 0 0.000 0.000 0.35 1277.5 1.5 0.082 0.082 0.35 1284 8 1,824 0 0 0.528 0.609 0.35 1285 9 2,626 2,225 2,225 0.051 0.661 0.48 1286 10 3,496 3,061 3,061 0.070 0.731 1.35 1287 11 4,431 3,964 3,964 0.091 0.822 5.10 1288 12 5,434 4,933 4,933 0.113 0.935 10.46 1289 13 6,504 5,969 5,969 0.137 1.072 13.75 1290 14 7,640 7,072 7,072 0.162 1.234 16.32 1290.5 14.5 8,254 7,947 3,974 0.091 1.326 17.46 NOTES: UNDERGROUND CALCULATIONS VOLUME FROM ELEV 1276.00 TO 1277.50 FIRST 18" OF GRAVEL VOLUME VOLUME FROM ELEV 1277.50 TO 1284.00 GRAVEL AREA =5940 SQ-FT GRAVEL AREA =5940 SQ-FT DEPTH =1.5 FT DEPTH =6.5 FT PIPE LENGTH =640 FT PIPE DIAMETER =60 IN' PIPE VOLUME =12566.4 CU-FT SYSTEM VOLUME =3564.00 CU-FT SYSTEM VOLUME =22983.84 CU-FT SYSTEM VOLUME =0.082 CU-FT VOLUME 0.528 CU-FT DESIGN FLOW (cfs) TOTAL VOLUME (ac-ft)ELEVATION CONTOUR AREA (sf) AVG. AREA (sf) VOLUME (cu. ft.) VOLUME (ac - ft.)DETENTION BASIN DEPTH (ft) MWS Linear | Sizing Options Flow Based Sizing The MWS Linear can be used in stand alone applications to meet treatment flow requirements. Since the MWS Linear is the only biofiltration system that can accept inflow pipes several feet below the surface it can be used not only in decentralized design applications but also as a large central end-of-the-line application for maximum feasibility. Model # Dimensions WetlandMEDIA Surface Area Treatment Flow Rate (cfs) MWS-L-4-4 4′ x 4′ 23 sq. ft. 0.052 MWS-L-4-6 4′ x 6′ 32 sq. ft. 0.073 MWS-L-4-8 4′ x 8′ 50 sq. ft. 0.115 MWS-L-4-13 4′ x 13′ 63 sq. ft. 0.144 MWS-L-4-15 4′ x 15′ 76 sq. ft. 0.175 MWS-L-4-17 4′ x 17′ 90 sq. ft. 0.206 MWS-L-4-19 4′ x 19′ 103 sq. ft. 0.237 MWS-L-4-21 4′ x 21′ 117 sq. ft. 0.268 MWS-L-6-8 7′ x 9′ 64 sq. ft. 0.147 MWS-L-8-8 8′ x 8′ 100 sq. ft. 0.230 MWS-L-8-12 8′ x 12′ 151 sq. ft. 0.346 MWS-L-8-16 8′ x 16′ 201 sq. ft. 0.462 MWS-L-8-20 9′ x 21′ 252 sq. ft. 0.577 MWS-L-8-24 9′ x 25′ 302 sq. ft. 0.693 Volume Based Sizing Many states require treatment of a water quality volume and do not offer the option of flow based design. The MWS Linear and its unique horizontal flow makes it the only biofilter that can be used in volume based design installed downstream of ponds, detention basins, and underground storage systems. Model # Treatment Capacity (cu. ft.) @ 24-Hour Drain Down Treatment Capacity (cu. ft.) @ 48-Hour Drain Down MWS-L-4-4 1140 2280 MWS-L-4-6 1600 3200 MWS-L-4-8 2518 5036 MWS-L-4-13 3131 6261 MWS-L-4-15 3811 7623 MWS-L-4-17 4492 8984 MWS-L-4-19 5172 10345 MWS-L-4-21 5853 11706 MWS-L-6-8 3191 6382 MWS-L-8-8 5036 10072 MWS-L-8-12 7554 15109 MWS-L-8-16 10073 20145 MWS-L-8-20 12560 25120 MWS-L-8-24 15108 30216 DMA C UNDERGROUND BASIN NO. 4 (SIZING CALCULATIONS) Date D85=0.68 inches DMA Type/ID DMA Area (square feet) Post-Project Surface Type Effective Imperivous Fraction, If DMA Runoff Factor DMA Areas x Runoff Factor Design Storm Depth (in) Design Capture Volume,VBMP (cubic feet) Proposed Volume on Plans (cubic feet) C1 309,712 Mixed Surface Types 0.66 0.46 141768.7 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 309712 141768.7 0.68 8033.6 64,482 Notes: BMP Identification Drainage Management Area Tabulation Design Rainfall Depth BMP NAME / ID AREA C INFILTRATION BASIN NO. 1 Must match Name/ID used on BMP Design Calculation Sheet Designed by SAMUEL AGUILAR Case No Company Project Number/Name DEXTER VILLAGE Santa Ana Watershed -BMP Design Volume,VBMP (Rev. 10-2011) Legend:Required Entries Calculated Cells (Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook ) Company Name PROACTIVE ENGINEERING CONSULTANTS 10/30/2024 Total 85th Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Insert additional rows if needed to accommodate all DMAs draining to the BMP - 37 - Appendix 7: Hydromodification Supporting Detail Relating to Hydrologic Conditions of Concern TABLE A AREA C BASIN NO 1 INFILTRATION BASIN SIZE STAGE VS. VOLUME 1284.5 0 0.000 0.000 0.00 1286 1.5 0.102 0.102 0.64 1293.5 9 1,356 0 0 0.717 0.819 0.64 1294 9.5 1,762 1,559 780 0.018 0.837 0.64 1295 10.5 2,625 2,194 2,194 0.050 0.887 0.64 1296 11.5 3,558 3,092 3,092 0.071 0.958 0.64 1297 12.5 4,560 4,059 4,059 0.093 1.051 0.64 1298 13.5 5,633 5,097 5,097 0.117 1.168 0.64 1299 14.5 6,774 6,204 6,204 0.142 1.311 0.64 1300 15.5 7,986 7,380 7,380 0.169 1.480 0.64 NOTES: UNDERGROUND CALCULATIONS VOLUME FROM ELEV 1284.50 TO 1286.00 FIRST 6" OF GRAVEL VOLUME VOLUME FROM ELEV 1276.50 TO 1284.00 GRAVEL AREA =7440 SQ-FT GRAVEL AREA =7440 SQ-FT DEPTH =1.5 FT DEPTH =7.5 FT PIPE LENGTH =755 FT SYSTEM VOLUME =4464.00 CU-FT PIPE DIAMETER =60 IN' SYSTEM VOLUME =0.102 CU-FT PIPE VOLUME =14824.425 CU-FT SYSTEM VOLUME =31214.66 CU-FT BASIN INFILTRATION CAPACITY VOLUME 0.717 CU-FT Total Basin Area =7440 Field Infiltration Rate =11.20 SF=3.00 sq-ft Design Infiltration Rate =3.73 in/hr Q= Basin Area x Design Infiltration Rate x 1/12 x 1/60 x 1/60 in/hr Q=0.643 cfs DESIGN FLOW (cfs) TOTAL VOLUME (ac-ft)ELEVATION CONTOUR AREA (sf) AVG. AREA (sf) VOLUME (cu. ft.) VOLUME (ac - ft.)DETENTION BASIN DEPTH (ft) Service Layer Credits: Sources: Esri, HERE,DeLorme, TomTom, Intermap, increment PCorp., GEBCO, USGS, FAO, NPS, NRCAN,GeoBase, IGN, Kadaster NL, OrdnanceSurvey, Esri Japan, METI, Esri China (HongKong), swisstopo, MapmyIndia, ©OpenStreetMap contributors, and the GISUser Community RIVERSIDE MENIFEE CORONA PERRIS HEMET MORENO VALLEY JURUPAVALLEY LAKEELSINORE BEAUMONT BANNING SAN JACINTO NORCO CALIMESA EASTVALE DESERT HOT SPRINGS CANYONLAKE Map 2 HCOC Applicability MapSAR Permittees Legend County Boundary SAR Permit Boundary Hydromodification Requirements Mitigation Not Required Mitigation May Be Required Storm Drain / Watercourse Susceptibility Type Not Susceptible Potentially Susceptible Santa Ana River ±0 5 102.5 Miles Updated February 2017 HCOC CALCULATIONS UNIT HYDROGRAPH CALCULATIONS EXISTING CONDITIONS U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 08/15/22 File: THECOVE12.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6094 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- THE COVE 2-YR 1-HR -------------------------------------------------------------------- Drainage Area = 15.48(Ac.) = 0.024 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 15.48(Ac.) = 0.024 Sq. Mi. Length along longest watercourse = 1051.00(Ft.) Length along longest watercourse measured to centroid = 675.00(Ft.) Length along longest watercourse = 0.199 Mi. Length along longest watercourse measured to centroid = 0.128 Mi. Difference in elevation = 35.30(Ft.) Slope along watercourse = 177.3397 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.067 Hr. Lag time = 4.00 Min. 25% of lag time = 1.00 Min. 40% of lag time = 1.60 Min. Unit time = 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 15.48 0.57 8.82 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 15.48 1.45 22.45 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 0.570(In) Area Averaged 100-Year Rainfall = 1.450(In) Point rain (area averaged) = 0.570(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 0.570(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 15.480 78.00 0.000 Total Area Entered = 15.48(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 78.0 78.0 0.268 0.000 0.268 1.000 0.268 Sum (F) = 0.268 Area averaged mean soil loss (F) (In/Hr) = 0.268 Minimum soil loss rate ((In/Hr)) = 0.134 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 --------------------------------------------------------------------- Slope of intensity-duration curve for a 1 hour storm =0.4800 ---------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 124.916 26.606 4.151 2 0.167 249.831 48.536 7.572 3 0.250 374.747 12.895 2.012 4 0.333 499.662 5.804 0.905 5 0.417 624.578 3.228 0.504 6 0.500 749.494 1.792 0.280 7 0.583 874.409 1.140 0.178 Sum = 100.000 Sum= 15.601 ----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 4.40 0.301 0.268 ( 0.271) 0.033 2 0.17 4.50 0.308 0.268 ( 0.277) 0.040 3 0.25 5.40 0.369 0.268 ( 0.332) 0.102 4 0.33 5.40 0.369 0.268 ( 0.332) 0.102 5 0.42 5.70 0.390 0.268 ( 0.351) 0.122 6 0.50 6.40 0.438 0.268 ( 0.394) 0.170 7 0.58 7.90 0.540 0.268 ( 0.486) 0.273 8 0.67 9.10 0.622 0.268 ( 0.560) 0.355 9 0.75 12.80 0.875 0.268 ( 0.788) 0.608 10 0.83 25.60 1.751 0.268 ( 1.576) 1.483 11 0.92 7.90 0.540 0.268 ( 0.486) 0.273 12 1.00 4.90 0.335 0.268 ( 0.302) 0.068 (Loss Rate Not Used) Sum = 100.0 Sum = 3.6 Flood volume = Effective rainfall 0.30(In) times area 15.5(Ac.)/[(In)/(Ft.)] = 0.4(Ac.Ft) Total soil loss = 0.27(In) Total soil loss = 0.345(Ac.Ft) Total rainfall = 0.57(In) Flood volume = 16988.1 Cubic Feet Total soil loss = 15037.1 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 14.120(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 ----------------------------------------------------------------------- 0+ 5 0.0010 0.14 Q | | | | 0+10 0.0038 0.42 Q | | | | 0+15 0.0093 0.79 VQ | | | | 0+20 0.0183 1.30 |VQ | | | | 0+25 0.0289 1.54 | VQ | | | | 0+30 0.0424 1.96 | QV | | | | 0+35 0.0618 2.83 | QV | | | | 0+40 0.0899 4.08 | QV| | | | 0+45 0.1314 6.02 | | QV | | | 0+50 0.2131 11.86 | | |V Q | | 0+55 0.3104 14.12 | | | Q |V | 1+ 0 0.3528 6.17 | | Q | | V | 1+ 5 0.3725 2.86 | Q | | | V | 1+10 0.3819 1.36 | Q | | | V| 1+15 0.3869 0.72 |Q | | | V| 1+20 0.3894 0.37 Q | | | V| 1+25 0.3899 0.07 Q | | | V| 1+30 0.3900 0.01 Q | | | V ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 08/15/22 File: THECOVE32.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6094 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- THE COVE 2-YR 3-HR -------------------------------------------------------------------- Drainage Area = 15.48(Ac.) = 0.024 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 15.48(Ac.) = 0.024 Sq. Mi. Length along longest watercourse = 1051.00(Ft.) Length along longest watercourse measured to centroid = 675.00(Ft.) Length along longest watercourse = 0.199 Mi. Length along longest watercourse measured to centroid = 0.128 Mi. Difference in elevation = 35.30(Ft.) Slope along watercourse = 177.3397 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.067 Hr. Lag time = 4.00 Min. 25% of lag time = 1.00 Min. 40% of lag time = 1.60 Min. Unit time = 5.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 15.48 1.00 15.48 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 15.48 2.50 38.70 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 1.000(In) Area Averaged 100-Year Rainfall = 2.500(In) Point rain (area averaged) = 1.000(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 1.000(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 15.480 78.00 0.000 Total Area Entered = 15.48(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 78.0 78.0 0.268 0.000 0.268 1.000 0.268 Sum (F) = 0.268 Area averaged mean soil loss (F) (In/Hr) = 0.268 Minimum soil loss rate ((In/Hr)) = 0.134 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 --------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 124.916 26.606 4.151 2 0.167 249.831 48.536 7.572 3 0.250 374.747 12.895 2.012 4 0.333 499.662 5.804 0.905 5 0.417 624.578 3.228 0.504 6 0.500 749.494 1.792 0.280 7 0.583 874.409 1.140 0.178 Sum = 100.000 Sum= 15.601 ----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 1.30 0.156 ( 0.268) 0.140 0.016 2 0.17 1.30 0.156 ( 0.268) 0.140 0.016 3 0.25 1.10 0.132 ( 0.268) 0.119 0.013 4 0.33 1.50 0.180 ( 0.268) 0.162 0.018 5 0.42 1.50 0.180 ( 0.268) 0.162 0.018 6 0.50 1.80 0.216 ( 0.268) 0.194 0.022 7 0.58 1.50 0.180 ( 0.268) 0.162 0.018 8 0.67 1.80 0.216 ( 0.268) 0.194 0.022 9 0.75 1.80 0.216 ( 0.268) 0.194 0.022 10 0.83 1.50 0.180 ( 0.268) 0.162 0.018 11 0.92 1.60 0.192 ( 0.268) 0.173 0.019 12 1.00 1.80 0.216 ( 0.268) 0.194 0.022 13 1.08 2.20 0.264 ( 0.268) 0.238 0.026 14 1.17 2.20 0.264 ( 0.268) 0.238 0.026 15 1.25 2.20 0.264 ( 0.268) 0.238 0.026 16 1.33 2.00 0.240 ( 0.268) 0.216 0.024 17 1.42 2.60 0.312 0.268 ( 0.281) 0.044 18 1.50 2.70 0.324 0.268 ( 0.292) 0.056 19 1.58 2.40 0.288 ( 0.268) 0.259 0.029 20 1.67 2.70 0.324 0.268 ( 0.292) 0.056 21 1.75 3.30 0.396 0.268 ( 0.356) 0.128 22 1.83 3.10 0.372 0.268 ( 0.335) 0.104 23 1.92 2.90 0.348 0.268 ( 0.313) 0.080 24 2.00 3.00 0.360 0.268 ( 0.324) 0.092 25 2.08 3.10 0.372 0.268 ( 0.335) 0.104 26 2.17 4.20 0.504 0.268 ( 0.454) 0.236 27 2.25 5.00 0.600 0.268 ( 0.540) 0.332 28 2.33 3.50 0.420 0.268 ( 0.378) 0.152 29 2.42 6.80 0.816 0.268 ( 0.734) 0.548 30 2.50 7.30 0.876 0.268 ( 0.788) 0.608 31 2.58 8.20 0.984 0.268 ( 0.886) 0.716 32 2.67 5.90 0.708 0.268 ( 0.637) 0.440 33 2.75 2.00 0.240 ( 0.268) 0.216 0.024 34 2.83 1.80 0.216 ( 0.268) 0.194 0.022 35 2.92 1.80 0.216 ( 0.268) 0.194 0.022 36 3.00 0.60 0.072 ( 0.268) 0.065 0.007 (Loss Rate Not Used) Sum = 100.0 Sum = 4.1 Flood volume = Effective rainfall 0.34(In) times area 15.5(Ac.)/[(In)/(Ft.)] = 0.4(Ac.Ft) Total soil loss = 0.66(In) Total soil loss = 0.846(Ac.Ft) Total rainfall = 1.00(In) Flood volume = 19338.8 Cubic Feet Total soil loss = 36849.8 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 9.189(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0004 0.06 Q | | | | 0+10 0.0017 0.18 Q | | | | 0+15 0.0031 0.20 Q | | | | 0+20 0.0046 0.22 Q | | | | 0+25 0.0064 0.26 VQ | | | | 0+30 0.0084 0.29 VQ | | | | 0+35 0.0105 0.30 VQ | | | | 0+40 0.0126 0.30 |Q | | | | 0+45 0.0148 0.33 |Q | | | | 0+50 0.0170 0.32 |Q | | | | 0+55 0.0190 0.30 |Q | | | | 1+ 0 0.0212 0.31 |Q | | | | 1+ 5 0.0236 0.35 |QV | | | | 1+10 0.0263 0.39 |QV | | | | 1+15 0.0290 0.40 |QV | | | | 1+20 0.0318 0.40 |QV | | | | 1+25 0.0350 0.47 |Q V | | | | 1+30 0.0396 0.67 | QV | | | | 1+35 0.0443 0.68 | QV | | | | 1+40 0.0486 0.63 | Q V | | | | 1+45 0.0562 1.10 | QV | | | | 1+50 0.0672 1.59 | Q | | | | 1+55 0.0773 1.47 | QV | | | | 2+ 0 0.0867 1.37 | Q V | | | | 2+ 5 0.0969 1.48 | Q V | | | | 2+10 0.1115 2.13 | Q V | | | 2+15 0.1360 3.56 | | V Q | | | 2+20 0.1622 3.81 | | VQ | | | 2+25 0.1926 4.41 | | Q | | | 2+30 0.2439 7.45 | | |V Q| | 2+35 0.3065 9.08 | | | V | Q | 2+40 0.3697 9.19 | | | | V Q | 2+45 0.4097 5.81 | | | Q | V | 2+50 0.4255 2.29 | Q| | | V | 2+55 0.4347 1.33 | Q | | | V| 3+ 0 0.4401 0.79 | Q | | | V| 3+ 5 0.4427 0.38 |Q | | | V| 3+10 0.4436 0.13 Q | | | V| 3+15 0.4438 0.03 Q | | | V| 3+20 0.4439 0.01 Q | | | V| 3+25 0.4439 0.01 Q | | | V| 3+30 0.4440 0.00 Q | | | V ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 08/15/22 File: THECOVE62.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6094 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- THE COVE 2-YR 6-HR -------------------------------------------------------------------- Drainage Area = 15.48(Ac.) = 0.024 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 15.48(Ac.) = 0.024 Sq. Mi. Length along longest watercourse = 1051.00(Ft.) Length along longest watercourse measured to centroid = 675.00(Ft.) Length along longest watercourse = 0.199 Mi. Length along longest watercourse measured to centroid = 0.128 Mi. Difference in elevation = 35.30(Ft.) Slope along watercourse = 177.3397 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.067 Hr. Lag time = 4.00 Min. 25% of lag time = 1.00 Min. 40% of lag time = 1.60 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 15.48 1.40 21.67 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 15.48 3.50 54.18 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 1.400(In) Area Averaged 100-Year Rainfall = 3.500(In) Point rain (area averaged) = 1.400(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 1.400(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 15.480 78.00 0.000 Total Area Entered = 15.48(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 78.0 78.0 0.268 0.000 0.268 1.000 0.268 Sum (F) = 0.268 Area averaged mean soil loss (F) (In/Hr) = 0.268 Minimum soil loss rate ((In/Hr)) = 0.134 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 --------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 124.916 26.606 4.151 2 0.167 249.831 48.536 7.572 3 0.250 374.747 12.895 2.012 4 0.333 499.662 5.804 0.905 5 0.417 624.578 3.228 0.504 6 0.500 749.494 1.792 0.280 7 0.583 874.409 1.140 0.178 Sum = 100.000 Sum= 15.601 ----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.50 0.084 ( 0.268) 0.076 0.008 2 0.17 0.60 0.101 ( 0.268) 0.091 0.010 3 0.25 0.60 0.101 ( 0.268) 0.091 0.010 4 0.33 0.60 0.101 ( 0.268) 0.091 0.010 5 0.42 0.60 0.101 ( 0.268) 0.091 0.010 6 0.50 0.70 0.118 ( 0.268) 0.106 0.012 7 0.58 0.70 0.118 ( 0.268) 0.106 0.012 8 0.67 0.70 0.118 ( 0.268) 0.106 0.012 9 0.75 0.70 0.118 ( 0.268) 0.106 0.012 10 0.83 0.70 0.118 ( 0.268) 0.106 0.012 11 0.92 0.70 0.118 ( 0.268) 0.106 0.012 12 1.00 0.80 0.134 ( 0.268) 0.121 0.013 13 1.08 0.80 0.134 ( 0.268) 0.121 0.013 14 1.17 0.80 0.134 ( 0.268) 0.121 0.013 15 1.25 0.80 0.134 ( 0.268) 0.121 0.013 16 1.33 0.80 0.134 ( 0.268) 0.121 0.013 17 1.42 0.80 0.134 ( 0.268) 0.121 0.013 18 1.50 0.80 0.134 ( 0.268) 0.121 0.013 19 1.58 0.80 0.134 ( 0.268) 0.121 0.013 20 1.67 0.80 0.134 ( 0.268) 0.121 0.013 21 1.75 0.80 0.134 ( 0.268) 0.121 0.013 22 1.83 0.80 0.134 ( 0.268) 0.121 0.013 23 1.92 0.80 0.134 ( 0.268) 0.121 0.013 24 2.00 0.90 0.151 ( 0.268) 0.136 0.015 25 2.08 0.80 0.134 ( 0.268) 0.121 0.013 26 2.17 0.90 0.151 ( 0.268) 0.136 0.015 27 2.25 0.90 0.151 ( 0.268) 0.136 0.015 28 2.33 0.90 0.151 ( 0.268) 0.136 0.015 29 2.42 0.90 0.151 ( 0.268) 0.136 0.015 30 2.50 0.90 0.151 ( 0.268) 0.136 0.015 31 2.58 0.90 0.151 ( 0.268) 0.136 0.015 32 2.67 0.90 0.151 ( 0.268) 0.136 0.015 33 2.75 1.00 0.168 ( 0.268) 0.151 0.017 34 2.83 1.00 0.168 ( 0.268) 0.151 0.017 35 2.92 1.00 0.168 ( 0.268) 0.151 0.017 36 3.00 1.00 0.168 ( 0.268) 0.151 0.017 37 3.08 1.00 0.168 ( 0.268) 0.151 0.017 38 3.17 1.10 0.185 ( 0.268) 0.166 0.018 39 3.25 1.10 0.185 ( 0.268) 0.166 0.018 40 3.33 1.10 0.185 ( 0.268) 0.166 0.018 41 3.42 1.20 0.202 ( 0.268) 0.181 0.020 42 3.50 1.30 0.218 ( 0.268) 0.197 0.022 43 3.58 1.40 0.235 ( 0.268) 0.212 0.024 44 3.67 1.40 0.235 ( 0.268) 0.212 0.024 45 3.75 1.50 0.252 ( 0.268) 0.227 0.025 46 3.83 1.50 0.252 ( 0.268) 0.227 0.025 47 3.92 1.60 0.269 ( 0.268) 0.242 0.027 48 4.00 1.60 0.269 ( 0.268) 0.242 0.027 49 4.08 1.70 0.286 ( 0.268) 0.257 0.029 50 4.17 1.80 0.302 0.268 ( 0.272) 0.035 51 4.25 1.90 0.319 0.268 ( 0.287) 0.052 52 4.33 2.00 0.336 0.268 ( 0.302) 0.068 53 4.42 2.10 0.353 0.268 ( 0.318) 0.085 54 4.50 2.10 0.353 0.268 ( 0.318) 0.085 55 4.58 2.20 0.370 0.268 ( 0.333) 0.102 56 4.67 2.30 0.386 0.268 ( 0.348) 0.119 57 4.75 2.40 0.403 0.268 ( 0.363) 0.136 58 4.83 2.40 0.403 0.268 ( 0.363) 0.136 59 4.92 2.50 0.420 0.268 ( 0.378) 0.152 60 5.00 2.60 0.437 0.268 ( 0.393) 0.169 61 5.08 3.10 0.521 0.268 ( 0.469) 0.253 62 5.17 3.60 0.605 0.268 ( 0.544) 0.337 63 5.25 3.90 0.655 0.268 ( 0.590) 0.388 64 5.33 4.20 0.706 0.268 ( 0.635) 0.438 65 5.42 4.70 0.790 0.268 ( 0.711) 0.522 66 5.50 5.60 0.941 0.268 ( 0.847) 0.673 67 5.58 1.90 0.319 0.268 ( 0.287) 0.052 68 5.67 0.90 0.151 ( 0.268) 0.136 0.015 69 5.75 0.60 0.101 ( 0.268) 0.091 0.010 70 5.83 0.50 0.084 ( 0.268) 0.076 0.008 71 5.92 0.30 0.050 ( 0.268) 0.045 0.005 72 6.00 0.20 0.034 ( 0.268) 0.030 0.003 (Loss Rate Not Used) Sum = 100.0 Sum = 4.6 Flood volume = Effective rainfall 0.38(In) times area 15.5(Ac.)/[(In)/(Ft.)] = 0.5(Ac.Ft) Total soil loss = 1.01(In) Total soil loss = 1.309(Ac.Ft) Total rainfall = 1.40(In) Flood volume = 21630.6 Cubic Feet Total soil loss = 57034.6 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 8.253(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0002 0.03 Q | | | | 0+10 0.0010 0.11 Q | | | | 0+15 0.0019 0.14 Q | | | | 0+20 0.0029 0.15 Q | | | | 0+25 0.0039 0.15 Q | | | | 0+30 0.0051 0.16 Q | | | | 0+35 0.0063 0.18 Q | | | | 0+40 0.0075 0.18 Q | | | | 0+45 0.0088 0.18 Q | | | | 0+50 0.0100 0.18 Q | | | | 0+55 0.0113 0.18 Q | | | | 1+ 0 0.0126 0.19 QV | | | | 1+ 5 0.0140 0.20 QV | | | | 1+10 0.0154 0.21 QV | | | | 1+15 0.0169 0.21 QV | | | | 1+20 0.0183 0.21 QV | | | | 1+25 0.0198 0.21 QV | | | | 1+30 0.0212 0.21 QV | | | | 1+35 0.0226 0.21 QV | | | | 1+40 0.0241 0.21 QV | | | | 1+45 0.0255 0.21 Q V | | | | 1+50 0.0270 0.21 Q V | | | | 1+55 0.0284 0.21 Q V | | | | 2+ 0 0.0299 0.22 Q V | | | | 2+ 5 0.0314 0.22 Q V | | | | 2+10 0.0330 0.22 Q V | | | | 2+15 0.0346 0.23 Q V | | | | 2+20 0.0362 0.23 Q V | | | | 2+25 0.0378 0.23 Q V | | | | 2+30 0.0394 0.24 Q V | | | | 2+35 0.0410 0.24 Q V | | | | 2+40 0.0426 0.24 Q V | | | | 2+45 0.0443 0.24 Q V | | | | 2+50 0.0461 0.26 |Q V | | | | 2+55 0.0479 0.26 |Q V | | | | 3+ 0 0.0497 0.26 |Q V | | | | 3+ 5 0.0515 0.26 |Q V | | | | 3+10 0.0533 0.27 |Q V | | | | 3+15 0.0553 0.28 |Q V | | | | 3+20 0.0572 0.29 |Q V | | | | 3+25 0.0592 0.29 |Q V | | | | 3+30 0.0614 0.31 |Q V | | | | 3+35 0.0637 0.34 |Q V | | | | 3+40 0.0662 0.36 |Q V | | | | 3+45 0.0687 0.37 |Q V | | | | 3+50 0.0714 0.38 |Q V | | | | 3+55 0.0741 0.40 |Q V | | | | 4+ 0 0.0769 0.41 |Q V | | | | 4+ 5 0.0798 0.42 |Q V | | | | 4+10 0.0830 0.46 |Q V | | | | 4+15 0.0871 0.58 | Q V | | | | 4+20 0.0925 0.80 | Q V | | | | 4+25 0.0997 1.03 | Q V | | | | 4+30 0.1080 1.21 | Q V | | | | 4+35 0.1173 1.34 | Q V| | | | 4+40 0.1281 1.57 | Q V | | | 4+45 0.1406 1.82 | Q |V | | | 4+50 0.1544 2.00 | Q | V | | | 4+55 0.1690 2.13 | Q | V | | | 5+ 0 0.1853 2.36 | Q| V | | | 5+ 5 0.2051 2.88 | |Q V | | | 5+10 0.2321 3.92 | | Q V | | | 5+15 0.2663 4.97 | | Q|V | | 5+20 0.3064 5.81 | | | QV | | 5+25 0.3530 6.77 | | | QV | | 5+30 0.4099 8.25 | | | | Q | 5+35 0.4587 7.10 | | | Q | V | 5+40 0.4771 2.67 | Q | | V | 5+45 0.4863 1.32 | Q | | | V| 5+50 0.4914 0.75 | Q | | | V| 5+55 0.4944 0.43 |Q | | | V| 6+ 0 0.4959 0.22 Q | | | V| 6+ 5 0.4963 0.06 Q | | | V| 6+10 0.4965 0.02 Q | | | V| 6+15 0.4965 0.01 Q | | | V| 6+20 0.4966 0.00 Q | | | V| 6+25 0.4966 0.00 Q | | | V| 6+30 0.4966 0.00 Q | | | V ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 08/15/22 File: THECOVE242.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6094 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- THE COVE 2-YR 24-HR -------------------------------------------------------------------- Drainage Area = 15.48(Ac.) = 0.024 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 15.48(Ac.) = 0.024 Sq. Mi. Length along longest watercourse = 1051.00(Ft.) Length along longest watercourse measured to centroid = 675.00(Ft.) Length along longest watercourse = 0.199 Mi. Length along longest watercourse measured to centroid = 0.128 Mi. Difference in elevation = 35.30(Ft.) Slope along watercourse = 177.3397 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.067 Hr. Lag time = 4.00 Min. 25% of lag time = 1.00 Min. 40% of lag time = 1.60 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 15.48 2.50 38.70 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 15.48 6.00 92.88 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 2.500(In) Area Averaged 100-Year Rainfall = 6.000(In) Point rain (area averaged) = 2.500(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.500(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 15.480 78.00 0.000 Total Area Entered = 15.48(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 78.0 78.0 0.268 0.000 0.268 1.000 0.268 Sum (F) = 0.268 Area averaged mean soil loss (F) (In/Hr) = 0.268 Minimum soil loss rate ((In/Hr)) = 0.134 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 --------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 124.916 26.606 4.151 2 0.167 249.831 48.536 7.572 3 0.250 374.747 12.895 2.012 4 0.333 499.662 5.804 0.905 5 0.417 624.578 3.228 0.504 6 0.500 749.494 1.792 0.280 7 0.583 874.409 1.140 0.178 Sum = 100.000 Sum= 15.601 ----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.07 0.020 ( 0.474) 0.018 0.002 2 0.17 0.07 0.020 ( 0.473) 0.018 0.002 3 0.25 0.07 0.020 ( 0.471) 0.018 0.002 4 0.33 0.10 0.030 ( 0.469) 0.027 0.003 5 0.42 0.10 0.030 ( 0.467) 0.027 0.003 6 0.50 0.10 0.030 ( 0.465) 0.027 0.003 7 0.58 0.10 0.030 ( 0.463) 0.027 0.003 8 0.67 0.10 0.030 ( 0.462) 0.027 0.003 9 0.75 0.10 0.030 ( 0.460) 0.027 0.003 10 0.83 0.13 0.040 ( 0.458) 0.036 0.004 11 0.92 0.13 0.040 ( 0.456) 0.036 0.004 12 1.00 0.13 0.040 ( 0.454) 0.036 0.004 13 1.08 0.10 0.030 ( 0.453) 0.027 0.003 14 1.17 0.10 0.030 ( 0.451) 0.027 0.003 15 1.25 0.10 0.030 ( 0.449) 0.027 0.003 16 1.33 0.10 0.030 ( 0.447) 0.027 0.003 17 1.42 0.10 0.030 ( 0.445) 0.027 0.003 18 1.50 0.10 0.030 ( 0.444) 0.027 0.003 19 1.58 0.10 0.030 ( 0.442) 0.027 0.003 20 1.67 0.10 0.030 ( 0.440) 0.027 0.003 21 1.75 0.10 0.030 ( 0.438) 0.027 0.003 22 1.83 0.13 0.040 ( 0.437) 0.036 0.004 23 1.92 0.13 0.040 ( 0.435) 0.036 0.004 24 2.00 0.13 0.040 ( 0.433) 0.036 0.004 25 2.08 0.13 0.040 ( 0.431) 0.036 0.004 26 2.17 0.13 0.040 ( 0.430) 0.036 0.004 27 2.25 0.13 0.040 ( 0.428) 0.036 0.004 28 2.33 0.13 0.040 ( 0.426) 0.036 0.004 29 2.42 0.13 0.040 ( 0.424) 0.036 0.004 30 2.50 0.13 0.040 ( 0.423) 0.036 0.004 31 2.58 0.17 0.050 ( 0.421) 0.045 0.005 32 2.67 0.17 0.050 ( 0.419) 0.045 0.005 33 2.75 0.17 0.050 ( 0.417) 0.045 0.005 34 2.83 0.17 0.050 ( 0.416) 0.045 0.005 35 2.92 0.17 0.050 ( 0.414) 0.045 0.005 36 3.00 0.17 0.050 ( 0.412) 0.045 0.005 37 3.08 0.17 0.050 ( 0.411) 0.045 0.005 38 3.17 0.17 0.050 ( 0.409) 0.045 0.005 39 3.25 0.17 0.050 ( 0.407) 0.045 0.005 40 3.33 0.17 0.050 ( 0.405) 0.045 0.005 41 3.42 0.17 0.050 ( 0.404) 0.045 0.005 42 3.50 0.17 0.050 ( 0.402) 0.045 0.005 43 3.58 0.17 0.050 ( 0.400) 0.045 0.005 44 3.67 0.17 0.050 ( 0.399) 0.045 0.005 45 3.75 0.17 0.050 ( 0.397) 0.045 0.005 46 3.83 0.20 0.060 ( 0.395) 0.054 0.006 47 3.92 0.20 0.060 ( 0.394) 0.054 0.006 48 4.00 0.20 0.060 ( 0.392) 0.054 0.006 49 4.08 0.20 0.060 ( 0.390) 0.054 0.006 50 4.17 0.20 0.060 ( 0.389) 0.054 0.006 51 4.25 0.20 0.060 ( 0.387) 0.054 0.006 52 4.33 0.23 0.070 ( 0.385) 0.063 0.007 53 4.42 0.23 0.070 ( 0.384) 0.063 0.007 54 4.50 0.23 0.070 ( 0.382) 0.063 0.007 55 4.58 0.23 0.070 ( 0.381) 0.063 0.007 56 4.67 0.23 0.070 ( 0.379) 0.063 0.007 57 4.75 0.23 0.070 ( 0.377) 0.063 0.007 58 4.83 0.27 0.080 ( 0.376) 0.072 0.008 59 4.92 0.27 0.080 ( 0.374) 0.072 0.008 60 5.00 0.27 0.080 ( 0.372) 0.072 0.008 61 5.08 0.20 0.060 ( 0.371) 0.054 0.006 62 5.17 0.20 0.060 ( 0.369) 0.054 0.006 63 5.25 0.20 0.060 ( 0.368) 0.054 0.006 64 5.33 0.23 0.070 ( 0.366) 0.063 0.007 65 5.42 0.23 0.070 ( 0.364) 0.063 0.007 66 5.50 0.23 0.070 ( 0.363) 0.063 0.007 67 5.58 0.27 0.080 ( 0.361) 0.072 0.008 68 5.67 0.27 0.080 ( 0.360) 0.072 0.008 69 5.75 0.27 0.080 ( 0.358) 0.072 0.008 70 5.83 0.27 0.080 ( 0.356) 0.072 0.008 71 5.92 0.27 0.080 ( 0.355) 0.072 0.008 72 6.00 0.27 0.080 ( 0.353) 0.072 0.008 73 6.08 0.30 0.090 ( 0.352) 0.081 0.009 74 6.17 0.30 0.090 ( 0.350) 0.081 0.009 75 6.25 0.30 0.090 ( 0.349) 0.081 0.009 76 6.33 0.30 0.090 ( 0.347) 0.081 0.009 77 6.42 0.30 0.090 ( 0.345) 0.081 0.009 78 6.50 0.30 0.090 ( 0.344) 0.081 0.009 79 6.58 0.33 0.100 ( 0.342) 0.090 0.010 80 6.67 0.33 0.100 ( 0.341) 0.090 0.010 81 6.75 0.33 0.100 ( 0.339) 0.090 0.010 82 6.83 0.33 0.100 ( 0.338) 0.090 0.010 83 6.92 0.33 0.100 ( 0.336) 0.090 0.010 84 7.00 0.33 0.100 ( 0.335) 0.090 0.010 85 7.08 0.33 0.100 ( 0.333) 0.090 0.010 86 7.17 0.33 0.100 ( 0.332) 0.090 0.010 87 7.25 0.33 0.100 ( 0.330) 0.090 0.010 88 7.33 0.37 0.110 ( 0.329) 0.099 0.011 89 7.42 0.37 0.110 ( 0.327) 0.099 0.011 90 7.50 0.37 0.110 ( 0.326) 0.099 0.011 91 7.58 0.40 0.120 ( 0.324) 0.108 0.012 92 7.67 0.40 0.120 ( 0.323) 0.108 0.012 93 7.75 0.40 0.120 ( 0.321) 0.108 0.012 94 7.83 0.43 0.130 ( 0.320) 0.117 0.013 95 7.92 0.43 0.130 ( 0.318) 0.117 0.013 96 8.00 0.43 0.130 ( 0.317) 0.117 0.013 97 8.08 0.50 0.150 ( 0.315) 0.135 0.015 98 8.17 0.50 0.150 ( 0.314) 0.135 0.015 99 8.25 0.50 0.150 ( 0.312) 0.135 0.015 100 8.33 0.50 0.150 ( 0.311) 0.135 0.015 101 8.42 0.50 0.150 ( 0.309) 0.135 0.015 102 8.50 0.50 0.150 ( 0.308) 0.135 0.015 103 8.58 0.53 0.160 ( 0.306) 0.144 0.016 104 8.67 0.53 0.160 ( 0.305) 0.144 0.016 105 8.75 0.53 0.160 ( 0.304) 0.144 0.016 106 8.83 0.57 0.170 ( 0.302) 0.153 0.017 107 8.92 0.57 0.170 ( 0.301) 0.153 0.017 108 9.00 0.57 0.170 ( 0.299) 0.153 0.017 109 9.08 0.63 0.190 ( 0.298) 0.171 0.019 110 9.17 0.63 0.190 ( 0.296) 0.171 0.019 111 9.25 0.63 0.190 ( 0.295) 0.171 0.019 112 9.33 0.67 0.200 ( 0.294) 0.180 0.020 113 9.42 0.67 0.200 ( 0.292) 0.180 0.020 114 9.50 0.67 0.200 ( 0.291) 0.180 0.020 115 9.58 0.70 0.210 ( 0.289) 0.189 0.021 116 9.67 0.70 0.210 ( 0.288) 0.189 0.021 117 9.75 0.70 0.210 ( 0.287) 0.189 0.021 118 9.83 0.73 0.220 ( 0.285) 0.198 0.022 119 9.92 0.73 0.220 ( 0.284) 0.198 0.022 120 10.00 0.73 0.220 ( 0.283) 0.198 0.022 121 10.08 0.50 0.150 ( 0.281) 0.135 0.015 122 10.17 0.50 0.150 ( 0.280) 0.135 0.015 123 10.25 0.50 0.150 ( 0.278) 0.135 0.015 124 10.33 0.50 0.150 ( 0.277) 0.135 0.015 125 10.42 0.50 0.150 ( 0.276) 0.135 0.015 126 10.50 0.50 0.150 ( 0.274) 0.135 0.015 127 10.58 0.67 0.200 ( 0.273) 0.180 0.020 128 10.67 0.67 0.200 ( 0.272) 0.180 0.020 129 10.75 0.67 0.200 ( 0.270) 0.180 0.020 130 10.83 0.67 0.200 ( 0.269) 0.180 0.020 131 10.92 0.67 0.200 ( 0.268) 0.180 0.020 132 11.00 0.67 0.200 ( 0.266) 0.180 0.020 133 11.08 0.63 0.190 ( 0.265) 0.171 0.019 134 11.17 0.63 0.190 ( 0.264) 0.171 0.019 135 11.25 0.63 0.190 ( 0.263) 0.171 0.019 136 11.33 0.63 0.190 ( 0.261) 0.171 0.019 137 11.42 0.63 0.190 ( 0.260) 0.171 0.019 138 11.50 0.63 0.190 ( 0.259) 0.171 0.019 139 11.58 0.57 0.170 ( 0.257) 0.153 0.017 140 11.67 0.57 0.170 ( 0.256) 0.153 0.017 141 11.75 0.57 0.170 ( 0.255) 0.153 0.017 142 11.83 0.60 0.180 ( 0.254) 0.162 0.018 143 11.92 0.60 0.180 ( 0.252) 0.162 0.018 144 12.00 0.60 0.180 ( 0.251) 0.162 0.018 145 12.08 0.83 0.250 ( 0.250) 0.225 0.025 146 12.17 0.83 0.250 ( 0.249) 0.225 0.025 147 12.25 0.83 0.250 ( 0.247) 0.225 0.025 148 12.33 0.87 0.260 ( 0.246) 0.234 0.026 149 12.42 0.87 0.260 ( 0.245) 0.234 0.026 150 12.50 0.87 0.260 ( 0.244) 0.234 0.026 151 12.58 0.93 0.280 0.242 ( 0.252) 0.038 152 12.67 0.93 0.280 0.241 ( 0.252) 0.039 153 12.75 0.93 0.280 0.240 ( 0.252) 0.040 154 12.83 0.97 0.290 0.239 ( 0.261) 0.051 155 12.92 0.97 0.290 0.238 ( 0.261) 0.052 156 13.00 0.97 0.290 0.236 ( 0.261) 0.054 157 13.08 1.13 0.340 0.235 ( 0.306) 0.105 158 13.17 1.13 0.340 0.234 ( 0.306) 0.106 159 13.25 1.13 0.340 0.233 ( 0.306) 0.107 160 13.33 1.13 0.340 0.232 ( 0.306) 0.108 161 13.42 1.13 0.340 0.230 ( 0.306) 0.110 162 13.50 1.13 0.340 0.229 ( 0.306) 0.111 163 13.58 0.77 0.230 ( 0.228) 0.207 0.023 164 13.67 0.77 0.230 ( 0.227) 0.207 0.023 165 13.75 0.77 0.230 ( 0.226) 0.207 0.023 166 13.83 0.77 0.230 ( 0.225) 0.207 0.023 167 13.92 0.77 0.230 ( 0.223) 0.207 0.023 168 14.00 0.77 0.230 ( 0.222) 0.207 0.023 169 14.08 0.90 0.270 0.221 ( 0.243) 0.049 170 14.17 0.90 0.270 0.220 ( 0.243) 0.050 171 14.25 0.90 0.270 0.219 ( 0.243) 0.051 172 14.33 0.87 0.260 0.218 ( 0.234) 0.042 173 14.42 0.87 0.260 0.217 ( 0.234) 0.043 174 14.50 0.87 0.260 0.216 ( 0.234) 0.044 175 14.58 0.87 0.260 0.214 ( 0.234) 0.046 176 14.67 0.87 0.260 0.213 ( 0.234) 0.047 177 14.75 0.87 0.260 0.212 ( 0.234) 0.048 178 14.83 0.83 0.250 0.211 ( 0.225) 0.039 179 14.92 0.83 0.250 0.210 ( 0.225) 0.040 180 15.00 0.83 0.250 0.209 ( 0.225) 0.041 181 15.08 0.80 0.240 0.208 ( 0.216) 0.032 182 15.17 0.80 0.240 0.207 ( 0.216) 0.033 183 15.25 0.80 0.240 0.206 ( 0.216) 0.034 184 15.33 0.77 0.230 0.205 ( 0.207) 0.025 185 15.42 0.77 0.230 0.204 ( 0.207) 0.026 186 15.50 0.77 0.230 0.203 ( 0.207) 0.027 187 15.58 0.63 0.190 ( 0.202) 0.171 0.019 188 15.67 0.63 0.190 ( 0.201) 0.171 0.019 189 15.75 0.63 0.190 ( 0.200) 0.171 0.019 190 15.83 0.63 0.190 ( 0.199) 0.171 0.019 191 15.92 0.63 0.190 ( 0.198) 0.171 0.019 192 16.00 0.63 0.190 ( 0.197) 0.171 0.019 193 16.08 0.13 0.040 ( 0.196) 0.036 0.004 194 16.17 0.13 0.040 ( 0.195) 0.036 0.004 195 16.25 0.13 0.040 ( 0.194) 0.036 0.004 196 16.33 0.13 0.040 ( 0.193) 0.036 0.004 197 16.42 0.13 0.040 ( 0.192) 0.036 0.004 198 16.50 0.13 0.040 ( 0.191) 0.036 0.004 199 16.58 0.10 0.030 ( 0.190) 0.027 0.003 200 16.67 0.10 0.030 ( 0.189) 0.027 0.003 201 16.75 0.10 0.030 ( 0.188) 0.027 0.003 202 16.83 0.10 0.030 ( 0.187) 0.027 0.003 203 16.92 0.10 0.030 ( 0.186) 0.027 0.003 204 17.00 0.10 0.030 ( 0.185) 0.027 0.003 205 17.08 0.17 0.050 ( 0.184) 0.045 0.005 206 17.17 0.17 0.050 ( 0.183) 0.045 0.005 207 17.25 0.17 0.050 ( 0.182) 0.045 0.005 208 17.33 0.17 0.050 ( 0.181) 0.045 0.005 209 17.42 0.17 0.050 ( 0.180) 0.045 0.005 210 17.50 0.17 0.050 ( 0.179) 0.045 0.005 211 17.58 0.17 0.050 ( 0.178) 0.045 0.005 212 17.67 0.17 0.050 ( 0.178) 0.045 0.005 213 17.75 0.17 0.050 ( 0.177) 0.045 0.005 214 17.83 0.13 0.040 ( 0.176) 0.036 0.004 215 17.92 0.13 0.040 ( 0.175) 0.036 0.004 216 18.00 0.13 0.040 ( 0.174) 0.036 0.004 217 18.08 0.13 0.040 ( 0.173) 0.036 0.004 218 18.17 0.13 0.040 ( 0.172) 0.036 0.004 219 18.25 0.13 0.040 ( 0.172) 0.036 0.004 220 18.33 0.13 0.040 ( 0.171) 0.036 0.004 221 18.42 0.13 0.040 ( 0.170) 0.036 0.004 222 18.50 0.13 0.040 ( 0.169) 0.036 0.004 223 18.58 0.10 0.030 ( 0.168) 0.027 0.003 224 18.67 0.10 0.030 ( 0.167) 0.027 0.003 225 18.75 0.10 0.030 ( 0.167) 0.027 0.003 226 18.83 0.07 0.020 ( 0.166) 0.018 0.002 227 18.92 0.07 0.020 ( 0.165) 0.018 0.002 228 19.00 0.07 0.020 ( 0.164) 0.018 0.002 229 19.08 0.10 0.030 ( 0.163) 0.027 0.003 230 19.17 0.10 0.030 ( 0.163) 0.027 0.003 231 19.25 0.10 0.030 ( 0.162) 0.027 0.003 232 19.33 0.13 0.040 ( 0.161) 0.036 0.004 233 19.42 0.13 0.040 ( 0.160) 0.036 0.004 234 19.50 0.13 0.040 ( 0.160) 0.036 0.004 235 19.58 0.10 0.030 ( 0.159) 0.027 0.003 236 19.67 0.10 0.030 ( 0.158) 0.027 0.003 237 19.75 0.10 0.030 ( 0.157) 0.027 0.003 238 19.83 0.07 0.020 ( 0.157) 0.018 0.002 239 19.92 0.07 0.020 ( 0.156) 0.018 0.002 240 20.00 0.07 0.020 ( 0.155) 0.018 0.002 241 20.08 0.10 0.030 ( 0.155) 0.027 0.003 242 20.17 0.10 0.030 ( 0.154) 0.027 0.003 243 20.25 0.10 0.030 ( 0.153) 0.027 0.003 244 20.33 0.10 0.030 ( 0.153) 0.027 0.003 245 20.42 0.10 0.030 ( 0.152) 0.027 0.003 246 20.50 0.10 0.030 ( 0.151) 0.027 0.003 247 20.58 0.10 0.030 ( 0.151) 0.027 0.003 248 20.67 0.10 0.030 ( 0.150) 0.027 0.003 249 20.75 0.10 0.030 ( 0.150) 0.027 0.003 250 20.83 0.07 0.020 ( 0.149) 0.018 0.002 251 20.92 0.07 0.020 ( 0.148) 0.018 0.002 252 21.00 0.07 0.020 ( 0.148) 0.018 0.002 253 21.08 0.10 0.030 ( 0.147) 0.027 0.003 254 21.17 0.10 0.030 ( 0.147) 0.027 0.003 255 21.25 0.10 0.030 ( 0.146) 0.027 0.003 256 21.33 0.07 0.020 ( 0.145) 0.018 0.002 257 21.42 0.07 0.020 ( 0.145) 0.018 0.002 258 21.50 0.07 0.020 ( 0.144) 0.018 0.002 259 21.58 0.10 0.030 ( 0.144) 0.027 0.003 260 21.67 0.10 0.030 ( 0.143) 0.027 0.003 261 21.75 0.10 0.030 ( 0.143) 0.027 0.003 262 21.83 0.07 0.020 ( 0.142) 0.018 0.002 263 21.92 0.07 0.020 ( 0.142) 0.018 0.002 264 22.00 0.07 0.020 ( 0.141) 0.018 0.002 265 22.08 0.10 0.030 ( 0.141) 0.027 0.003 266 22.17 0.10 0.030 ( 0.140) 0.027 0.003 267 22.25 0.10 0.030 ( 0.140) 0.027 0.003 268 22.33 0.07 0.020 ( 0.139) 0.018 0.002 269 22.42 0.07 0.020 ( 0.139) 0.018 0.002 270 22.50 0.07 0.020 ( 0.139) 0.018 0.002 271 22.58 0.07 0.020 ( 0.138) 0.018 0.002 272 22.67 0.07 0.020 ( 0.138) 0.018 0.002 273 22.75 0.07 0.020 ( 0.137) 0.018 0.002 274 22.83 0.07 0.020 ( 0.137) 0.018 0.002 275 22.92 0.07 0.020 ( 0.137) 0.018 0.002 276 23.00 0.07 0.020 ( 0.136) 0.018 0.002 277 23.08 0.07 0.020 ( 0.136) 0.018 0.002 278 23.17 0.07 0.020 ( 0.136) 0.018 0.002 279 23.25 0.07 0.020 ( 0.136) 0.018 0.002 280 23.33 0.07 0.020 ( 0.135) 0.018 0.002 281 23.42 0.07 0.020 ( 0.135) 0.018 0.002 282 23.50 0.07 0.020 ( 0.135) 0.018 0.002 283 23.58 0.07 0.020 ( 0.135) 0.018 0.002 284 23.67 0.07 0.020 ( 0.134) 0.018 0.002 285 23.75 0.07 0.020 ( 0.134) 0.018 0.002 286 23.83 0.07 0.020 ( 0.134) 0.018 0.002 287 23.92 0.07 0.020 ( 0.134) 0.018 0.002 288 24.00 0.07 0.020 ( 0.134) 0.018 0.002 (Loss Rate Not Used) Sum = 100.0 Sum = 3.8 Flood volume = Effective rainfall 0.32(In) times area 15.5(Ac.)/[(In)/(Ft.)] = 0.4(Ac.Ft) Total soil loss = 2.18(In) Total soil loss = 2.815(Ac.Ft) Total rainfall = 2.50(In) Flood volume = 17844.6 Cubic Feet Total soil loss = 122632.2 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 1.698(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0001 0.01 Q | | | | 0+10 0.0002 0.02 Q | | | | 0+15 0.0004 0.03 Q | | | | 0+20 0.0006 0.03 Q | | | | 0+25 0.0009 0.04 Q | | | | 0+30 0.0012 0.04 Q | | | | 0+35 0.0016 0.05 Q | | | | 0+40 0.0019 0.05 Q | | | | 0+45 0.0022 0.05 Q | | | | 0+50 0.0025 0.05 Q | | | | 0+55 0.0029 0.06 Q | | | | 1+ 0 0.0034 0.06 Q | | | | 1+ 5 0.0038 0.06 Q | | | | 1+10 0.0041 0.05 Q | | | | 1+15 0.0044 0.05 Q | | | | 1+20 0.0048 0.05 Q | | | | 1+25 0.0051 0.05 Q | | | | 1+30 0.0054 0.05 Q | | | | 1+35 0.0057 0.05 Q | | | | 1+40 0.0061 0.05 Q | | | | 1+45 0.0064 0.05 Q | | | | 1+50 0.0067 0.05 Q | | | | 1+55 0.0071 0.06 Q | | | | 2+ 0 0.0076 0.06 Q | | | | 2+ 5 0.0080 0.06 Q | | | | 2+10 0.0084 0.06 Q | | | | 2+15 0.0088 0.06 Q | | | | 2+20 0.0093 0.06 Q | | | | 2+25 0.0097 0.06 Q | | | | 2+30 0.0101 0.06 Q | | | | 2+35 0.0106 0.07 QV | | | | 2+40 0.0111 0.07 QV | | | | 2+45 0.0116 0.08 QV | | | | 2+50 0.0121 0.08 QV | | | | 2+55 0.0127 0.08 QV | | | | 3+ 0 0.0132 0.08 QV | | | | 3+ 5 0.0138 0.08 QV | | | | 3+10 0.0143 0.08 QV | | | | 3+15 0.0148 0.08 QV | | | | 3+20 0.0154 0.08 QV | | | | 3+25 0.0159 0.08 QV | | | | 3+30 0.0164 0.08 QV | | | | 3+35 0.0170 0.08 QV | | | | 3+40 0.0175 0.08 QV | | | | 3+45 0.0181 0.08 QV | | | | 3+50 0.0186 0.08 QV | | | | 3+55 0.0192 0.09 QV | | | | 4+ 0 0.0199 0.09 QV | | | | 4+ 5 0.0205 0.09 Q V | | | | 4+10 0.0212 0.09 Q V | | | | 4+15 0.0218 0.09 Q V | | | | 4+20 0.0225 0.10 Q V | | | | 4+25 0.0232 0.11 Q V | | | | 4+30 0.0239 0.11 Q V | | | | 4+35 0.0247 0.11 Q V | | | | 4+40 0.0254 0.11 Q V | | | | 4+45 0.0262 0.11 Q V | | | | 4+50 0.0270 0.11 Q V | | | | 4+55 0.0278 0.12 Q V | | | | 5+ 0 0.0286 0.12 Q V | | | | 5+ 5 0.0294 0.12 Q V | | | | 5+10 0.0301 0.10 Q V | | | | 5+15 0.0308 0.10 Q V | | | | 5+20 0.0315 0.10 Q V | | | | 5+25 0.0322 0.11 Q V | | | | 5+30 0.0330 0.11 Q V | | | | 5+35 0.0337 0.11 Q V | | | | 5+40 0.0346 0.12 Q V | | | | 5+45 0.0354 0.12 Q V | | | | 5+50 0.0363 0.12 Q V | | | | 5+55 0.0371 0.12 Q V | | | | 6+ 0 0.0380 0.12 Q V | | | | 6+ 5 0.0389 0.13 Q V | | | | 6+10 0.0398 0.14 Q V | | | | 6+15 0.0408 0.14 Q V | | | | 6+20 0.0417 0.14 Q V | | | | 6+25 0.0427 0.14 Q V | | | | 6+30 0.0437 0.14 Q V | | | | 6+35 0.0447 0.14 Q V | | | | 6+40 0.0457 0.15 Q V | | | | 6+45 0.0468 0.15 Q V | | | | 6+50 0.0478 0.16 Q V | | | | 6+55 0.0489 0.16 Q V | | | | 7+ 0 0.0500 0.16 Q V | | | | 7+ 5 0.0511 0.16 Q V | | | | 7+10 0.0521 0.16 Q V | | | | 7+15 0.0532 0.16 Q V | | | | 7+20 0.0543 0.16 Q V | | | | 7+25 0.0555 0.17 Q V | | | | 7+30 0.0566 0.17 Q V | | | | 7+35 0.0578 0.17 Q V | | | | 7+40 0.0591 0.18 Q V | | | | 7+45 0.0604 0.19 Q V | | | | 7+50 0.0617 0.19 Q V | | | | 7+55 0.0631 0.20 Q V | | | | 8+ 0 0.0644 0.20 Q V | | | | 8+ 5 0.0659 0.21 Q V | | | | 8+10 0.0674 0.23 Q V | | | | 8+15 0.0690 0.23 Q V | | | | 8+20 0.0706 0.23 Q V | | | | 8+25 0.0722 0.23 Q V | | | | 8+30 0.0738 0.23 Q V | | | | 8+35 0.0755 0.24 Q V | | | | 8+40 0.0772 0.25 Q V | | | | 8+45 0.0789 0.25 Q V | | | | 8+50 0.0806 0.25 |Q V | | | | 8+55 0.0824 0.26 |Q V | | | | 9+ 0 0.0842 0.26 |Q V | | | | 9+ 5 0.0861 0.27 |Q V | | | | 9+10 0.0881 0.29 |Q V | | | | 9+15 0.0901 0.29 |Q V | | | | 9+20 0.0922 0.30 |Q V| | | | 9+25 0.0943 0.31 |Q V| | | | 9+30 0.0964 0.31 |Q V| | | | 9+35 0.0986 0.32 |Q V| | | | 9+40 0.1008 0.32 |Q V| | | | 9+45 0.1031 0.33 |Q V | | | 9+50 0.1053 0.33 |Q V | | | 9+55 0.1077 0.34 |Q V | | | 10+ 0 0.1100 0.34 |Q V | | | 10+ 5 0.1122 0.31 |Q V | | | 10+10 0.1140 0.26 |Q |V | | | 10+15 0.1157 0.25 Q |V | | | 10+20 0.1173 0.24 Q |V | | | 10+25 0.1190 0.24 Q |V | | | 10+30 0.1206 0.24 Q |V | | | 10+35 0.1224 0.25 |Q |V | | | 10+40 0.1244 0.29 |Q | V | | | 10+45 0.1265 0.30 |Q | V | | | 10+50 0.1286 0.31 |Q | V | | | 10+55 0.1307 0.31 |Q | V | | | 11+ 0 0.1329 0.31 |Q | V | | | 11+ 5 0.1350 0.31 |Q | V | | | 11+10 0.1370 0.30 |Q | V | | | 11+15 0.1391 0.30 |Q | V | | | 11+20 0.1412 0.30 |Q | V | | | 11+25 0.1432 0.30 |Q | V | | | 11+30 0.1452 0.30 |Q | V | | | 11+35 0.1472 0.29 |Q | V | | | 11+40 0.1491 0.27 |Q | V | | | 11+45 0.1510 0.27 |Q | V | | | 11+50 0.1528 0.27 |Q | V | | | 11+55 0.1547 0.28 |Q | V | | | 12+ 0 0.1567 0.28 |Q | V | | | 12+ 5 0.1588 0.31 |Q | V | | | 12+10 0.1613 0.36 |Q | V | | | 12+15 0.1639 0.38 |Q | V | | | 12+20 0.1666 0.39 |Q | V | | | 12+25 0.1693 0.40 |Q | V | | | 12+30 0.1721 0.40 |Q | V | | | 12+35 0.1752 0.45 |Q | V | | | 12+40 0.1790 0.55 | Q | V | | | 12+45 0.1830 0.58 | Q | V | | | 12+50 0.1875 0.65 | Q | V | | | 12+55 0.1927 0.75 | Q | V | | | 13+ 0 0.1982 0.79 | Q | V| | | 13+ 5 0.2053 1.03 | Q | V | | 13+10 0.2151 1.43 | Q | |V | | 13+15 0.2259 1.56 | Q | | V | | 13+20 0.2370 1.62 | Q | | V | | 13+25 0.2485 1.67 | Q | | V | | 13+30 0.2602 1.70 | Q | | V | | 13+35 0.2695 1.36 | Q | | V | | 13+40 0.2743 0.70 | Q | | V | | 13+45 0.2779 0.52 | Q | | V | | 13+50 0.2810 0.44 |Q | | V | | 13+55 0.2837 0.40 |Q | | V | | 14+ 0 0.2863 0.37 |Q | | V | | 14+ 5 0.2895 0.47 |Q | | V | | 14+10 0.2941 0.67 | Q | | V | | 14+15 0.2991 0.73 | Q | | V| | 14+20 0.3042 0.73 | Q | | V| | 14+25 0.3089 0.68 | Q | | V | 14+30 0.3136 0.69 | Q | | V | 14+35 0.3184 0.70 | Q | | |V | 14+40 0.3233 0.71 | Q | | |V | 14+45 0.3283 0.73 | Q | | | V | 14+50 0.3332 0.70 | Q | | | V | 14+55 0.3376 0.64 | Q | | | V | 15+ 0 0.3420 0.64 | Q | | | V | 15+ 5 0.3461 0.60 | Q | | | V | 15+10 0.3498 0.54 | Q | | | V | 15+15 0.3535 0.53 | Q | | | V | 15+20 0.3570 0.50 |Q | | | V | 15+25 0.3599 0.43 |Q | | | V | 15+30 0.3629 0.43 |Q | | | V | 15+35 0.3656 0.39 |Q | | | V | 15+40 0.3679 0.33 |Q | | | V | 15+45 0.3700 0.31 |Q | | | V | 15+50 0.3721 0.30 |Q | | | V | 15+55 0.3742 0.30 |Q | | | V | 16+ 0 0.3762 0.30 |Q | | | V | 16+ 5 0.3778 0.23 Q | | | V | 16+10 0.3787 0.12 Q | | | V | 16+15 0.3793 0.09 Q | | | V | 16+20 0.3798 0.08 Q | | | V | 16+25 0.3803 0.07 Q | | | V | 16+30 0.3808 0.07 Q | | | V | 16+35 0.3812 0.06 Q | | | V | 16+40 0.3815 0.05 Q | | | V | 16+45 0.3818 0.05 Q | | | V | 16+50 0.3822 0.05 Q | | | V | 16+55 0.3825 0.05 Q | | | V | 17+ 0 0.3828 0.05 Q | | | V | 17+ 5 0.3832 0.06 Q | | | V | 17+10 0.3837 0.07 Q | | | V | 17+15 0.3842 0.07 Q | | | V | 17+20 0.3847 0.08 Q | | | V | 17+25 0.3853 0.08 Q | | | V | 17+30 0.3858 0.08 Q | | | V | 17+35 0.3863 0.08 Q | | | V | 17+40 0.3869 0.08 Q | | | V | 17+45 0.3874 0.08 Q | | | V | 17+50 0.3879 0.07 Q | | | V | 17+55 0.3884 0.07 Q | | | V | 18+ 0 0.3888 0.06 Q | | | V | 18+ 5 0.3892 0.06 Q | | | V | 18+10 0.3897 0.06 Q | | | V | 18+15 0.3901 0.06 Q | | | V | 18+20 0.3905 0.06 Q | | | V | 18+25 0.3910 0.06 Q | | | V | 18+30 0.3914 0.06 Q | | | V | 18+35 0.3918 0.06 Q | | | V | 18+40 0.3922 0.05 Q | | | V | 18+45 0.3925 0.05 Q | | | V | 18+50 0.3928 0.04 Q | | | V | 18+55 0.3930 0.04 Q | | | V | 19+ 0 0.3933 0.03 Q | | | V | 19+ 5 0.3935 0.04 Q | | | V | 19+10 0.3938 0.04 Q | | | V | 19+15 0.3941 0.05 Q | | | V | 19+20 0.3945 0.05 Q | | | V | 19+25 0.3949 0.06 Q | | | V | 19+30 0.3953 0.06 Q | | | V | 19+35 0.3957 0.06 Q | | | V | 19+40 0.3960 0.05 Q | | | V | 19+45 0.3964 0.05 Q | | | V | 19+50 0.3967 0.04 Q | | | V | 19+55 0.3969 0.04 Q | | | V | 20+ 0 0.3971 0.03 Q | | | V | 20+ 5 0.3974 0.04 Q | | | V | 20+10 0.3977 0.04 Q | | | V | 20+15 0.3980 0.05 Q | | | V | 20+20 0.3983 0.05 Q | | | V | 20+25 0.3986 0.05 Q | | | V | 20+30 0.3989 0.05 Q | | | V | 20+35 0.3993 0.05 Q | | | V | 20+40 0.3996 0.05 Q | | | V| 20+45 0.3999 0.05 Q | | | V| 20+50 0.4002 0.04 Q | | | V| 20+55 0.4005 0.04 Q | | | V| 21+ 0 0.4007 0.03 Q | | | V| 21+ 5 0.4009 0.04 Q | | | V| 21+10 0.4012 0.04 Q | | | V| 21+15 0.4015 0.05 Q | | | V| 21+20 0.4018 0.04 Q | | | V| 21+25 0.4021 0.03 Q | | | V| 21+30 0.4023 0.03 Q | | | V| 21+35 0.4025 0.04 Q | | | V| 21+40 0.4028 0.04 Q | | | V| 21+45 0.4032 0.05 Q | | | V| 21+50 0.4034 0.04 Q | | | V| 21+55 0.4037 0.03 Q | | | V| 22+ 0 0.4039 0.03 Q | | | V| 22+ 5 0.4042 0.04 Q | | | V| 22+10 0.4045 0.04 Q | | | V| 22+15 0.4048 0.05 Q | | | V| 22+20 0.4051 0.04 Q | | | V| 22+25 0.4053 0.03 Q | | | V| 22+30 0.4055 0.03 Q | | | V| 22+35 0.4057 0.03 Q | | | V| 22+40 0.4060 0.03 Q | | | V| 22+45 0.4062 0.03 Q | | | V| 22+50 0.4064 0.03 Q | | | V| 22+55 0.4066 0.03 Q | | | V| 23+ 0 0.4068 0.03 Q | | | V| 23+ 5 0.4070 0.03 Q | | | V| 23+10 0.4072 0.03 Q | | | V| 23+15 0.4075 0.03 Q | | | V| 23+20 0.4077 0.03 Q | | | V| 23+25 0.4079 0.03 Q | | | V| 23+30 0.4081 0.03 Q | | | V| 23+35 0.4083 0.03 Q | | | V| 23+40 0.4085 0.03 Q | | | V| 23+45 0.4088 0.03 Q | | | V| 23+50 0.4090 0.03 Q | | | V| 23+55 0.4092 0.03 Q | | | V| 24+ 0 0.4094 0.03 Q | | | V| 24+ 5 0.4096 0.02 Q | | | V| 24+10 0.4096 0.01 Q | | | V| 24+15 0.4096 0.00 Q | | | V| 24+20 0.4096 0.00 Q | | | V| 24+25 0.4097 0.00 Q | | | V| 24+30 0.4097 0.00 Q | | | V| ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 09/12/22 File: DAC212.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6094 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- EXISTING CONDITIONS AREA C 2-YR 1-HR -------------------------------------------------------------------- Drainage Area = 7.46(Ac.) = 0.012 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 7.46(Ac.) = 0.012 Sq. Mi. Length along longest watercourse = 815.00(Ft.) Length along longest watercourse measured to centroid = 490.00(Ft.) Length along longest watercourse = 0.154 Mi. Length along longest watercourse measured to centroid = 0.093 Mi. Difference in elevation = 21.00(Ft.) Slope along watercourse = 136.0491 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.056 Hr. Lag time = 3.38 Min. 25% of lag time = 0.85 Min. 40% of lag time = 1.35 Min. Unit time = 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 7.46 0.59 4.40 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 7.46 1.45 10.82 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 0.590(In) Area Averaged 100-Year Rainfall = 1.450(In) Point rain (area averaged) = 0.590(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 0.590(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 7.460 78.00 0.000 Total Area Entered = 7.46(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 78.0 78.0 0.268 0.000 0.268 1.000 0.268 Sum (F) = 0.268 Area averaged mean soil loss (F) (In/Hr) = 0.268 Minimum soil loss rate ((In/Hr)) = 0.134 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 --------------------------------------------------------------------- Slope of intensity-duration curve for a 1 hour storm =0.4800 ---------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 147.766 32.630 2.453 2 0.167 295.533 47.172 3.547 3 0.250 443.299 11.314 0.851 4 0.333 591.066 4.951 0.372 5 0.417 738.832 2.534 0.190 6 0.500 886.599 1.399 0.105 Sum = 100.000 Sum= 7.518 ----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 4.40 0.311 0.268 ( 0.280) 0.044 2 0.17 4.50 0.319 0.268 ( 0.287) 0.051 3 0.25 5.40 0.382 0.268 ( 0.344) 0.115 4 0.33 5.40 0.382 0.268 ( 0.344) 0.115 5 0.42 5.70 0.404 0.268 ( 0.363) 0.136 6 0.50 6.40 0.453 0.268 ( 0.408) 0.185 7 0.58 7.90 0.559 0.268 ( 0.503) 0.292 8 0.67 9.10 0.644 0.268 ( 0.580) 0.377 9 0.75 12.80 0.906 0.268 ( 0.816) 0.639 10 0.83 25.60 1.812 0.268 ( 1.631) 1.545 11 0.92 7.90 0.559 0.268 ( 0.503) 0.292 12 1.00 4.90 0.347 0.268 ( 0.312) 0.079 (Loss Rate Not Used) Sum = 100.0 Sum = 3.9 Flood volume = Effective rainfall 0.32(In) times area 7.5(Ac.)/[(In)/(Ft.)] = 0.2(Ac.Ft) Total soil loss = 0.27(In) Total soil loss = 0.166(Ac.Ft) Total rainfall = 0.59(In) Flood volume = 8729.4 Cubic Feet Total soil loss = 7246.6 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 6.956(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0007 0.11 Q | | | | 0+10 0.0027 0.28 VQ | | | | 0+15 0.0061 0.50 |Q | | | | 0+20 0.0113 0.75 | Q | | | | 0+25 0.0172 0.87 | Q | | | | 0+30 0.0248 1.09 | Q | | | | 0+35 0.0355 1.56 | QV | | | | 0+40 0.0507 2.20 | Q V | | | 0+45 0.0731 3.26 | | QV | | | 0+50 0.1181 6.54 | | | V Q | | 0+55 0.1660 6.96 | | | Q | V | 1+ 0 0.1859 2.88 | |Q | | V | 1+ 5 0.1946 1.27 | Q | | | V | 1+10 0.1983 0.54 | Q | | | V| 1+15 0.2000 0.25 Q | | | V| 1+20 0.2003 0.05 Q | | | V| 1+25 0.2004 0.01 Q | | | V ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 09/12/22 File: DAC232.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6094 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- EXISTING CONDITIONS AREA C 2-YR 3-HR -------------------------------------------------------------------- Drainage Area = 7.46(Ac.) = 0.012 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 7.46(Ac.) = 0.012 Sq. Mi. Length along longest watercourse = 815.00(Ft.) Length along longest watercourse measured to centroid = 490.00(Ft.) Length along longest watercourse = 0.154 Mi. Length along longest watercourse measured to centroid = 0.093 Mi. Difference in elevation = 21.00(Ft.) Slope along watercourse = 136.0491 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.056 Hr. Lag time = 3.38 Min. 25% of lag time = 0.85 Min. 40% of lag time = 1.35 Min. Unit time = 5.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 7.46 1.00 7.46 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 7.46 2.50 18.65 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 1.000(In) Area Averaged 100-Year Rainfall = 2.500(In) Point rain (area averaged) = 1.000(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 1.000(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 7.460 78.00 0.000 Total Area Entered = 7.46(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 78.0 78.0 0.268 0.000 0.268 1.000 0.268 Sum (F) = 0.268 Area averaged mean soil loss (F) (In/Hr) = 0.268 Minimum soil loss rate ((In/Hr)) = 0.134 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 --------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 147.766 32.630 2.453 2 0.167 295.533 47.172 3.547 3 0.250 443.299 11.314 0.851 4 0.333 591.066 4.951 0.372 5 0.417 738.832 2.534 0.190 6 0.500 886.599 1.399 0.105 Sum = 100.000 Sum= 7.518 ----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 1.30 0.156 ( 0.268) 0.140 0.016 2 0.17 1.30 0.156 ( 0.268) 0.140 0.016 3 0.25 1.10 0.132 ( 0.268) 0.119 0.013 4 0.33 1.50 0.180 ( 0.268) 0.162 0.018 5 0.42 1.50 0.180 ( 0.268) 0.162 0.018 6 0.50 1.80 0.216 ( 0.268) 0.194 0.022 7 0.58 1.50 0.180 ( 0.268) 0.162 0.018 8 0.67 1.80 0.216 ( 0.268) 0.194 0.022 9 0.75 1.80 0.216 ( 0.268) 0.194 0.022 10 0.83 1.50 0.180 ( 0.268) 0.162 0.018 11 0.92 1.60 0.192 ( 0.268) 0.173 0.019 12 1.00 1.80 0.216 ( 0.268) 0.194 0.022 13 1.08 2.20 0.264 ( 0.268) 0.238 0.026 14 1.17 2.20 0.264 ( 0.268) 0.238 0.026 15 1.25 2.20 0.264 ( 0.268) 0.238 0.026 16 1.33 2.00 0.240 ( 0.268) 0.216 0.024 17 1.42 2.60 0.312 0.268 ( 0.281) 0.044 18 1.50 2.70 0.324 0.268 ( 0.292) 0.056 19 1.58 2.40 0.288 ( 0.268) 0.259 0.029 20 1.67 2.70 0.324 0.268 ( 0.292) 0.056 21 1.75 3.30 0.396 0.268 ( 0.356) 0.128 22 1.83 3.10 0.372 0.268 ( 0.335) 0.104 23 1.92 2.90 0.348 0.268 ( 0.313) 0.080 24 2.00 3.00 0.360 0.268 ( 0.324) 0.092 25 2.08 3.10 0.372 0.268 ( 0.335) 0.104 26 2.17 4.20 0.504 0.268 ( 0.454) 0.236 27 2.25 5.00 0.600 0.268 ( 0.540) 0.332 28 2.33 3.50 0.420 0.268 ( 0.378) 0.152 29 2.42 6.80 0.816 0.268 ( 0.734) 0.548 30 2.50 7.30 0.876 0.268 ( 0.788) 0.608 31 2.58 8.20 0.984 0.268 ( 0.886) 0.716 32 2.67 5.90 0.708 0.268 ( 0.637) 0.440 33 2.75 2.00 0.240 ( 0.268) 0.216 0.024 34 2.83 1.80 0.216 ( 0.268) 0.194 0.022 35 2.92 1.80 0.216 ( 0.268) 0.194 0.022 36 3.00 0.60 0.072 ( 0.268) 0.065 0.007 (Loss Rate Not Used) Sum = 100.0 Sum = 4.1 Flood volume = Effective rainfall 0.34(In) times area 7.5(Ac.)/[(In)/(Ft.)] = 0.2(Ac.Ft) Total soil loss = 0.66(In) Total soil loss = 0.408(Ac.Ft) Total rainfall = 1.00(In) Flood volume = 9320.3 Cubic Feet Total soil loss = 17758.6 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 4.529(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0003 0.04 Q | | | | 0+10 0.0009 0.09 Q | | | | 0+15 0.0016 0.10 Q | | | | 0+20 0.0024 0.11 Q | | | | 0+25 0.0032 0.13 Q | | | | 0+30 0.0042 0.14 Q | | | | 0+35 0.0052 0.15 Q | | | | 0+40 0.0062 0.15 QV | | | | 0+45 0.0073 0.16 QV | | | | 0+50 0.0084 0.15 QV | | | | 0+55 0.0094 0.14 QV | | | | 1+ 0 0.0104 0.15 QV | | | | 1+ 5 0.0116 0.17 Q V | | | | 1+10 0.0129 0.19 Q V | | | | 1+15 0.0142 0.19 Q V | | | | 1+20 0.0155 0.19 Q V | | | | 1+25 0.0172 0.23 Q V | | | | 1+30 0.0195 0.33 |Q V | | | | 1+35 0.0217 0.33 |Q V | | | | 1+40 0.0238 0.31 |Q V | | | | 1+45 0.0278 0.57 | Q V | | | | 1+50 0.0332 0.79 | Q V | | | | 1+55 0.0381 0.71 | Q V | | | | 2+ 0 0.0426 0.66 | Q V | | | | 2+ 5 0.0476 0.72 | Q V | | | | 2+10 0.0551 1.09 | Q V | | | 2+15 0.0676 1.80 | Q | V | | | 2+20 0.0801 1.82 | Q | V | | | 2+25 0.0958 2.29 | Q| V | | | 2+30 0.1217 3.75 | | Q | V | | 2+35 0.1529 4.53 | | Q | V | | 2+40 0.1832 4.41 | | Q | | V | 2+45 0.2010 2.58 | Q | | V | 2+50 0.2075 0.95 | Q | | | V | 2+55 0.2111 0.51 | Q | | | V| 3+ 0 0.2130 0.28 |Q | | | V| 3+ 5 0.2137 0.10 Q | | | V| 3+10 0.2139 0.02 Q | | | V| 3+15 0.2139 0.01 Q | | | V| 3+20 0.2140 0.00 Q | | | V| 3+25 0.2140 0.00 Q | | | V ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 09/12/22 File: DAC262.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6094 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- EXISTING CONDITIONS AREA C 2-YR 6-HR -------------------------------------------------------------------- Drainage Area = 7.46(Ac.) = 0.012 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 7.46(Ac.) = 0.012 Sq. Mi. Length along longest watercourse = 815.00(Ft.) Length along longest watercourse measured to centroid = 490.00(Ft.) Length along longest watercourse = 0.154 Mi. Length along longest watercourse measured to centroid = 0.093 Mi. Difference in elevation = 21.00(Ft.) Slope along watercourse = 136.0491 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.056 Hr. Lag time = 3.38 Min. 25% of lag time = 0.85 Min. 40% of lag time = 1.35 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 7.46 1.40 10.44 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 7.46 3.50 26.11 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 1.400(In) Area Averaged 100-Year Rainfall = 3.500(In) Point rain (area averaged) = 1.400(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 1.400(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 7.460 78.00 0.000 Total Area Entered = 7.46(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 78.0 78.0 0.268 0.000 0.268 1.000 0.268 Sum (F) = 0.268 Area averaged mean soil loss (F) (In/Hr) = 0.268 Minimum soil loss rate ((In/Hr)) = 0.134 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 --------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 147.766 32.630 2.453 2 0.167 295.533 47.172 3.547 3 0.250 443.299 11.314 0.851 4 0.333 591.066 4.951 0.372 5 0.417 738.832 2.534 0.190 6 0.500 886.599 1.399 0.105 Sum = 100.000 Sum= 7.518 ----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.50 0.084 ( 0.268) 0.076 0.008 2 0.17 0.60 0.101 ( 0.268) 0.091 0.010 3 0.25 0.60 0.101 ( 0.268) 0.091 0.010 4 0.33 0.60 0.101 ( 0.268) 0.091 0.010 5 0.42 0.60 0.101 ( 0.268) 0.091 0.010 6 0.50 0.70 0.118 ( 0.268) 0.106 0.012 7 0.58 0.70 0.118 ( 0.268) 0.106 0.012 8 0.67 0.70 0.118 ( 0.268) 0.106 0.012 9 0.75 0.70 0.118 ( 0.268) 0.106 0.012 10 0.83 0.70 0.118 ( 0.268) 0.106 0.012 11 0.92 0.70 0.118 ( 0.268) 0.106 0.012 12 1.00 0.80 0.134 ( 0.268) 0.121 0.013 13 1.08 0.80 0.134 ( 0.268) 0.121 0.013 14 1.17 0.80 0.134 ( 0.268) 0.121 0.013 15 1.25 0.80 0.134 ( 0.268) 0.121 0.013 16 1.33 0.80 0.134 ( 0.268) 0.121 0.013 17 1.42 0.80 0.134 ( 0.268) 0.121 0.013 18 1.50 0.80 0.134 ( 0.268) 0.121 0.013 19 1.58 0.80 0.134 ( 0.268) 0.121 0.013 20 1.67 0.80 0.134 ( 0.268) 0.121 0.013 21 1.75 0.80 0.134 ( 0.268) 0.121 0.013 22 1.83 0.80 0.134 ( 0.268) 0.121 0.013 23 1.92 0.80 0.134 ( 0.268) 0.121 0.013 24 2.00 0.90 0.151 ( 0.268) 0.136 0.015 25 2.08 0.80 0.134 ( 0.268) 0.121 0.013 26 2.17 0.90 0.151 ( 0.268) 0.136 0.015 27 2.25 0.90 0.151 ( 0.268) 0.136 0.015 28 2.33 0.90 0.151 ( 0.268) 0.136 0.015 29 2.42 0.90 0.151 ( 0.268) 0.136 0.015 30 2.50 0.90 0.151 ( 0.268) 0.136 0.015 31 2.58 0.90 0.151 ( 0.268) 0.136 0.015 32 2.67 0.90 0.151 ( 0.268) 0.136 0.015 33 2.75 1.00 0.168 ( 0.268) 0.151 0.017 34 2.83 1.00 0.168 ( 0.268) 0.151 0.017 35 2.92 1.00 0.168 ( 0.268) 0.151 0.017 36 3.00 1.00 0.168 ( 0.268) 0.151 0.017 37 3.08 1.00 0.168 ( 0.268) 0.151 0.017 38 3.17 1.10 0.185 ( 0.268) 0.166 0.018 39 3.25 1.10 0.185 ( 0.268) 0.166 0.018 40 3.33 1.10 0.185 ( 0.268) 0.166 0.018 41 3.42 1.20 0.202 ( 0.268) 0.181 0.020 42 3.50 1.30 0.218 ( 0.268) 0.197 0.022 43 3.58 1.40 0.235 ( 0.268) 0.212 0.024 44 3.67 1.40 0.235 ( 0.268) 0.212 0.024 45 3.75 1.50 0.252 ( 0.268) 0.227 0.025 46 3.83 1.50 0.252 ( 0.268) 0.227 0.025 47 3.92 1.60 0.269 ( 0.268) 0.242 0.027 48 4.00 1.60 0.269 ( 0.268) 0.242 0.027 49 4.08 1.70 0.286 ( 0.268) 0.257 0.029 50 4.17 1.80 0.302 0.268 ( 0.272) 0.035 51 4.25 1.90 0.319 0.268 ( 0.287) 0.052 52 4.33 2.00 0.336 0.268 ( 0.302) 0.068 53 4.42 2.10 0.353 0.268 ( 0.318) 0.085 54 4.50 2.10 0.353 0.268 ( 0.318) 0.085 55 4.58 2.20 0.370 0.268 ( 0.333) 0.102 56 4.67 2.30 0.386 0.268 ( 0.348) 0.119 57 4.75 2.40 0.403 0.268 ( 0.363) 0.136 58 4.83 2.40 0.403 0.268 ( 0.363) 0.136 59 4.92 2.50 0.420 0.268 ( 0.378) 0.152 60 5.00 2.60 0.437 0.268 ( 0.393) 0.169 61 5.08 3.10 0.521 0.268 ( 0.469) 0.253 62 5.17 3.60 0.605 0.268 ( 0.544) 0.337 63 5.25 3.90 0.655 0.268 ( 0.590) 0.388 64 5.33 4.20 0.706 0.268 ( 0.635) 0.438 65 5.42 4.70 0.790 0.268 ( 0.711) 0.522 66 5.50 5.60 0.941 0.268 ( 0.847) 0.673 67 5.58 1.90 0.319 0.268 ( 0.287) 0.052 68 5.67 0.90 0.151 ( 0.268) 0.136 0.015 69 5.75 0.60 0.101 ( 0.268) 0.091 0.010 70 5.83 0.50 0.084 ( 0.268) 0.076 0.008 71 5.92 0.30 0.050 ( 0.268) 0.045 0.005 72 6.00 0.20 0.034 ( 0.268) 0.030 0.003 (Loss Rate Not Used) Sum = 100.0 Sum = 4.6 Flood volume = Effective rainfall 0.38(In) times area 7.5(Ac.)/[(In)/(Ft.)] = 0.2(Ac.Ft) Total soil loss = 1.02(In) Total soil loss = 0.631(Ac.Ft) Total rainfall = 1.40(In) Flood volume = 10424.6 Cubic Feet Total soil loss = 27486.1 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 4.112(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0001 0.02 Q | | | | 0+10 0.0005 0.05 Q | | | | 0+15 0.0010 0.07 Q | | | | 0+20 0.0015 0.07 Q | | | | 0+25 0.0020 0.07 Q | | | | 0+30 0.0025 0.08 Q | | | | 0+35 0.0031 0.09 Q | | | | 0+40 0.0037 0.09 Q | | | | 0+45 0.0043 0.09 Q | | | | 0+50 0.0049 0.09 Q | | | | 0+55 0.0056 0.09 Q | | | | 1+ 0 0.0062 0.09 QV | | | | 1+ 5 0.0069 0.10 QV | | | | 1+10 0.0076 0.10 QV | | | | 1+15 0.0083 0.10 QV | | | | 1+20 0.0090 0.10 QV | | | | 1+25 0.0096 0.10 QV | | | | 1+30 0.0103 0.10 QV | | | | 1+35 0.0110 0.10 QV | | | | 1+40 0.0117 0.10 QV | | | | 1+45 0.0124 0.10 Q V | | | | 1+50 0.0131 0.10 Q V | | | | 1+55 0.0138 0.10 Q V | | | | 2+ 0 0.0146 0.11 Q V | | | | 2+ 5 0.0153 0.11 Q V | | | | 2+10 0.0160 0.11 Q V | | | | 2+15 0.0168 0.11 Q V | | | | 2+20 0.0176 0.11 Q V | | | | 2+25 0.0184 0.11 Q V | | | | 2+30 0.0191 0.11 Q V | | | | 2+35 0.0199 0.11 Q V | | | | 2+40 0.0207 0.11 Q V | | | | 2+45 0.0215 0.12 Q V | | | | 2+50 0.0224 0.12 Q V | | | | 2+55 0.0232 0.13 Q V | | | | 3+ 0 0.0241 0.13 Q V | | | | 3+ 5 0.0250 0.13 Q V | | | | 3+10 0.0259 0.13 Q V | | | | 3+15 0.0268 0.14 Q V | | | | 3+20 0.0278 0.14 Q V | | | | 3+25 0.0287 0.14 Q V | | | | 3+30 0.0298 0.15 Q V | | | | 3+35 0.0309 0.16 Q V | | | | 3+40 0.0321 0.17 Q V | | | | 3+45 0.0333 0.18 Q V | | | | 3+50 0.0346 0.19 Q V | | | | 3+55 0.0360 0.19 Q V | | | | 4+ 0 0.0373 0.20 Q V | | | | 4+ 5 0.0387 0.21 Q V | | | | 4+10 0.0403 0.23 Q V | | | | 4+15 0.0423 0.29 |Q V | | | | 4+20 0.0451 0.40 |Q V | | | | 4+25 0.0486 0.52 | Q V | | | | 4+30 0.0527 0.60 | Q V | | | | 4+35 0.0573 0.66 | Q V| | | | 4+40 0.0627 0.78 | Q V | | | 4+45 0.0688 0.90 | Q |V | | | 4+50 0.0756 0.98 | Q | V | | | 4+55 0.0828 1.04 | Q | V | | | 5+ 0 0.0907 1.16 | Q | V | | | 5+ 5 0.1006 1.44 | Q | V | | | 5+10 0.1142 1.97 | Q | V| | | 5+15 0.1312 2.47 | Q| |V | | 5+20 0.1510 2.88 | |Q | V | | 5+25 0.1741 3.36 | | Q | V| | 5+30 0.2025 4.11 | | Q | | V | 5+35 0.2247 3.23 | | Q | | V | 5+40 0.2324 1.11 | Q | | | V | 5+45 0.2359 0.52 | Q | | | V| 5+50 0.2378 0.27 |Q | | | V| 5+55 0.2388 0.14 Q | | | V| 6+ 0 0.2391 0.05 Q | | | V| 6+ 5 0.2392 0.02 Q | | | V| 6+10 0.2393 0.01 Q | | | V| 6+15 0.2393 0.00 Q | | | V| 6+20 0.2393 0.00 Q | | | V| 6+25 0.2393 0.00 Q | | | V| ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 09/12/22 File: DAC2242.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6094 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- EXISTING CONDITIONS AREA C 2-YR 24-HR -------------------------------------------------------------------- Drainage Area = 7.46(Ac.) = 0.012 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 7.46(Ac.) = 0.012 Sq. Mi. Length along longest watercourse = 815.00(Ft.) Length along longest watercourse measured to centroid = 490.00(Ft.) Length along longest watercourse = 0.154 Mi. Length along longest watercourse measured to centroid = 0.093 Mi. Difference in elevation = 21.00(Ft.) Slope along watercourse = 136.0491 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.056 Hr. Lag time = 3.38 Min. 25% of lag time = 0.85 Min. 40% of lag time = 1.35 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 7.46 2.50 18.65 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 7.46 6.00 44.76 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 2.500(In) Area Averaged 100-Year Rainfall = 6.000(In) Point rain (area averaged) = 2.500(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.500(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 7.460 78.00 0.000 Total Area Entered = 7.46(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 78.0 78.0 0.268 0.000 0.268 1.000 0.268 Sum (F) = 0.268 Area averaged mean soil loss (F) (In/Hr) = 0.268 Minimum soil loss rate ((In/Hr)) = 0.134 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 --------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 147.766 32.630 2.453 2 0.167 295.533 47.172 3.547 3 0.250 443.299 11.314 0.851 4 0.333 591.066 4.951 0.372 5 0.417 738.832 2.534 0.190 6 0.500 886.599 1.399 0.105 Sum = 100.000 Sum= 7.518 ----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.07 0.020 ( 0.474) 0.018 0.002 2 0.17 0.07 0.020 ( 0.473) 0.018 0.002 3 0.25 0.07 0.020 ( 0.471) 0.018 0.002 4 0.33 0.10 0.030 ( 0.469) 0.027 0.003 5 0.42 0.10 0.030 ( 0.467) 0.027 0.003 6 0.50 0.10 0.030 ( 0.465) 0.027 0.003 7 0.58 0.10 0.030 ( 0.463) 0.027 0.003 8 0.67 0.10 0.030 ( 0.462) 0.027 0.003 9 0.75 0.10 0.030 ( 0.460) 0.027 0.003 10 0.83 0.13 0.040 ( 0.458) 0.036 0.004 11 0.92 0.13 0.040 ( 0.456) 0.036 0.004 12 1.00 0.13 0.040 ( 0.454) 0.036 0.004 13 1.08 0.10 0.030 ( 0.453) 0.027 0.003 14 1.17 0.10 0.030 ( 0.451) 0.027 0.003 15 1.25 0.10 0.030 ( 0.449) 0.027 0.003 16 1.33 0.10 0.030 ( 0.447) 0.027 0.003 17 1.42 0.10 0.030 ( 0.445) 0.027 0.003 18 1.50 0.10 0.030 ( 0.444) 0.027 0.003 19 1.58 0.10 0.030 ( 0.442) 0.027 0.003 20 1.67 0.10 0.030 ( 0.440) 0.027 0.003 21 1.75 0.10 0.030 ( 0.438) 0.027 0.003 22 1.83 0.13 0.040 ( 0.437) 0.036 0.004 23 1.92 0.13 0.040 ( 0.435) 0.036 0.004 24 2.00 0.13 0.040 ( 0.433) 0.036 0.004 25 2.08 0.13 0.040 ( 0.431) 0.036 0.004 26 2.17 0.13 0.040 ( 0.430) 0.036 0.004 27 2.25 0.13 0.040 ( 0.428) 0.036 0.004 28 2.33 0.13 0.040 ( 0.426) 0.036 0.004 29 2.42 0.13 0.040 ( 0.424) 0.036 0.004 30 2.50 0.13 0.040 ( 0.423) 0.036 0.004 31 2.58 0.17 0.050 ( 0.421) 0.045 0.005 32 2.67 0.17 0.050 ( 0.419) 0.045 0.005 33 2.75 0.17 0.050 ( 0.417) 0.045 0.005 34 2.83 0.17 0.050 ( 0.416) 0.045 0.005 35 2.92 0.17 0.050 ( 0.414) 0.045 0.005 36 3.00 0.17 0.050 ( 0.412) 0.045 0.005 37 3.08 0.17 0.050 ( 0.411) 0.045 0.005 38 3.17 0.17 0.050 ( 0.409) 0.045 0.005 39 3.25 0.17 0.050 ( 0.407) 0.045 0.005 40 3.33 0.17 0.050 ( 0.405) 0.045 0.005 41 3.42 0.17 0.050 ( 0.404) 0.045 0.005 42 3.50 0.17 0.050 ( 0.402) 0.045 0.005 43 3.58 0.17 0.050 ( 0.400) 0.045 0.005 44 3.67 0.17 0.050 ( 0.399) 0.045 0.005 45 3.75 0.17 0.050 ( 0.397) 0.045 0.005 46 3.83 0.20 0.060 ( 0.395) 0.054 0.006 47 3.92 0.20 0.060 ( 0.394) 0.054 0.006 48 4.00 0.20 0.060 ( 0.392) 0.054 0.006 49 4.08 0.20 0.060 ( 0.390) 0.054 0.006 50 4.17 0.20 0.060 ( 0.389) 0.054 0.006 51 4.25 0.20 0.060 ( 0.387) 0.054 0.006 52 4.33 0.23 0.070 ( 0.385) 0.063 0.007 53 4.42 0.23 0.070 ( 0.384) 0.063 0.007 54 4.50 0.23 0.070 ( 0.382) 0.063 0.007 55 4.58 0.23 0.070 ( 0.381) 0.063 0.007 56 4.67 0.23 0.070 ( 0.379) 0.063 0.007 57 4.75 0.23 0.070 ( 0.377) 0.063 0.007 58 4.83 0.27 0.080 ( 0.376) 0.072 0.008 59 4.92 0.27 0.080 ( 0.374) 0.072 0.008 60 5.00 0.27 0.080 ( 0.372) 0.072 0.008 61 5.08 0.20 0.060 ( 0.371) 0.054 0.006 62 5.17 0.20 0.060 ( 0.369) 0.054 0.006 63 5.25 0.20 0.060 ( 0.368) 0.054 0.006 64 5.33 0.23 0.070 ( 0.366) 0.063 0.007 65 5.42 0.23 0.070 ( 0.364) 0.063 0.007 66 5.50 0.23 0.070 ( 0.363) 0.063 0.007 67 5.58 0.27 0.080 ( 0.361) 0.072 0.008 68 5.67 0.27 0.080 ( 0.360) 0.072 0.008 69 5.75 0.27 0.080 ( 0.358) 0.072 0.008 70 5.83 0.27 0.080 ( 0.356) 0.072 0.008 71 5.92 0.27 0.080 ( 0.355) 0.072 0.008 72 6.00 0.27 0.080 ( 0.353) 0.072 0.008 73 6.08 0.30 0.090 ( 0.352) 0.081 0.009 74 6.17 0.30 0.090 ( 0.350) 0.081 0.009 75 6.25 0.30 0.090 ( 0.349) 0.081 0.009 76 6.33 0.30 0.090 ( 0.347) 0.081 0.009 77 6.42 0.30 0.090 ( 0.345) 0.081 0.009 78 6.50 0.30 0.090 ( 0.344) 0.081 0.009 79 6.58 0.33 0.100 ( 0.342) 0.090 0.010 80 6.67 0.33 0.100 ( 0.341) 0.090 0.010 81 6.75 0.33 0.100 ( 0.339) 0.090 0.010 82 6.83 0.33 0.100 ( 0.338) 0.090 0.010 83 6.92 0.33 0.100 ( 0.336) 0.090 0.010 84 7.00 0.33 0.100 ( 0.335) 0.090 0.010 85 7.08 0.33 0.100 ( 0.333) 0.090 0.010 86 7.17 0.33 0.100 ( 0.332) 0.090 0.010 87 7.25 0.33 0.100 ( 0.330) 0.090 0.010 88 7.33 0.37 0.110 ( 0.329) 0.099 0.011 89 7.42 0.37 0.110 ( 0.327) 0.099 0.011 90 7.50 0.37 0.110 ( 0.326) 0.099 0.011 91 7.58 0.40 0.120 ( 0.324) 0.108 0.012 92 7.67 0.40 0.120 ( 0.323) 0.108 0.012 93 7.75 0.40 0.120 ( 0.321) 0.108 0.012 94 7.83 0.43 0.130 ( 0.320) 0.117 0.013 95 7.92 0.43 0.130 ( 0.318) 0.117 0.013 96 8.00 0.43 0.130 ( 0.317) 0.117 0.013 97 8.08 0.50 0.150 ( 0.315) 0.135 0.015 98 8.17 0.50 0.150 ( 0.314) 0.135 0.015 99 8.25 0.50 0.150 ( 0.312) 0.135 0.015 100 8.33 0.50 0.150 ( 0.311) 0.135 0.015 101 8.42 0.50 0.150 ( 0.309) 0.135 0.015 102 8.50 0.50 0.150 ( 0.308) 0.135 0.015 103 8.58 0.53 0.160 ( 0.306) 0.144 0.016 104 8.67 0.53 0.160 ( 0.305) 0.144 0.016 105 8.75 0.53 0.160 ( 0.304) 0.144 0.016 106 8.83 0.57 0.170 ( 0.302) 0.153 0.017 107 8.92 0.57 0.170 ( 0.301) 0.153 0.017 108 9.00 0.57 0.170 ( 0.299) 0.153 0.017 109 9.08 0.63 0.190 ( 0.298) 0.171 0.019 110 9.17 0.63 0.190 ( 0.296) 0.171 0.019 111 9.25 0.63 0.190 ( 0.295) 0.171 0.019 112 9.33 0.67 0.200 ( 0.294) 0.180 0.020 113 9.42 0.67 0.200 ( 0.292) 0.180 0.020 114 9.50 0.67 0.200 ( 0.291) 0.180 0.020 115 9.58 0.70 0.210 ( 0.289) 0.189 0.021 116 9.67 0.70 0.210 ( 0.288) 0.189 0.021 117 9.75 0.70 0.210 ( 0.287) 0.189 0.021 118 9.83 0.73 0.220 ( 0.285) 0.198 0.022 119 9.92 0.73 0.220 ( 0.284) 0.198 0.022 120 10.00 0.73 0.220 ( 0.283) 0.198 0.022 121 10.08 0.50 0.150 ( 0.281) 0.135 0.015 122 10.17 0.50 0.150 ( 0.280) 0.135 0.015 123 10.25 0.50 0.150 ( 0.278) 0.135 0.015 124 10.33 0.50 0.150 ( 0.277) 0.135 0.015 125 10.42 0.50 0.150 ( 0.276) 0.135 0.015 126 10.50 0.50 0.150 ( 0.274) 0.135 0.015 127 10.58 0.67 0.200 ( 0.273) 0.180 0.020 128 10.67 0.67 0.200 ( 0.272) 0.180 0.020 129 10.75 0.67 0.200 ( 0.270) 0.180 0.020 130 10.83 0.67 0.200 ( 0.269) 0.180 0.020 131 10.92 0.67 0.200 ( 0.268) 0.180 0.020 132 11.00 0.67 0.200 ( 0.266) 0.180 0.020 133 11.08 0.63 0.190 ( 0.265) 0.171 0.019 134 11.17 0.63 0.190 ( 0.264) 0.171 0.019 135 11.25 0.63 0.190 ( 0.263) 0.171 0.019 136 11.33 0.63 0.190 ( 0.261) 0.171 0.019 137 11.42 0.63 0.190 ( 0.260) 0.171 0.019 138 11.50 0.63 0.190 ( 0.259) 0.171 0.019 139 11.58 0.57 0.170 ( 0.257) 0.153 0.017 140 11.67 0.57 0.170 ( 0.256) 0.153 0.017 141 11.75 0.57 0.170 ( 0.255) 0.153 0.017 142 11.83 0.60 0.180 ( 0.254) 0.162 0.018 143 11.92 0.60 0.180 ( 0.252) 0.162 0.018 144 12.00 0.60 0.180 ( 0.251) 0.162 0.018 145 12.08 0.83 0.250 ( 0.250) 0.225 0.025 146 12.17 0.83 0.250 ( 0.249) 0.225 0.025 147 12.25 0.83 0.250 ( 0.247) 0.225 0.025 148 12.33 0.87 0.260 ( 0.246) 0.234 0.026 149 12.42 0.87 0.260 ( 0.245) 0.234 0.026 150 12.50 0.87 0.260 ( 0.244) 0.234 0.026 151 12.58 0.93 0.280 0.242 ( 0.252) 0.038 152 12.67 0.93 0.280 0.241 ( 0.252) 0.039 153 12.75 0.93 0.280 0.240 ( 0.252) 0.040 154 12.83 0.97 0.290 0.239 ( 0.261) 0.051 155 12.92 0.97 0.290 0.238 ( 0.261) 0.052 156 13.00 0.97 0.290 0.236 ( 0.261) 0.054 157 13.08 1.13 0.340 0.235 ( 0.306) 0.105 158 13.17 1.13 0.340 0.234 ( 0.306) 0.106 159 13.25 1.13 0.340 0.233 ( 0.306) 0.107 160 13.33 1.13 0.340 0.232 ( 0.306) 0.108 161 13.42 1.13 0.340 0.230 ( 0.306) 0.110 162 13.50 1.13 0.340 0.229 ( 0.306) 0.111 163 13.58 0.77 0.230 ( 0.228) 0.207 0.023 164 13.67 0.77 0.230 ( 0.227) 0.207 0.023 165 13.75 0.77 0.230 ( 0.226) 0.207 0.023 166 13.83 0.77 0.230 ( 0.225) 0.207 0.023 167 13.92 0.77 0.230 ( 0.223) 0.207 0.023 168 14.00 0.77 0.230 ( 0.222) 0.207 0.023 169 14.08 0.90 0.270 0.221 ( 0.243) 0.049 170 14.17 0.90 0.270 0.220 ( 0.243) 0.050 171 14.25 0.90 0.270 0.219 ( 0.243) 0.051 172 14.33 0.87 0.260 0.218 ( 0.234) 0.042 173 14.42 0.87 0.260 0.217 ( 0.234) 0.043 174 14.50 0.87 0.260 0.216 ( 0.234) 0.044 175 14.58 0.87 0.260 0.214 ( 0.234) 0.046 176 14.67 0.87 0.260 0.213 ( 0.234) 0.047 177 14.75 0.87 0.260 0.212 ( 0.234) 0.048 178 14.83 0.83 0.250 0.211 ( 0.225) 0.039 179 14.92 0.83 0.250 0.210 ( 0.225) 0.040 180 15.00 0.83 0.250 0.209 ( 0.225) 0.041 181 15.08 0.80 0.240 0.208 ( 0.216) 0.032 182 15.17 0.80 0.240 0.207 ( 0.216) 0.033 183 15.25 0.80 0.240 0.206 ( 0.216) 0.034 184 15.33 0.77 0.230 0.205 ( 0.207) 0.025 185 15.42 0.77 0.230 0.204 ( 0.207) 0.026 186 15.50 0.77 0.230 0.203 ( 0.207) 0.027 187 15.58 0.63 0.190 ( 0.202) 0.171 0.019 188 15.67 0.63 0.190 ( 0.201) 0.171 0.019 189 15.75 0.63 0.190 ( 0.200) 0.171 0.019 190 15.83 0.63 0.190 ( 0.199) 0.171 0.019 191 15.92 0.63 0.190 ( 0.198) 0.171 0.019 192 16.00 0.63 0.190 ( 0.197) 0.171 0.019 193 16.08 0.13 0.040 ( 0.196) 0.036 0.004 194 16.17 0.13 0.040 ( 0.195) 0.036 0.004 195 16.25 0.13 0.040 ( 0.194) 0.036 0.004 196 16.33 0.13 0.040 ( 0.193) 0.036 0.004 197 16.42 0.13 0.040 ( 0.192) 0.036 0.004 198 16.50 0.13 0.040 ( 0.191) 0.036 0.004 199 16.58 0.10 0.030 ( 0.190) 0.027 0.003 200 16.67 0.10 0.030 ( 0.189) 0.027 0.003 201 16.75 0.10 0.030 ( 0.188) 0.027 0.003 202 16.83 0.10 0.030 ( 0.187) 0.027 0.003 203 16.92 0.10 0.030 ( 0.186) 0.027 0.003 204 17.00 0.10 0.030 ( 0.185) 0.027 0.003 205 17.08 0.17 0.050 ( 0.184) 0.045 0.005 206 17.17 0.17 0.050 ( 0.183) 0.045 0.005 207 17.25 0.17 0.050 ( 0.182) 0.045 0.005 208 17.33 0.17 0.050 ( 0.181) 0.045 0.005 209 17.42 0.17 0.050 ( 0.180) 0.045 0.005 210 17.50 0.17 0.050 ( 0.179) 0.045 0.005 211 17.58 0.17 0.050 ( 0.178) 0.045 0.005 212 17.67 0.17 0.050 ( 0.178) 0.045 0.005 213 17.75 0.17 0.050 ( 0.177) 0.045 0.005 214 17.83 0.13 0.040 ( 0.176) 0.036 0.004 215 17.92 0.13 0.040 ( 0.175) 0.036 0.004 216 18.00 0.13 0.040 ( 0.174) 0.036 0.004 217 18.08 0.13 0.040 ( 0.173) 0.036 0.004 218 18.17 0.13 0.040 ( 0.172) 0.036 0.004 219 18.25 0.13 0.040 ( 0.172) 0.036 0.004 220 18.33 0.13 0.040 ( 0.171) 0.036 0.004 221 18.42 0.13 0.040 ( 0.170) 0.036 0.004 222 18.50 0.13 0.040 ( 0.169) 0.036 0.004 223 18.58 0.10 0.030 ( 0.168) 0.027 0.003 224 18.67 0.10 0.030 ( 0.167) 0.027 0.003 225 18.75 0.10 0.030 ( 0.167) 0.027 0.003 226 18.83 0.07 0.020 ( 0.166) 0.018 0.002 227 18.92 0.07 0.020 ( 0.165) 0.018 0.002 228 19.00 0.07 0.020 ( 0.164) 0.018 0.002 229 19.08 0.10 0.030 ( 0.163) 0.027 0.003 230 19.17 0.10 0.030 ( 0.163) 0.027 0.003 231 19.25 0.10 0.030 ( 0.162) 0.027 0.003 232 19.33 0.13 0.040 ( 0.161) 0.036 0.004 233 19.42 0.13 0.040 ( 0.160) 0.036 0.004 234 19.50 0.13 0.040 ( 0.160) 0.036 0.004 235 19.58 0.10 0.030 ( 0.159) 0.027 0.003 236 19.67 0.10 0.030 ( 0.158) 0.027 0.003 237 19.75 0.10 0.030 ( 0.157) 0.027 0.003 238 19.83 0.07 0.020 ( 0.157) 0.018 0.002 239 19.92 0.07 0.020 ( 0.156) 0.018 0.002 240 20.00 0.07 0.020 ( 0.155) 0.018 0.002 241 20.08 0.10 0.030 ( 0.155) 0.027 0.003 242 20.17 0.10 0.030 ( 0.154) 0.027 0.003 243 20.25 0.10 0.030 ( 0.153) 0.027 0.003 244 20.33 0.10 0.030 ( 0.153) 0.027 0.003 245 20.42 0.10 0.030 ( 0.152) 0.027 0.003 246 20.50 0.10 0.030 ( 0.151) 0.027 0.003 247 20.58 0.10 0.030 ( 0.151) 0.027 0.003 248 20.67 0.10 0.030 ( 0.150) 0.027 0.003 249 20.75 0.10 0.030 ( 0.150) 0.027 0.003 250 20.83 0.07 0.020 ( 0.149) 0.018 0.002 251 20.92 0.07 0.020 ( 0.148) 0.018 0.002 252 21.00 0.07 0.020 ( 0.148) 0.018 0.002 253 21.08 0.10 0.030 ( 0.147) 0.027 0.003 254 21.17 0.10 0.030 ( 0.147) 0.027 0.003 255 21.25 0.10 0.030 ( 0.146) 0.027 0.003 256 21.33 0.07 0.020 ( 0.145) 0.018 0.002 257 21.42 0.07 0.020 ( 0.145) 0.018 0.002 258 21.50 0.07 0.020 ( 0.144) 0.018 0.002 259 21.58 0.10 0.030 ( 0.144) 0.027 0.003 260 21.67 0.10 0.030 ( 0.143) 0.027 0.003 261 21.75 0.10 0.030 ( 0.143) 0.027 0.003 262 21.83 0.07 0.020 ( 0.142) 0.018 0.002 263 21.92 0.07 0.020 ( 0.142) 0.018 0.002 264 22.00 0.07 0.020 ( 0.141) 0.018 0.002 265 22.08 0.10 0.030 ( 0.141) 0.027 0.003 266 22.17 0.10 0.030 ( 0.140) 0.027 0.003 267 22.25 0.10 0.030 ( 0.140) 0.027 0.003 268 22.33 0.07 0.020 ( 0.139) 0.018 0.002 269 22.42 0.07 0.020 ( 0.139) 0.018 0.002 270 22.50 0.07 0.020 ( 0.139) 0.018 0.002 271 22.58 0.07 0.020 ( 0.138) 0.018 0.002 272 22.67 0.07 0.020 ( 0.138) 0.018 0.002 273 22.75 0.07 0.020 ( 0.137) 0.018 0.002 274 22.83 0.07 0.020 ( 0.137) 0.018 0.002 275 22.92 0.07 0.020 ( 0.137) 0.018 0.002 276 23.00 0.07 0.020 ( 0.136) 0.018 0.002 277 23.08 0.07 0.020 ( 0.136) 0.018 0.002 278 23.17 0.07 0.020 ( 0.136) 0.018 0.002 279 23.25 0.07 0.020 ( 0.136) 0.018 0.002 280 23.33 0.07 0.020 ( 0.135) 0.018 0.002 281 23.42 0.07 0.020 ( 0.135) 0.018 0.002 282 23.50 0.07 0.020 ( 0.135) 0.018 0.002 283 23.58 0.07 0.020 ( 0.135) 0.018 0.002 284 23.67 0.07 0.020 ( 0.134) 0.018 0.002 285 23.75 0.07 0.020 ( 0.134) 0.018 0.002 286 23.83 0.07 0.020 ( 0.134) 0.018 0.002 287 23.92 0.07 0.020 ( 0.134) 0.018 0.002 288 24.00 0.07 0.020 ( 0.134) 0.018 0.002 (Loss Rate Not Used) Sum = 100.0 Sum = 3.8 Flood volume = Effective rainfall 0.32(In) times area 7.5(Ac.)/[(In)/(Ft.)] = 0.2(Ac.Ft) Total soil loss = 2.18(In) Total soil loss = 1.357(Ac.Ft) Total rainfall = 2.50(In) Flood volume = 8599.9 Cubic Feet Total soil loss = 59098.6 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.824(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0000 0.00 Q | | | | 0+10 0.0001 0.01 Q | | | | 0+15 0.0002 0.01 Q | | | | 0+20 0.0003 0.02 Q | | | | 0+25 0.0005 0.02 Q | | | | 0+30 0.0006 0.02 Q | | | | 0+35 0.0008 0.02 Q | | | | 0+40 0.0009 0.02 Q | | | | 0+45 0.0011 0.02 Q | | | | 0+50 0.0013 0.03 Q | | | | 0+55 0.0015 0.03 Q | | | | 1+ 0 0.0017 0.03 Q | | | | 1+ 5 0.0018 0.03 Q | | | | 1+10 0.0020 0.02 Q | | | | 1+15 0.0022 0.02 Q | | | | 1+20 0.0023 0.02 Q | | | | 1+25 0.0025 0.02 Q | | | | 1+30 0.0026 0.02 Q | | | | 1+35 0.0028 0.02 Q | | | | 1+40 0.0030 0.02 Q | | | | 1+45 0.0031 0.02 Q | | | | 1+50 0.0033 0.03 Q | | | | 1+55 0.0035 0.03 Q | | | | 2+ 0 0.0037 0.03 Q | | | | 2+ 5 0.0039 0.03 Q | | | | 2+10 0.0041 0.03 Q | | | | 2+15 0.0043 0.03 Q | | | | 2+20 0.0045 0.03 Q | | | | 2+25 0.0047 0.03 Q | | | | 2+30 0.0049 0.03 Q | | | | 2+35 0.0051 0.03 QV | | | | 2+40 0.0054 0.04 QV | | | | 2+45 0.0056 0.04 QV | | | | 2+50 0.0059 0.04 QV | | | | 2+55 0.0062 0.04 QV | | | | 3+ 0 0.0064 0.04 QV | | | | 3+ 5 0.0067 0.04 QV | | | | 3+10 0.0069 0.04 QV | | | | 3+15 0.0072 0.04 QV | | | | 3+20 0.0075 0.04 QV | | | | 3+25 0.0077 0.04 QV | | | | 3+30 0.0080 0.04 QV | | | | 3+35 0.0082 0.04 QV | | | | 3+40 0.0085 0.04 QV | | | | 3+45 0.0088 0.04 QV | | | | 3+50 0.0090 0.04 QV | | | | 3+55 0.0093 0.04 QV | | | | 4+ 0 0.0096 0.04 QV | | | | 4+ 5 0.0099 0.04 Q V | | | | 4+10 0.0103 0.05 Q V | | | | 4+15 0.0106 0.05 Q V | | | | 4+20 0.0109 0.05 Q V | | | | 4+25 0.0112 0.05 Q V | | | | 4+30 0.0116 0.05 Q V | | | | 4+35 0.0120 0.05 Q V | | | | 4+40 0.0123 0.05 Q V | | | | 4+45 0.0127 0.05 Q V | | | | 4+50 0.0131 0.06 Q V | | | | 4+55 0.0135 0.06 Q V | | | | 5+ 0 0.0139 0.06 Q V | | | | 5+ 5 0.0143 0.05 Q V | | | | 5+10 0.0146 0.05 Q V | | | | 5+15 0.0149 0.05 Q V | | | | 5+20 0.0152 0.05 Q V | | | | 5+25 0.0156 0.05 Q V | | | | 5+30 0.0160 0.05 Q V | | | | 5+35 0.0163 0.05 Q V | | | | 5+40 0.0167 0.06 Q V | | | | 5+45 0.0171 0.06 Q V | | | | 5+50 0.0176 0.06 Q V | | | | 5+55 0.0180 0.06 Q V | | | | 6+ 0 0.0184 0.06 Q V | | | | 6+ 5 0.0188 0.06 Q V | | | | 6+10 0.0193 0.07 Q V | | | | 6+15 0.0197 0.07 Q V | | | | 6+20 0.0202 0.07 Q V | | | | 6+25 0.0207 0.07 Q V | | | | 6+30 0.0211 0.07 Q V | | | | 6+35 0.0216 0.07 Q V | | | | 6+40 0.0221 0.07 Q V | | | | 6+45 0.0226 0.07 Q V | | | | 6+50 0.0231 0.07 Q V | | | | 6+55 0.0237 0.08 Q V | | | | 7+ 0 0.0242 0.08 Q V | | | | 7+ 5 0.0247 0.08 Q V | | | | 7+10 0.0252 0.08 Q V | | | | 7+15 0.0257 0.08 Q V | | | | 7+20 0.0263 0.08 Q V | | | | 7+25 0.0268 0.08 Q V | | | | 7+30 0.0274 0.08 Q V | | | | 7+35 0.0280 0.08 Q V | | | | 7+40 0.0286 0.09 Q V | | | | 7+45 0.0292 0.09 Q V | | | | 7+50 0.0298 0.09 Q V | | | | 7+55 0.0305 0.10 Q V | | | | 8+ 0 0.0312 0.10 Q V | | | | 8+ 5 0.0319 0.10 Q V | | | | 8+10 0.0326 0.11 Q V | | | | 8+15 0.0334 0.11 Q V | | | | 8+20 0.0342 0.11 Q V | | | | 8+25 0.0350 0.11 Q V | | | | 8+30 0.0357 0.11 Q V | | | | 8+35 0.0365 0.12 Q V | | | | 8+40 0.0373 0.12 Q V | | | | 8+45 0.0382 0.12 Q V | | | | 8+50 0.0390 0.12 Q V | | | | 8+55 0.0399 0.13 Q V | | | | 9+ 0 0.0408 0.13 Q V | | | | 9+ 5 0.0417 0.13 Q V | | | | 9+10 0.0426 0.14 Q V | | | | 9+15 0.0436 0.14 Q V | | | | 9+20 0.0446 0.14 Q V| | | | 9+25 0.0456 0.15 Q V| | | | 9+30 0.0467 0.15 Q V| | | | 9+35 0.0477 0.15 Q V| | | | 9+40 0.0488 0.16 Q V| | | | 9+45 0.0499 0.16 Q V | | | 9+50 0.0510 0.16 Q V | | | 9+55 0.0521 0.16 Q V | | | 10+ 0 0.0532 0.16 Q V | | | 10+ 5 0.0543 0.15 Q V | | | 10+10 0.0551 0.12 Q |V | | | 10+15 0.0559 0.12 Q |V | | | 10+20 0.0567 0.11 Q |V | | | 10+25 0.0575 0.11 Q |V | | | 10+30 0.0583 0.11 Q |V | | | 10+35 0.0591 0.13 Q |V | | | 10+40 0.0601 0.14 Q | V | | | 10+45 0.0611 0.15 Q | V | | | 10+50 0.0622 0.15 Q | V | | | 10+55 0.0632 0.15 Q | V | | | 11+ 0 0.0642 0.15 Q | V | | | 11+ 5 0.0652 0.15 Q | V | | | 11+10 0.0662 0.14 Q | V | | | 11+15 0.0672 0.14 Q | V | | | 11+20 0.0682 0.14 Q | V | | | 11+25 0.0692 0.14 Q | V | | | 11+30 0.0702 0.14 Q | V | | | 11+35 0.0711 0.14 Q | V | | | 11+40 0.0720 0.13 Q | V | | | 11+45 0.0729 0.13 Q | V | | | 11+50 0.0738 0.13 Q | V | | | 11+55 0.0747 0.13 Q | V | | | 12+ 0 0.0757 0.13 Q | V | | | 12+ 5 0.0767 0.15 Q | V | | | 12+10 0.0779 0.18 Q | V | | | 12+15 0.0792 0.18 Q | V | | | 12+20 0.0805 0.19 Q | V | | | 12+25 0.0818 0.19 Q | V | | | 12+30 0.0832 0.19 Q | V | | | 12+35 0.0847 0.22 Q | V | | | 12+40 0.0866 0.27 |Q | V | | | 12+45 0.0885 0.29 |Q | V | | | 12+50 0.0908 0.32 |Q | V | | | 12+55 0.0933 0.37 |Q | V | | | 13+ 0 0.0960 0.39 |Q | V| | | 13+ 5 0.0996 0.52 | Q | V | | 13+10 0.1045 0.71 | Q | |V | | 13+15 0.1097 0.76 | Q | | V | | 13+20 0.1152 0.79 | Q | | V | | 13+25 0.1208 0.81 | Q | | V | | 13+30 0.1265 0.82 | Q | | V | | 13+35 0.1307 0.61 | Q | | V | | 13+40 0.1328 0.31 |Q | | V | | 13+45 0.1344 0.23 Q | | V | | 13+50 0.1358 0.20 Q | | V | | 13+55 0.1370 0.18 Q | | V | | 14+ 0 0.1382 0.17 Q | | V | | 14+ 5 0.1398 0.24 Q | | V | | 14+10 0.1421 0.33 |Q | | V | | 14+15 0.1446 0.36 |Q | | V| | 14+20 0.1470 0.35 |Q | | V| | 14+25 0.1493 0.33 |Q | | V | 14+30 0.1516 0.33 |Q | | V | 14+35 0.1539 0.34 |Q | | |V | 14+40 0.1563 0.34 |Q | | |V | 14+45 0.1587 0.35 |Q | | | V | 14+50 0.1610 0.33 |Q | | | V | 14+55 0.1631 0.31 |Q | | | V | 15+ 0 0.1652 0.31 |Q | | | V | 15+ 5 0.1672 0.29 |Q | | | V | 15+10 0.1690 0.26 |Q | | | V | 15+15 0.1707 0.26 |Q | | | V | 15+20 0.1723 0.24 Q | | | V | 15+25 0.1738 0.21 Q | | | V | 15+30 0.1752 0.20 Q | | | V | 15+35 0.1764 0.19 Q | | | V | 15+40 0.1775 0.16 Q | | | V | 15+45 0.1785 0.15 Q | | | V | 15+50 0.1795 0.15 Q | | | V | 15+55 0.1805 0.14 Q | | | V | 16+ 0 0.1815 0.14 Q | | | V | 16+ 5 0.1822 0.11 Q | | | V | 16+10 0.1826 0.05 Q | | | V | 16+15 0.1829 0.04 Q | | | V | 16+20 0.1831 0.03 Q | | | V | 16+25 0.1833 0.03 Q | | | V | 16+30 0.1835 0.03 Q | | | V | 16+35 0.1837 0.03 Q | | | V | 16+40 0.1839 0.02 Q | | | V | 16+45 0.1841 0.02 Q | | | V | 16+50 0.1842 0.02 Q | | | V | 16+55 0.1844 0.02 Q | | | V | 17+ 0 0.1845 0.02 Q | | | V | 17+ 5 0.1847 0.03 Q | | | V | 17+10 0.1850 0.03 Q | | | V | 17+15 0.1852 0.04 Q | | | V | 17+20 0.1855 0.04 Q | | | V | 17+25 0.1857 0.04 Q | | | V | 17+30 0.1860 0.04 Q | | | V | 17+35 0.1862 0.04 Q | | | V | 17+40 0.1865 0.04 Q | | | V | 17+45 0.1867 0.04 Q | | | V | 17+50 0.1870 0.04 Q | | | V | 17+55 0.1872 0.03 Q | | | V | 18+ 0 0.1874 0.03 Q | | | V | 18+ 5 0.1876 0.03 Q | | | V | 18+10 0.1878 0.03 Q | | | V | 18+15 0.1880 0.03 Q | | | V | 18+20 0.1883 0.03 Q | | | V | 18+25 0.1885 0.03 Q | | | V | 18+30 0.1887 0.03 Q | | | V | 18+35 0.1889 0.03 Q | | | V | 18+40 0.1890 0.02 Q | | | V | 18+45 0.1892 0.02 Q | | | V | 18+50 0.1893 0.02 Q | | | V | 18+55 0.1894 0.02 Q | | | V | 19+ 0 0.1895 0.02 Q | | | V | 19+ 5 0.1897 0.02 Q | | | V | 19+10 0.1898 0.02 Q | | | V | 19+15 0.1900 0.02 Q | | | V | 19+20 0.1901 0.02 Q | | | V | 19+25 0.1903 0.03 Q | | | V | 19+30 0.1905 0.03 Q | | | V | 19+35 0.1907 0.03 Q | | | V | 19+40 0.1909 0.02 Q | | | V | 19+45 0.1910 0.02 Q | | | V | 19+50 0.1912 0.02 Q | | | V | 19+55 0.1913 0.02 Q | | | V | 20+ 0 0.1914 0.02 Q | | | V | 20+ 5 0.1915 0.02 Q | | | V | 20+10 0.1917 0.02 Q | | | V | 20+15 0.1918 0.02 Q | | | V | 20+20 0.1920 0.02 Q | | | V | 20+25 0.1921 0.02 Q | | | V | 20+30 0.1923 0.02 Q | | | V | 20+35 0.1925 0.02 Q | | | V | 20+40 0.1926 0.02 Q | | | V| 20+45 0.1928 0.02 Q | | | V| 20+50 0.1929 0.02 Q | | | V| 20+55 0.1930 0.02 Q | | | V| 21+ 0 0.1931 0.02 Q | | | V| 21+ 5 0.1932 0.02 Q | | | V| 21+10 0.1934 0.02 Q | | | V| 21+15 0.1935 0.02 Q | | | V| 21+20 0.1937 0.02 Q | | | V| 21+25 0.1938 0.02 Q | | | V| 21+30 0.1939 0.02 Q | | | V| 21+35 0.1940 0.02 Q | | | V| 21+40 0.1942 0.02 Q | | | V| 21+45 0.1943 0.02 Q | | | V| 21+50 0.1945 0.02 Q | | | V| 21+55 0.1946 0.02 Q | | | V| 22+ 0 0.1947 0.02 Q | | | V| 22+ 5 0.1948 0.02 Q | | | V| 22+10 0.1949 0.02 Q | | | V| 22+15 0.1951 0.02 Q | | | V| 22+20 0.1952 0.02 Q | | | V| 22+25 0.1953 0.02 Q | | | V| 22+30 0.1955 0.02 Q | | | V| 22+35 0.1956 0.02 Q | | | V| 22+40 0.1957 0.02 Q | | | V| 22+45 0.1958 0.02 Q | | | V| 22+50 0.1959 0.02 Q | | | V| 22+55 0.1960 0.02 Q | | | V| 23+ 0 0.1961 0.02 Q | | | V| 23+ 5 0.1962 0.02 Q | | | V| 23+10 0.1963 0.02 Q | | | V| 23+15 0.1964 0.02 Q | | | V| 23+20 0.1965 0.02 Q | | | V| 23+25 0.1966 0.02 Q | | | V| 23+30 0.1967 0.02 Q | | | V| 23+35 0.1968 0.02 Q | | | V| 23+40 0.1969 0.02 Q | | | V| 23+45 0.1970 0.02 Q | | | V| 23+50 0.1971 0.02 Q | | | V| 23+55 0.1972 0.02 Q | | | V| 24+ 0 0.1973 0.02 Q | | | V| 24+ 5 0.1974 0.01 Q | | | V| 24+10 0.1974 0.00 Q | | | V| 24+15 0.1974 0.00 Q | | | V| 24+20 0.1974 0.00 Q | | | V| 24+25 0.1974 0.00 Q | | | V ----------------------------------------------------------------------- DEVELOPED CONDITIONS FLOOD ROUTING CALCULATIONS (DEVELOPED CONDITIONS) U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 10/24/24 File: THECOVE12.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6094 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- THE COVE 2-YR 1-HR -------------------------------------------------------------------- Drainage Area = 6.70(Ac.) = 0.010 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 6.70(Ac.) = 0.010 Sq. Mi. Length along longest watercourse = 1308.00(Ft.) Length along longest watercourse measured to centroid = 701.00(Ft.) Length along longest watercourse = 0.248 Mi. Length along longest watercourse measured to centroid = 0.133 Mi. Difference in elevation = 15.00(Ft.) Slope along watercourse = 60.5505 Ft./Mi. Average Manning's 'N' = 0.015 Lag time = 0.045 Hr. Lag time = 2.71 Min. 25% of lag time = 0.68 Min. 40% of lag time = 1.08 Min. Unit time = 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 6.70 0.57 3.82 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 6.70 1.45 9.71 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 0.570(In) Area Averaged 100-Year Rainfall = 1.450(In) Point rain (area averaged) = 0.570(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 0.570(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 6.700 56.00 0.800 Total Area Entered = 6.70(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 56.0 56.0 0.511 0.800 0.143 1.000 0.143 Sum (F) = 0.143 Area averaged mean soil loss (F) (In/Hr) = 0.143 Minimum soil loss rate ((In/Hr)) = 0.072 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.260 --------------------------------------------------------------------- Slope of intensity-duration curve for a 1 hour storm =0.4800 ---------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 184.772 40.643 2.744 2 0.167 369.544 44.443 3.001 3 0.250 554.317 9.443 0.638 4 0.333 739.089 3.817 0.258 5 0.417 923.861 1.655 0.112 Sum = 100.000 Sum= 6.752 ----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 4.40 0.301 ( 0.143) 0.078 0.223 2 0.17 4.50 0.308 ( 0.143) 0.080 0.228 3 0.25 5.40 0.369 ( 0.143) 0.096 0.273 4 0.33 5.40 0.369 ( 0.143) 0.096 0.273 5 0.42 5.70 0.390 ( 0.143) 0.101 0.288 6 0.50 6.40 0.438 ( 0.143) 0.114 0.324 7 0.58 7.90 0.540 ( 0.143) 0.140 0.400 8 0.67 9.10 0.622 0.143 ( 0.162) 0.479 9 0.75 12.80 0.875 0.143 ( 0.228) 0.732 10 0.83 25.60 1.751 0.143 ( 0.455) 1.608 11 0.92 7.90 0.540 ( 0.143) 0.140 0.400 12 1.00 4.90 0.335 ( 0.143) 0.087 0.248 (Loss Rate Not Used) Sum = 100.0 Sum = 5.5 Flood volume = Effective rainfall 0.46(In) times area 6.7(Ac.)/[(In)/(Ft.)] = 0.3(Ac.Ft) Total soil loss = 0.11(In) Total soil loss = 0.063(Ac.Ft) Total rainfall = 0.57(In) Flood volume = 11100.3 Cubic Feet Total soil loss = 2761.8 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 7.059(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0042 0.61 V Q | | | | 0+10 0.0131 1.29 | V Q | | | | 0+15 0.0240 1.58 | V Q | | | | 0+20 0.0362 1.77 | V Q | | | | 0+25 0.0491 1.87 | Q | | | | 0+30 0.0630 2.03 | QV| | | | 0+35 0.0793 2.36 | Q| V | | | 0+40 0.0987 2.83 | |Q V | | | 0+45 0.1251 3.82 | | Q V| | | 0+50 0.1737 7.06 | | | VQ | | 0+55 0.2189 6.56 | | | Q | V | 1+ 0 0.2405 3.15 | | Q | | V | 1+ 5 0.2509 1.50 | Q | | | V| 1+10 0.2539 0.44 |Q | | | V| 1+15 0.2546 0.11 Q | | | V| 1+20 0.2548 0.03 Q | | | V| ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 10/24/24 File: THECOVE32.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6094 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- THE COVE 2-YR 3-HR -------------------------------------------------------------------- Drainage Area = 6.70(Ac.) = 0.010 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 6.70(Ac.) = 0.010 Sq. Mi. Length along longest watercourse = 1308.00(Ft.) Length along longest watercourse measured to centroid = 701.00(Ft.) Length along longest watercourse = 0.248 Mi. Length along longest watercourse measured to centroid = 0.133 Mi. Difference in elevation = 15.00(Ft.) Slope along watercourse = 60.5505 Ft./Mi. Average Manning's 'N' = 0.015 Lag time = 0.045 Hr. Lag time = 2.71 Min. 25% of lag time = 0.68 Min. 40% of lag time = 1.08 Min. Unit time = 5.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 6.70 1.00 6.70 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 6.70 2.50 16.75 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 1.000(In) Area Averaged 100-Year Rainfall = 2.500(In) Point rain (area averaged) = 1.000(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 1.000(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 6.700 56.00 0.800 Total Area Entered = 6.70(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 56.0 56.0 0.511 0.800 0.143 1.000 0.143 Sum (F) = 0.143 Area averaged mean soil loss (F) (In/Hr) = 0.143 Minimum soil loss rate ((In/Hr)) = 0.072 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.260 --------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 184.772 40.643 2.744 2 0.167 369.544 44.443 3.001 3 0.250 554.317 9.443 0.638 4 0.333 739.089 3.817 0.258 5 0.417 923.861 1.655 0.112 Sum = 100.000 Sum= 6.752 ----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 1.30 0.156 ( 0.143) 0.041 0.115 2 0.17 1.30 0.156 ( 0.143) 0.041 0.115 3 0.25 1.10 0.132 ( 0.143) 0.034 0.098 4 0.33 1.50 0.180 ( 0.143) 0.047 0.133 5 0.42 1.50 0.180 ( 0.143) 0.047 0.133 6 0.50 1.80 0.216 ( 0.143) 0.056 0.160 7 0.58 1.50 0.180 ( 0.143) 0.047 0.133 8 0.67 1.80 0.216 ( 0.143) 0.056 0.160 9 0.75 1.80 0.216 ( 0.143) 0.056 0.160 10 0.83 1.50 0.180 ( 0.143) 0.047 0.133 11 0.92 1.60 0.192 ( 0.143) 0.050 0.142 12 1.00 1.80 0.216 ( 0.143) 0.056 0.160 13 1.08 2.20 0.264 ( 0.143) 0.069 0.195 14 1.17 2.20 0.264 ( 0.143) 0.069 0.195 15 1.25 2.20 0.264 ( 0.143) 0.069 0.195 16 1.33 2.00 0.240 ( 0.143) 0.062 0.178 17 1.42 2.60 0.312 ( 0.143) 0.081 0.231 18 1.50 2.70 0.324 ( 0.143) 0.084 0.240 19 1.58 2.40 0.288 ( 0.143) 0.075 0.213 20 1.67 2.70 0.324 ( 0.143) 0.084 0.240 21 1.75 3.30 0.396 ( 0.143) 0.103 0.293 22 1.83 3.10 0.372 ( 0.143) 0.097 0.275 23 1.92 2.90 0.348 ( 0.143) 0.090 0.258 24 2.00 3.00 0.360 ( 0.143) 0.094 0.266 25 2.08 3.10 0.372 ( 0.143) 0.097 0.275 26 2.17 4.20 0.504 ( 0.143) 0.131 0.373 27 2.25 5.00 0.600 0.143 ( 0.156) 0.457 28 2.33 3.50 0.420 ( 0.143) 0.109 0.311 29 2.42 6.80 0.816 0.143 ( 0.212) 0.673 30 2.50 7.30 0.876 0.143 ( 0.228) 0.733 31 2.58 8.20 0.984 0.143 ( 0.256) 0.841 32 2.67 5.90 0.708 0.143 ( 0.184) 0.565 33 2.75 2.00 0.240 ( 0.143) 0.062 0.178 34 2.83 1.80 0.216 ( 0.143) 0.056 0.160 35 2.92 1.80 0.216 ( 0.143) 0.056 0.160 36 3.00 0.60 0.072 ( 0.143) 0.019 0.053 (Loss Rate Not Used) Sum = 100.0 Sum = 9.2 Flood volume = Effective rainfall 0.77(In) times area 6.7(Ac.)/[(In)/(Ft.)] = 0.4(Ac.Ft) Total soil loss = 0.23(In) Total soil loss = 0.130(Ac.Ft) Total rainfall = 1.00(In) Flood volume = 18647.0 Cubic Feet Total soil loss = 5673.3 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 5.070(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0022 0.32 VQ | | | | 0+10 0.0068 0.66 V Q | | | | 0+15 0.0115 0.69 |VQ | | | | 0+20 0.0167 0.76 |V Q | | | | 0+25 0.0227 0.87 | VQ | | | | 0+30 0.0294 0.96 | VQ | | | | 0+35 0.0361 0.98 | Q | | | | 0+40 0.0429 0.99 | QV | | | | 0+45 0.0502 1.06 | Q | | | | 0+50 0.0571 1.00 | Q V | | | | 0+55 0.0636 0.95 | Q V | | | | 1+ 0 0.0706 1.01 | Q V | | | | 1+ 5 0.0786 1.16 | Q V | | | | 1+10 0.0873 1.28 | Q V | | | | 1+15 0.0963 1.30 | Q V| | | | 1+20 0.1051 1.27 | Q V| | | | 1+25 0.1145 1.36 | Q V | | | 1+30 0.1250 1.54 | Q |V | | | 1+35 0.1355 1.52 | Q | V | | | 1+40 0.1460 1.53 | Q | V | | | 1+45 0.1581 1.75 | Q | V | | | 1+50 0.1710 1.87 | Q | V | | | 1+55 0.1834 1.81 | Q | V | | | 2+ 0 0.1957 1.78 | Q | V | | | 2+ 5 0.2082 1.82 | Q | V| | | 2+10 0.2228 2.12 | Q | V | | 2+15 0.2411 2.65 | Q | V | | 2+20 0.2587 2.56 | Q | V | | 2+25 0.2808 3.20 | | Q | V | | 2+30 0.3110 4.39 | | Q | V| | 2+35 0.3459 5.07 | | Q | V | 2+40 0.3786 4.75 | | Q| | V | 2+45 0.3992 2.98 | |Q | | V | 2+50 0.4104 1.63 | Q | | | V | 2+55 0.4192 1.27 | Q | | | V| 3+ 0 0.4250 0.84 | Q | | | V| 3+ 5 0.4272 0.32 |Q | | | V| 3+10 0.4278 0.09 Q | | | V| 3+15 0.4280 0.03 Q | | | V| 3+20 0.4281 0.01 Q | | | V ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 10/24/24 File: THECOVE62.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6094 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- THE COVE 2-YR 6-HR -------------------------------------------------------------------- Drainage Area = 6.70(Ac.) = 0.010 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 6.70(Ac.) = 0.010 Sq. Mi. Length along longest watercourse = 1308.00(Ft.) Length along longest watercourse measured to centroid = 701.00(Ft.) Length along longest watercourse = 0.248 Mi. Length along longest watercourse measured to centroid = 0.133 Mi. Difference in elevation = 15.00(Ft.) Slope along watercourse = 60.5505 Ft./Mi. Average Manning's 'N' = 0.015 Lag time = 0.045 Hr. Lag time = 2.71 Min. 25% of lag time = 0.68 Min. 40% of lag time = 1.08 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 6.70 1.40 9.38 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 6.70 3.50 23.45 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 1.400(In) Area Averaged 100-Year Rainfall = 3.500(In) Point rain (area averaged) = 1.400(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 1.400(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 6.700 56.00 0.800 Total Area Entered = 6.70(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 56.0 56.0 0.511 0.800 0.143 1.000 0.143 Sum (F) = 0.143 Area averaged mean soil loss (F) (In/Hr) = 0.143 Minimum soil loss rate ((In/Hr)) = 0.072 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.260 --------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 184.772 40.643 2.744 2 0.167 369.544 44.443 3.001 3 0.250 554.317 9.443 0.638 4 0.333 739.089 3.817 0.258 5 0.417 923.861 1.655 0.112 Sum = 100.000 Sum= 6.752 ----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.50 0.084 ( 0.143) 0.022 0.062 2 0.17 0.60 0.101 ( 0.143) 0.026 0.075 3 0.25 0.60 0.101 ( 0.143) 0.026 0.075 4 0.33 0.60 0.101 ( 0.143) 0.026 0.075 5 0.42 0.60 0.101 ( 0.143) 0.026 0.075 6 0.50 0.70 0.118 ( 0.143) 0.031 0.087 7 0.58 0.70 0.118 ( 0.143) 0.031 0.087 8 0.67 0.70 0.118 ( 0.143) 0.031 0.087 9 0.75 0.70 0.118 ( 0.143) 0.031 0.087 10 0.83 0.70 0.118 ( 0.143) 0.031 0.087 11 0.92 0.70 0.118 ( 0.143) 0.031 0.087 12 1.00 0.80 0.134 ( 0.143) 0.035 0.099 13 1.08 0.80 0.134 ( 0.143) 0.035 0.099 14 1.17 0.80 0.134 ( 0.143) 0.035 0.099 15 1.25 0.80 0.134 ( 0.143) 0.035 0.099 16 1.33 0.80 0.134 ( 0.143) 0.035 0.099 17 1.42 0.80 0.134 ( 0.143) 0.035 0.099 18 1.50 0.80 0.134 ( 0.143) 0.035 0.099 19 1.58 0.80 0.134 ( 0.143) 0.035 0.099 20 1.67 0.80 0.134 ( 0.143) 0.035 0.099 21 1.75 0.80 0.134 ( 0.143) 0.035 0.099 22 1.83 0.80 0.134 ( 0.143) 0.035 0.099 23 1.92 0.80 0.134 ( 0.143) 0.035 0.099 24 2.00 0.90 0.151 ( 0.143) 0.039 0.112 25 2.08 0.80 0.134 ( 0.143) 0.035 0.099 26 2.17 0.90 0.151 ( 0.143) 0.039 0.112 27 2.25 0.90 0.151 ( 0.143) 0.039 0.112 28 2.33 0.90 0.151 ( 0.143) 0.039 0.112 29 2.42 0.90 0.151 ( 0.143) 0.039 0.112 30 2.50 0.90 0.151 ( 0.143) 0.039 0.112 31 2.58 0.90 0.151 ( 0.143) 0.039 0.112 32 2.67 0.90 0.151 ( 0.143) 0.039 0.112 33 2.75 1.00 0.168 ( 0.143) 0.044 0.124 34 2.83 1.00 0.168 ( 0.143) 0.044 0.124 35 2.92 1.00 0.168 ( 0.143) 0.044 0.124 36 3.00 1.00 0.168 ( 0.143) 0.044 0.124 37 3.08 1.00 0.168 ( 0.143) 0.044 0.124 38 3.17 1.10 0.185 ( 0.143) 0.048 0.137 39 3.25 1.10 0.185 ( 0.143) 0.048 0.137 40 3.33 1.10 0.185 ( 0.143) 0.048 0.137 41 3.42 1.20 0.202 ( 0.143) 0.052 0.149 42 3.50 1.30 0.218 ( 0.143) 0.057 0.162 43 3.58 1.40 0.235 ( 0.143) 0.061 0.174 44 3.67 1.40 0.235 ( 0.143) 0.061 0.174 45 3.75 1.50 0.252 ( 0.143) 0.066 0.186 46 3.83 1.50 0.252 ( 0.143) 0.066 0.186 47 3.92 1.60 0.269 ( 0.143) 0.070 0.199 48 4.00 1.60 0.269 ( 0.143) 0.070 0.199 49 4.08 1.70 0.286 ( 0.143) 0.074 0.211 50 4.17 1.80 0.302 ( 0.143) 0.079 0.224 51 4.25 1.90 0.319 ( 0.143) 0.083 0.236 52 4.33 2.00 0.336 ( 0.143) 0.087 0.249 53 4.42 2.10 0.353 ( 0.143) 0.092 0.261 54 4.50 2.10 0.353 ( 0.143) 0.092 0.261 55 4.58 2.20 0.370 ( 0.143) 0.096 0.273 56 4.67 2.30 0.386 ( 0.143) 0.100 0.286 57 4.75 2.40 0.403 ( 0.143) 0.105 0.298 58 4.83 2.40 0.403 ( 0.143) 0.105 0.298 59 4.92 2.50 0.420 ( 0.143) 0.109 0.311 60 5.00 2.60 0.437 ( 0.143) 0.114 0.323 61 5.08 3.10 0.521 ( 0.143) 0.135 0.385 62 5.17 3.60 0.605 0.143 ( 0.157) 0.462 63 5.25 3.90 0.655 0.143 ( 0.170) 0.512 64 5.33 4.20 0.706 0.143 ( 0.183) 0.563 65 5.42 4.70 0.790 0.143 ( 0.205) 0.647 66 5.50 5.60 0.941 0.143 ( 0.245) 0.798 67 5.58 1.90 0.319 ( 0.143) 0.083 0.236 68 5.67 0.90 0.151 ( 0.143) 0.039 0.112 69 5.75 0.60 0.101 ( 0.143) 0.026 0.075 70 5.83 0.50 0.084 ( 0.143) 0.022 0.062 71 5.92 0.30 0.050 ( 0.143) 0.013 0.037 72 6.00 0.20 0.034 ( 0.143) 0.009 0.025 (Loss Rate Not Used) Sum = 100.0 Sum = 12.7 Flood volume = Effective rainfall 1.06(In) times area 6.7(Ac.)/[(In)/(Ft.)] = 0.6(Ac.Ft) Total soil loss = 0.34(In) Total soil loss = 0.192(Ac.Ft) Total rainfall = 1.40(In) Flood volume = 25694.2 Cubic Feet Total soil loss = 8354.4 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 4.674(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0012 0.17 Q | | | | 0+10 0.0039 0.39 VQ | | | | 0+15 0.0071 0.47 VQ | | | | 0+20 0.0105 0.49 VQ | | | | 0+25 0.0139 0.50 V Q | | | | 0+30 0.0177 0.54 |VQ | | | | 0+35 0.0216 0.58 |VQ | | | | 0+40 0.0256 0.58 |VQ | | | | 0+45 0.0297 0.59 | Q | | | | 0+50 0.0337 0.59 | Q | | | | 0+55 0.0378 0.59 | Q | | | | 1+ 0 0.0421 0.62 | Q | | | | 1+ 5 0.0466 0.66 | QV | | | | 1+10 0.0512 0.67 | QV | | | | 1+15 0.0558 0.67 | QV | | | | 1+20 0.0604 0.67 | Q V | | | | 1+25 0.0651 0.67 | Q V | | | | 1+30 0.0697 0.67 | Q V | | | | 1+35 0.0743 0.67 | Q V | | | | 1+40 0.0789 0.67 | Q V | | | | 1+45 0.0836 0.67 | Q V | | | | 1+50 0.0882 0.67 | Q V | | | | 1+55 0.0928 0.67 | Q V | | | | 2+ 0 0.0977 0.71 | Q V | | | | 2+ 5 0.1026 0.71 | Q V | | | | 2+10 0.1075 0.71 | Q V | | | | 2+15 0.1126 0.75 | Q V | | | | 2+20 0.1178 0.75 | Q V | | | | 2+25 0.1230 0.75 | Q V | | | | 2+30 0.1282 0.76 | Q V | | | | 2+35 0.1334 0.76 | Q V| | | | 2+40 0.1386 0.76 | Q V| | | | 2+45 0.1441 0.79 | Q V| | | | 2+50 0.1498 0.83 | Q V | | | 2+55 0.1555 0.84 | Q V | | | 3+ 0 0.1613 0.84 | Q V | | | 3+ 5 0.1671 0.84 | Q |V | | | 3+10 0.1731 0.87 | Q |V | | | 3+15 0.1794 0.91 | Q | V | | | 3+20 0.1857 0.92 | Q | V | | | 3+25 0.1923 0.96 | Q | V | | | 3+30 0.1994 1.03 | Q | V | | | 3+35 0.2070 1.11 | Q | V | | | 3+40 0.2150 1.16 | Q | V | | | 3+45 0.2233 1.20 | Q | V | | | 3+50 0.2319 1.25 | Q | V | | | 3+55 0.2407 1.29 | Q | V | | | 4+ 0 0.2499 1.33 | Q | V | | | 4+ 5 0.2594 1.37 | Q | V | | | 4+10 0.2693 1.45 | Q | V | | | 4+15 0.2799 1.53 | Q | V | | | 4+20 0.2910 1.61 | Q | V| | | 4+25 0.3026 1.70 | Q | V | | 4+30 0.3147 1.75 | Q | |V | | 4+35 0.3270 1.79 | Q | | V | | 4+40 0.3399 1.87 | Q | | V | | 4+45 0.3533 1.95 | Q | | V | | 4+50 0.3670 2.00 | Q | | V | | 4+55 0.3811 2.04 | Q | | V | | 5+ 0 0.3957 2.12 | Q | | V | | 5+ 5 0.4118 2.34 | Q| | V | | 5+10 0.4307 2.74 | Q | V| | 5+15 0.4525 3.16 | | Q | V | 5+20 0.4766 3.51 | | Q | | V | 5+25 0.5039 3.95 | | Q | | V | 5+30 0.5361 4.67 | | Q | | V | 5+35 0.5613 3.66 | | Q | | V | 5+40 0.5733 1.75 | Q | | | V | 5+45 0.5800 0.97 | Q | | | V| 5+50 0.5843 0.62 | Q | | | V| 5+55 0.5870 0.39 |Q | | | V| 6+ 0 0.5887 0.25 |Q | | | V| 6+ 5 0.5895 0.12 Q | | | V| 6+10 0.5898 0.03 Q | | | V| 6+15 0.5898 0.01 Q | | | V| 6+20 0.5899 0.00 Q | | | V ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 10/24/24 File: THECOVE242.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6094 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- THE COVE 2-YR 24-HR -------------------------------------------------------------------- Drainage Area = 6.70(Ac.) = 0.010 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 6.70(Ac.) = 0.010 Sq. Mi. Length along longest watercourse = 1308.00(Ft.) Length along longest watercourse measured to centroid = 701.00(Ft.) Length along longest watercourse = 0.248 Mi. Length along longest watercourse measured to centroid = 0.133 Mi. Difference in elevation = 15.00(Ft.) Slope along watercourse = 60.5505 Ft./Mi. Average Manning's 'N' = 0.015 Lag time = 0.045 Hr. Lag time = 2.71 Min. 25% of lag time = 0.68 Min. 40% of lag time = 1.08 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 6.70 2.50 16.75 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 6.70 6.00 40.20 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 2.500(In) Area Averaged 100-Year Rainfall = 6.000(In) Point rain (area averaged) = 2.500(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.500(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 6.700 56.00 0.800 Total Area Entered = 6.70(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 56.0 56.0 0.511 0.800 0.143 1.000 0.143 Sum (F) = 0.143 Area averaged mean soil loss (F) (In/Hr) = 0.143 Minimum soil loss rate ((In/Hr)) = 0.072 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.260 --------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 184.772 40.643 2.744 2 0.167 369.544 44.443 3.001 3 0.250 554.317 9.443 0.638 4 0.333 739.089 3.817 0.258 5 0.417 923.861 1.655 0.112 Sum = 100.000 Sum= 6.752 ----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.07 0.020 ( 0.254) 0.005 0.015 2 0.17 0.07 0.020 ( 0.253) 0.005 0.015 3 0.25 0.07 0.020 ( 0.252) 0.005 0.015 4 0.33 0.10 0.030 ( 0.251) 0.008 0.022 5 0.42 0.10 0.030 ( 0.250) 0.008 0.022 6 0.50 0.10 0.030 ( 0.249) 0.008 0.022 7 0.58 0.10 0.030 ( 0.248) 0.008 0.022 8 0.67 0.10 0.030 ( 0.247) 0.008 0.022 9 0.75 0.10 0.030 ( 0.246) 0.008 0.022 10 0.83 0.13 0.040 ( 0.245) 0.010 0.030 11 0.92 0.13 0.040 ( 0.244) 0.010 0.030 12 1.00 0.13 0.040 ( 0.243) 0.010 0.030 13 1.08 0.10 0.030 ( 0.242) 0.008 0.022 14 1.17 0.10 0.030 ( 0.241) 0.008 0.022 15 1.25 0.10 0.030 ( 0.240) 0.008 0.022 16 1.33 0.10 0.030 ( 0.239) 0.008 0.022 17 1.42 0.10 0.030 ( 0.238) 0.008 0.022 18 1.50 0.10 0.030 ( 0.237) 0.008 0.022 19 1.58 0.10 0.030 ( 0.236) 0.008 0.022 20 1.67 0.10 0.030 ( 0.235) 0.008 0.022 21 1.75 0.10 0.030 ( 0.234) 0.008 0.022 22 1.83 0.13 0.040 ( 0.233) 0.010 0.030 23 1.92 0.13 0.040 ( 0.232) 0.010 0.030 24 2.00 0.13 0.040 ( 0.231) 0.010 0.030 25 2.08 0.13 0.040 ( 0.231) 0.010 0.030 26 2.17 0.13 0.040 ( 0.230) 0.010 0.030 27 2.25 0.13 0.040 ( 0.229) 0.010 0.030 28 2.33 0.13 0.040 ( 0.228) 0.010 0.030 29 2.42 0.13 0.040 ( 0.227) 0.010 0.030 30 2.50 0.13 0.040 ( 0.226) 0.010 0.030 31 2.58 0.17 0.050 ( 0.225) 0.013 0.037 32 2.67 0.17 0.050 ( 0.224) 0.013 0.037 33 2.75 0.17 0.050 ( 0.223) 0.013 0.037 34 2.83 0.17 0.050 ( 0.222) 0.013 0.037 35 2.92 0.17 0.050 ( 0.221) 0.013 0.037 36 3.00 0.17 0.050 ( 0.220) 0.013 0.037 37 3.08 0.17 0.050 ( 0.219) 0.013 0.037 38 3.17 0.17 0.050 ( 0.219) 0.013 0.037 39 3.25 0.17 0.050 ( 0.218) 0.013 0.037 40 3.33 0.17 0.050 ( 0.217) 0.013 0.037 41 3.42 0.17 0.050 ( 0.216) 0.013 0.037 42 3.50 0.17 0.050 ( 0.215) 0.013 0.037 43 3.58 0.17 0.050 ( 0.214) 0.013 0.037 44 3.67 0.17 0.050 ( 0.213) 0.013 0.037 45 3.75 0.17 0.050 ( 0.212) 0.013 0.037 46 3.83 0.20 0.060 ( 0.211) 0.016 0.044 47 3.92 0.20 0.060 ( 0.210) 0.016 0.044 48 4.00 0.20 0.060 ( 0.210) 0.016 0.044 49 4.08 0.20 0.060 ( 0.209) 0.016 0.044 50 4.17 0.20 0.060 ( 0.208) 0.016 0.044 51 4.25 0.20 0.060 ( 0.207) 0.016 0.044 52 4.33 0.23 0.070 ( 0.206) 0.018 0.052 53 4.42 0.23 0.070 ( 0.205) 0.018 0.052 54 4.50 0.23 0.070 ( 0.204) 0.018 0.052 55 4.58 0.23 0.070 ( 0.203) 0.018 0.052 56 4.67 0.23 0.070 ( 0.202) 0.018 0.052 57 4.75 0.23 0.070 ( 0.202) 0.018 0.052 58 4.83 0.27 0.080 ( 0.201) 0.021 0.059 59 4.92 0.27 0.080 ( 0.200) 0.021 0.059 60 5.00 0.27 0.080 ( 0.199) 0.021 0.059 61 5.08 0.20 0.060 ( 0.198) 0.016 0.044 62 5.17 0.20 0.060 ( 0.197) 0.016 0.044 63 5.25 0.20 0.060 ( 0.196) 0.016 0.044 64 5.33 0.23 0.070 ( 0.196) 0.018 0.052 65 5.42 0.23 0.070 ( 0.195) 0.018 0.052 66 5.50 0.23 0.070 ( 0.194) 0.018 0.052 67 5.58 0.27 0.080 ( 0.193) 0.021 0.059 68 5.67 0.27 0.080 ( 0.192) 0.021 0.059 69 5.75 0.27 0.080 ( 0.191) 0.021 0.059 70 5.83 0.27 0.080 ( 0.190) 0.021 0.059 71 5.92 0.27 0.080 ( 0.190) 0.021 0.059 72 6.00 0.27 0.080 ( 0.189) 0.021 0.059 73 6.08 0.30 0.090 ( 0.188) 0.023 0.067 74 6.17 0.30 0.090 ( 0.187) 0.023 0.067 75 6.25 0.30 0.090 ( 0.186) 0.023 0.067 76 6.33 0.30 0.090 ( 0.185) 0.023 0.067 77 6.42 0.30 0.090 ( 0.185) 0.023 0.067 78 6.50 0.30 0.090 ( 0.184) 0.023 0.067 79 6.58 0.33 0.100 ( 0.183) 0.026 0.074 80 6.67 0.33 0.100 ( 0.182) 0.026 0.074 81 6.75 0.33 0.100 ( 0.181) 0.026 0.074 82 6.83 0.33 0.100 ( 0.181) 0.026 0.074 83 6.92 0.33 0.100 ( 0.180) 0.026 0.074 84 7.00 0.33 0.100 ( 0.179) 0.026 0.074 85 7.08 0.33 0.100 ( 0.178) 0.026 0.074 86 7.17 0.33 0.100 ( 0.177) 0.026 0.074 87 7.25 0.33 0.100 ( 0.176) 0.026 0.074 88 7.33 0.37 0.110 ( 0.176) 0.029 0.081 89 7.42 0.37 0.110 ( 0.175) 0.029 0.081 90 7.50 0.37 0.110 ( 0.174) 0.029 0.081 91 7.58 0.40 0.120 ( 0.173) 0.031 0.089 92 7.67 0.40 0.120 ( 0.172) 0.031 0.089 93 7.75 0.40 0.120 ( 0.172) 0.031 0.089 94 7.83 0.43 0.130 ( 0.171) 0.034 0.096 95 7.92 0.43 0.130 ( 0.170) 0.034 0.096 96 8.00 0.43 0.130 ( 0.169) 0.034 0.096 97 8.08 0.50 0.150 ( 0.168) 0.039 0.111 98 8.17 0.50 0.150 ( 0.168) 0.039 0.111 99 8.25 0.50 0.150 ( 0.167) 0.039 0.111 100 8.33 0.50 0.150 ( 0.166) 0.039 0.111 101 8.42 0.50 0.150 ( 0.165) 0.039 0.111 102 8.50 0.50 0.150 ( 0.165) 0.039 0.111 103 8.58 0.53 0.160 ( 0.164) 0.042 0.118 104 8.67 0.53 0.160 ( 0.163) 0.042 0.118 105 8.75 0.53 0.160 ( 0.162) 0.042 0.118 106 8.83 0.57 0.170 ( 0.162) 0.044 0.126 107 8.92 0.57 0.170 ( 0.161) 0.044 0.126 108 9.00 0.57 0.170 ( 0.160) 0.044 0.126 109 9.08 0.63 0.190 ( 0.159) 0.049 0.141 110 9.17 0.63 0.190 ( 0.158) 0.049 0.141 111 9.25 0.63 0.190 ( 0.158) 0.049 0.141 112 9.33 0.67 0.200 ( 0.157) 0.052 0.148 113 9.42 0.67 0.200 ( 0.156) 0.052 0.148 114 9.50 0.67 0.200 ( 0.155) 0.052 0.148 115 9.58 0.70 0.210 ( 0.155) 0.055 0.155 116 9.67 0.70 0.210 ( 0.154) 0.055 0.155 117 9.75 0.70 0.210 ( 0.153) 0.055 0.155 118 9.83 0.73 0.220 ( 0.153) 0.057 0.163 119 9.92 0.73 0.220 ( 0.152) 0.057 0.163 120 10.00 0.73 0.220 ( 0.151) 0.057 0.163 121 10.08 0.50 0.150 ( 0.150) 0.039 0.111 122 10.17 0.50 0.150 ( 0.150) 0.039 0.111 123 10.25 0.50 0.150 ( 0.149) 0.039 0.111 124 10.33 0.50 0.150 ( 0.148) 0.039 0.111 125 10.42 0.50 0.150 ( 0.147) 0.039 0.111 126 10.50 0.50 0.150 ( 0.147) 0.039 0.111 127 10.58 0.67 0.200 ( 0.146) 0.052 0.148 128 10.67 0.67 0.200 ( 0.145) 0.052 0.148 129 10.75 0.67 0.200 ( 0.145) 0.052 0.148 130 10.83 0.67 0.200 ( 0.144) 0.052 0.148 131 10.92 0.67 0.200 ( 0.143) 0.052 0.148 132 11.00 0.67 0.200 ( 0.142) 0.052 0.148 133 11.08 0.63 0.190 ( 0.142) 0.049 0.141 134 11.17 0.63 0.190 ( 0.141) 0.049 0.141 135 11.25 0.63 0.190 ( 0.140) 0.049 0.141 136 11.33 0.63 0.190 ( 0.140) 0.049 0.141 137 11.42 0.63 0.190 ( 0.139) 0.049 0.141 138 11.50 0.63 0.190 ( 0.138) 0.049 0.141 139 11.58 0.57 0.170 ( 0.138) 0.044 0.126 140 11.67 0.57 0.170 ( 0.137) 0.044 0.126 141 11.75 0.57 0.170 ( 0.136) 0.044 0.126 142 11.83 0.60 0.180 ( 0.136) 0.047 0.133 143 11.92 0.60 0.180 ( 0.135) 0.047 0.133 144 12.00 0.60 0.180 ( 0.134) 0.047 0.133 145 12.08 0.83 0.250 ( 0.134) 0.065 0.185 146 12.17 0.83 0.250 ( 0.133) 0.065 0.185 147 12.25 0.83 0.250 ( 0.132) 0.065 0.185 148 12.33 0.87 0.260 ( 0.132) 0.068 0.192 149 12.42 0.87 0.260 ( 0.131) 0.068 0.192 150 12.50 0.87 0.260 ( 0.130) 0.068 0.192 151 12.58 0.93 0.280 ( 0.130) 0.073 0.207 152 12.67 0.93 0.280 ( 0.129) 0.073 0.207 153 12.75 0.93 0.280 ( 0.128) 0.073 0.207 154 12.83 0.97 0.290 ( 0.128) 0.075 0.215 155 12.92 0.97 0.290 ( 0.127) 0.075 0.215 156 13.00 0.97 0.290 ( 0.126) 0.075 0.215 157 13.08 1.13 0.340 ( 0.126) 0.088 0.252 158 13.17 1.13 0.340 ( 0.125) 0.088 0.252 159 13.25 1.13 0.340 ( 0.124) 0.088 0.252 160 13.33 1.13 0.340 ( 0.124) 0.088 0.252 161 13.42 1.13 0.340 ( 0.123) 0.088 0.252 162 13.50 1.13 0.340 ( 0.123) 0.088 0.252 163 13.58 0.77 0.230 ( 0.122) 0.060 0.170 164 13.67 0.77 0.230 ( 0.121) 0.060 0.170 165 13.75 0.77 0.230 ( 0.121) 0.060 0.170 166 13.83 0.77 0.230 ( 0.120) 0.060 0.170 167 13.92 0.77 0.230 ( 0.119) 0.060 0.170 168 14.00 0.77 0.230 ( 0.119) 0.060 0.170 169 14.08 0.90 0.270 ( 0.118) 0.070 0.200 170 14.17 0.90 0.270 ( 0.118) 0.070 0.200 171 14.25 0.90 0.270 ( 0.117) 0.070 0.200 172 14.33 0.87 0.260 ( 0.116) 0.068 0.192 173 14.42 0.87 0.260 ( 0.116) 0.068 0.192 174 14.50 0.87 0.260 ( 0.115) 0.068 0.192 175 14.58 0.87 0.260 ( 0.115) 0.068 0.192 176 14.67 0.87 0.260 ( 0.114) 0.068 0.192 177 14.75 0.87 0.260 ( 0.113) 0.068 0.192 178 14.83 0.83 0.250 ( 0.113) 0.065 0.185 179 14.92 0.83 0.250 ( 0.112) 0.065 0.185 180 15.00 0.83 0.250 ( 0.112) 0.065 0.185 181 15.08 0.80 0.240 ( 0.111) 0.062 0.178 182 15.17 0.80 0.240 ( 0.111) 0.062 0.178 183 15.25 0.80 0.240 ( 0.110) 0.062 0.178 184 15.33 0.77 0.230 ( 0.109) 0.060 0.170 185 15.42 0.77 0.230 ( 0.109) 0.060 0.170 186 15.50 0.77 0.230 ( 0.108) 0.060 0.170 187 15.58 0.63 0.190 ( 0.108) 0.049 0.141 188 15.67 0.63 0.190 ( 0.107) 0.049 0.141 189 15.75 0.63 0.190 ( 0.107) 0.049 0.141 190 15.83 0.63 0.190 ( 0.106) 0.049 0.141 191 15.92 0.63 0.190 ( 0.106) 0.049 0.141 192 16.00 0.63 0.190 ( 0.105) 0.049 0.141 193 16.08 0.13 0.040 ( 0.104) 0.010 0.030 194 16.17 0.13 0.040 ( 0.104) 0.010 0.030 195 16.25 0.13 0.040 ( 0.103) 0.010 0.030 196 16.33 0.13 0.040 ( 0.103) 0.010 0.030 197 16.42 0.13 0.040 ( 0.102) 0.010 0.030 198 16.50 0.13 0.040 ( 0.102) 0.010 0.030 199 16.58 0.10 0.030 ( 0.101) 0.008 0.022 200 16.67 0.10 0.030 ( 0.101) 0.008 0.022 201 16.75 0.10 0.030 ( 0.100) 0.008 0.022 202 16.83 0.10 0.030 ( 0.100) 0.008 0.022 203 16.92 0.10 0.030 ( 0.099) 0.008 0.022 204 17.00 0.10 0.030 ( 0.099) 0.008 0.022 205 17.08 0.17 0.050 ( 0.098) 0.013 0.037 206 17.17 0.17 0.050 ( 0.098) 0.013 0.037 207 17.25 0.17 0.050 ( 0.097) 0.013 0.037 208 17.33 0.17 0.050 ( 0.097) 0.013 0.037 209 17.42 0.17 0.050 ( 0.096) 0.013 0.037 210 17.50 0.17 0.050 ( 0.096) 0.013 0.037 211 17.58 0.17 0.050 ( 0.095) 0.013 0.037 212 17.67 0.17 0.050 ( 0.095) 0.013 0.037 213 17.75 0.17 0.050 ( 0.094) 0.013 0.037 214 17.83 0.13 0.040 ( 0.094) 0.010 0.030 215 17.92 0.13 0.040 ( 0.093) 0.010 0.030 216 18.00 0.13 0.040 ( 0.093) 0.010 0.030 217 18.08 0.13 0.040 ( 0.093) 0.010 0.030 218 18.17 0.13 0.040 ( 0.092) 0.010 0.030 219 18.25 0.13 0.040 ( 0.092) 0.010 0.030 220 18.33 0.13 0.040 ( 0.091) 0.010 0.030 221 18.42 0.13 0.040 ( 0.091) 0.010 0.030 222 18.50 0.13 0.040 ( 0.090) 0.010 0.030 223 18.58 0.10 0.030 ( 0.090) 0.008 0.022 224 18.67 0.10 0.030 ( 0.089) 0.008 0.022 225 18.75 0.10 0.030 ( 0.089) 0.008 0.022 226 18.83 0.07 0.020 ( 0.089) 0.005 0.015 227 18.92 0.07 0.020 ( 0.088) 0.005 0.015 228 19.00 0.07 0.020 ( 0.088) 0.005 0.015 229 19.08 0.10 0.030 ( 0.087) 0.008 0.022 230 19.17 0.10 0.030 ( 0.087) 0.008 0.022 231 19.25 0.10 0.030 ( 0.087) 0.008 0.022 232 19.33 0.13 0.040 ( 0.086) 0.010 0.030 233 19.42 0.13 0.040 ( 0.086) 0.010 0.030 234 19.50 0.13 0.040 ( 0.085) 0.010 0.030 235 19.58 0.10 0.030 ( 0.085) 0.008 0.022 236 19.67 0.10 0.030 ( 0.085) 0.008 0.022 237 19.75 0.10 0.030 ( 0.084) 0.008 0.022 238 19.83 0.07 0.020 ( 0.084) 0.005 0.015 239 19.92 0.07 0.020 ( 0.083) 0.005 0.015 240 20.00 0.07 0.020 ( 0.083) 0.005 0.015 241 20.08 0.10 0.030 ( 0.083) 0.008 0.022 242 20.17 0.10 0.030 ( 0.082) 0.008 0.022 243 20.25 0.10 0.030 ( 0.082) 0.008 0.022 244 20.33 0.10 0.030 ( 0.082) 0.008 0.022 245 20.42 0.10 0.030 ( 0.081) 0.008 0.022 246 20.50 0.10 0.030 ( 0.081) 0.008 0.022 247 20.58 0.10 0.030 ( 0.081) 0.008 0.022 248 20.67 0.10 0.030 ( 0.080) 0.008 0.022 249 20.75 0.10 0.030 ( 0.080) 0.008 0.022 250 20.83 0.07 0.020 ( 0.080) 0.005 0.015 251 20.92 0.07 0.020 ( 0.079) 0.005 0.015 252 21.00 0.07 0.020 ( 0.079) 0.005 0.015 253 21.08 0.10 0.030 ( 0.079) 0.008 0.022 254 21.17 0.10 0.030 ( 0.078) 0.008 0.022 255 21.25 0.10 0.030 ( 0.078) 0.008 0.022 256 21.33 0.07 0.020 ( 0.078) 0.005 0.015 257 21.42 0.07 0.020 ( 0.077) 0.005 0.015 258 21.50 0.07 0.020 ( 0.077) 0.005 0.015 259 21.58 0.10 0.030 ( 0.077) 0.008 0.022 260 21.67 0.10 0.030 ( 0.077) 0.008 0.022 261 21.75 0.10 0.030 ( 0.076) 0.008 0.022 262 21.83 0.07 0.020 ( 0.076) 0.005 0.015 263 21.92 0.07 0.020 ( 0.076) 0.005 0.015 264 22.00 0.07 0.020 ( 0.076) 0.005 0.015 265 22.08 0.10 0.030 ( 0.075) 0.008 0.022 266 22.17 0.10 0.030 ( 0.075) 0.008 0.022 267 22.25 0.10 0.030 ( 0.075) 0.008 0.022 268 22.33 0.07 0.020 ( 0.075) 0.005 0.015 269 22.42 0.07 0.020 ( 0.074) 0.005 0.015 270 22.50 0.07 0.020 ( 0.074) 0.005 0.015 271 22.58 0.07 0.020 ( 0.074) 0.005 0.015 272 22.67 0.07 0.020 ( 0.074) 0.005 0.015 273 22.75 0.07 0.020 ( 0.073) 0.005 0.015 274 22.83 0.07 0.020 ( 0.073) 0.005 0.015 275 22.92 0.07 0.020 ( 0.073) 0.005 0.015 276 23.00 0.07 0.020 ( 0.073) 0.005 0.015 277 23.08 0.07 0.020 ( 0.073) 0.005 0.015 278 23.17 0.07 0.020 ( 0.073) 0.005 0.015 279 23.25 0.07 0.020 ( 0.072) 0.005 0.015 280 23.33 0.07 0.020 ( 0.072) 0.005 0.015 281 23.42 0.07 0.020 ( 0.072) 0.005 0.015 282 23.50 0.07 0.020 ( 0.072) 0.005 0.015 283 23.58 0.07 0.020 ( 0.072) 0.005 0.015 284 23.67 0.07 0.020 ( 0.072) 0.005 0.015 285 23.75 0.07 0.020 ( 0.072) 0.005 0.015 286 23.83 0.07 0.020 ( 0.072) 0.005 0.015 287 23.92 0.07 0.020 ( 0.072) 0.005 0.015 288 24.00 0.07 0.020 ( 0.072) 0.005 0.015 (Loss Rate Not Used) Sum = 100.0 Sum = 22.2 Flood volume = Effective rainfall 1.85(In) times area 6.7(Ac.)/[(In)/(Ft.)] = 1.0(Ac.Ft) Total soil loss = 0.65(In) Total soil loss = 0.363(Ac.Ft) Total rainfall = 2.50(In) Flood volume = 44993.3 Cubic Feet Total soil loss = 15808.4 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 1.700(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0003 0.04 Q | | | | 0+10 0.0009 0.09 Q | | | | 0+15 0.0015 0.09 Q | | | | 0+20 0.0023 0.12 Q | | | | 0+25 0.0033 0.14 Q | | | | 0+30 0.0043 0.15 Q | | | | 0+35 0.0054 0.15 Q | | | | 0+40 0.0064 0.15 Q | | | | 0+45 0.0074 0.15 Q | | | | 0+50 0.0086 0.17 Q | | | | 0+55 0.0099 0.19 Q | | | | 1+ 0 0.0113 0.20 Q | | | | 1+ 5 0.0125 0.18 Q | | | | 1+10 0.0136 0.16 Q | | | | 1+15 0.0146 0.15 Q | | | | 1+20 0.0157 0.15 Q | | | | 1+25 0.0167 0.15 Q | | | | 1+30 0.0178 0.15 Q | | | | 1+35 0.0188 0.15 Q | | | | 1+40 0.0198 0.15 Q | | | | 1+45 0.0209 0.15 Q | | | | 1+50 0.0220 0.17 Q | | | | 1+55 0.0233 0.19 Q | | | | 2+ 0 0.0247 0.20 Q | | | | 2+ 5 0.0261 0.20 QV | | | | 2+10 0.0275 0.20 QV | | | | 2+15 0.0288 0.20 QV | | | | 2+20 0.0302 0.20 QV | | | | 2+25 0.0316 0.20 QV | | | | 2+30 0.0330 0.20 QV | | | | 2+35 0.0345 0.22 QV | | | | 2+40 0.0362 0.24 QV | | | | 2+45 0.0379 0.25 QV | | | | 2+50 0.0396 0.25 QV | | | | 2+55 0.0413 0.25 QV | | | | 3+ 0 0.0430 0.25 QV | | | | 3+ 5 0.0447 0.25 QV | | | | 3+10 0.0465 0.25 QV | | | | 3+15 0.0482 0.25 QV | | | | 3+20 0.0499 0.25 QV | | | | 3+25 0.0516 0.25 QV | | | | 3+30 0.0533 0.25 Q V | | | | 3+35 0.0551 0.25 Q V | | | | 3+40 0.0568 0.25 Q V | | | | 3+45 0.0585 0.25 Q V | | | | 3+50 0.0604 0.27 |QV | | | | 3+55 0.0624 0.29 |QV | | | | 4+ 0 0.0644 0.30 |QV | | | | 4+ 5 0.0665 0.30 |QV | | | | 4+10 0.0686 0.30 |QV | | | | 4+15 0.0706 0.30 |QV | | | | 4+20 0.0728 0.32 |QV | | | | 4+25 0.0752 0.34 |QV | | | | 4+30 0.0776 0.35 |Q V | | | | 4+35 0.0800 0.35 |Q V | | | | 4+40 0.0824 0.35 |Q V | | | | 4+45 0.0848 0.35 |Q V | | | | 4+50 0.0874 0.37 |Q V | | | | 4+55 0.0901 0.39 |Q V | | | | 5+ 0 0.0928 0.40 |Q V | | | | 5+ 5 0.0953 0.36 |Q V | | | | 5+10 0.0974 0.31 |Q V | | | | 5+15 0.0995 0.31 |Q V | | | | 5+20 0.1017 0.32 |Q V | | | | 5+25 0.1041 0.34 |Q V | | | | 5+30 0.1065 0.35 |Q V | | | | 5+35 0.1090 0.37 |Q V | | | | 5+40 0.1117 0.39 |Q V | | | | 5+45 0.1145 0.40 |Q V | | | | 5+50 0.1172 0.40 |Q V | | | | 5+55 0.1200 0.40 |Q V | | | | 6+ 0 0.1227 0.40 |Q V | | | | 6+ 5 0.1256 0.42 |Q V | | | | 6+10 0.1287 0.44 |Q V | | | | 6+15 0.1318 0.45 |Q V | | | | 6+20 0.1349 0.45 |Q V | | | | 6+25 0.1380 0.45 |Q V | | | | 6+30 0.1411 0.45 |Q V | | | | 6+35 0.1443 0.47 |Q V | | | | 6+40 0.1477 0.49 |Q V | | | | 6+45 0.1511 0.50 |Q V | | | | 6+50 0.1545 0.50 |Q V | | | | 6+55 0.1580 0.50 |Q V | | | | 7+ 0 0.1614 0.50 |Q V | | | | 7+ 5 0.1649 0.50 |Q V | | | | 7+10 0.1683 0.50 |Q V | | | | 7+15 0.1718 0.50 |Q V | | | | 7+20 0.1753 0.52 | Q V | | | | 7+25 0.1791 0.54 | Q V | | | | 7+30 0.1828 0.55 | Q V | | | | 7+35 0.1868 0.57 | Q V | | | | 7+40 0.1908 0.59 | Q V | | | | 7+45 0.1950 0.60 | Q V | | | | 7+50 0.1992 0.62 | Q V | | | | 7+55 0.2037 0.64 | Q V | | | | 8+ 0 0.2081 0.65 | Q V | | | | 8+ 5 0.2129 0.69 | Q V | | | | 8+10 0.2179 0.73 | Q V | | | | 8+15 0.2230 0.74 | Q V | | | | 8+20 0.2282 0.75 | Q V | | | | 8+25 0.2334 0.75 | Q V| | | | 8+30 0.2385 0.75 | Q V| | | | 8+35 0.2438 0.77 | Q V| | | | 8+40 0.2493 0.79 | Q V| | | | 8+45 0.2548 0.80 | Q V| | | | 8+50 0.2604 0.82 | Q V | | | 8+55 0.2662 0.84 | Q V | | | 9+ 0 0.2721 0.85 | Q V | | | 9+ 5 0.2782 0.89 | Q V | | | 9+10 0.2846 0.93 | Q |V | | | 9+15 0.2911 0.94 | Q |V | | | 9+20 0.2978 0.97 | Q |V | | | 9+25 0.3046 0.99 | Q |V | | | 9+30 0.3115 1.00 | Q | V | | | 9+35 0.3185 1.02 | Q | V | | | 9+40 0.3257 1.04 | Q | V | | | 9+45 0.3329 1.05 | Q | V | | | 9+50 0.3403 1.07 | Q | V | | | 9+55 0.3478 1.09 | Q | V | | | 10+ 0 0.3554 1.10 | Q | V | | | 10+ 5 0.3619 0.96 | Q | V | | | 10+10 0.3675 0.80 | Q | V | | | 10+15 0.3728 0.77 | Q | V | | | 10+20 0.3780 0.76 | Q | V | | | 10+25 0.3831 0.75 | Q | V | | | 10+30 0.3883 0.75 | Q | V | | | 10+35 0.3942 0.85 | Q | V | | | 10+40 0.4008 0.96 | Q | V | | | 10+45 0.4076 0.99 | Q | V | | | 10+50 0.4144 1.00 | Q | V | | | 10+55 0.4213 1.00 | Q | V | | | 11+ 0 0.4282 1.00 | Q | V | | | 11+ 5 0.4350 0.98 | Q | V | | | 11+10 0.4416 0.96 | Q | V | | | 11+15 0.4481 0.95 | Q | V | | | 11+20 0.4547 0.95 | Q | V | | | 11+25 0.4612 0.95 | Q | V | | | 11+30 0.4677 0.95 | Q | V | | | 11+35 0.4740 0.91 | Q | V | | | 11+40 0.4800 0.86 | Q | V | | | 11+45 0.4859 0.86 | Q | V | | | 11+50 0.4919 0.87 | Q | V| | | 11+55 0.4980 0.89 | Q | V| | | 12+ 0 0.5042 0.90 | Q | V| | | 12+ 5 0.5114 1.04 | Q | V| | | 12+10 0.5196 1.20 | Q | V | | 12+15 0.5281 1.23 | Q | V | | 12+20 0.5368 1.26 | Q | V | | 12+25 0.5457 1.29 | Q | |V | | 12+30 0.5546 1.30 | Q | |V | | 12+35 0.5638 1.34 | Q | |V | | 12+40 0.5734 1.38 | Q | | V | | 12+45 0.5830 1.39 | Q | | V | | 12+50 0.5928 1.42 | Q | | V | | 12+55 0.6027 1.44 | Q | | V | | 13+ 0 0.6127 1.45 | Q | | V | | 13+ 5 0.6233 1.55 | Q | | V | | 13+10 0.6348 1.66 | Q | | V | | 13+15 0.6464 1.69 | Q | | V | | 13+20 0.6581 1.70 | Q | | V | | 13+25 0.6698 1.70 | Q | | V | | 13+30 0.6815 1.70 | Q | | V | | 13+35 0.6917 1.48 | Q | | V | | 13+40 0.7001 1.23 | Q | | V | | 13+45 0.7083 1.18 | Q | | V | | 13+50 0.7162 1.16 | Q | | V | | 13+55 0.7242 1.15 | Q | | V | | 14+ 0 0.7321 1.15 | Q | | V | | 14+ 5 0.7406 1.23 | Q | | V | | 14+10 0.7496 1.32 | Q | | V| | 14+15 0.7589 1.34 | Q | | V| | 14+20 0.7680 1.33 | Q | | V| | 14+25 0.7770 1.31 | Q | | V | 14+30 0.7860 1.30 | Q | | V | 14+35 0.7949 1.30 | Q | | V | 14+40 0.8039 1.30 | Q | | |V | 14+45 0.8128 1.30 | Q | | |V | 14+50 0.8217 1.28 | Q | | |V | 14+55 0.8303 1.26 | Q | | | V | 15+ 0 0.8389 1.25 | Q | | | V | 15+ 5 0.8474 1.23 | Q | | | V | 15+10 0.8557 1.21 | Q | | | V | 15+15 0.8640 1.20 | Q | | | V | 15+20 0.8721 1.18 | Q | | | V | 15+25 0.8801 1.16 | Q | | | V | 15+30 0.8880 1.15 | Q | | | V | 15+35 0.8954 1.07 | Q | | | V | 15+40 0.9022 0.98 | Q | | | V | 15+45 0.9088 0.96 | Q | | | V | 15+50 0.9153 0.95 | Q | | | V | 15+55 0.9219 0.95 | Q | | | V | 16+ 0 0.9284 0.95 | Q | | | V | 16+ 5 0.9329 0.65 | Q | | | V | 16+10 0.9350 0.31 |Q | | | V | 16+15 0.9367 0.24 Q | | | V | 16+20 0.9381 0.21 Q | | | V | 16+25 0.9395 0.20 Q | | | V | 16+30 0.9409 0.20 Q | | | V | 16+35 0.9421 0.18 Q | | | V | 16+40 0.9432 0.16 Q | | | V | 16+45 0.9443 0.15 Q | | | V | 16+50 0.9453 0.15 Q | | | V | 16+55 0.9463 0.15 Q | | | V | 17+ 0 0.9474 0.15 Q | | | V | 17+ 5 0.9487 0.19 Q | | | V | 17+10 0.9503 0.24 Q | | | V | 17+15 0.9520 0.24 Q | | | V | 17+20 0.9537 0.25 Q | | | V | 17+25 0.9554 0.25 Q | | | V | 17+30 0.9571 0.25 Q | | | V | 17+35 0.9589 0.25 Q | | | V | 17+40 0.9606 0.25 Q | | | V | 17+45 0.9623 0.25 Q | | | V | 17+50 0.9639 0.23 Q | | | V | 17+55 0.9653 0.21 Q | | | V | 18+ 0 0.9667 0.20 Q | | | V | 18+ 5 0.9681 0.20 Q | | | V | 18+10 0.9695 0.20 Q | | | V | 18+15 0.9708 0.20 Q | | | V | 18+20 0.9722 0.20 Q | | | V | 18+25 0.9736 0.20 Q | | | V | 18+30 0.9750 0.20 Q | | | V | 18+35 0.9762 0.18 Q | | | V | 18+40 0.9773 0.16 Q | | | V | 18+45 0.9783 0.15 Q | | | V | 18+50 0.9792 0.13 Q | | | V | 18+55 0.9800 0.11 Q | | | V | 19+ 0 0.9807 0.10 Q | | | V | 19+ 5 0.9815 0.12 Q | | | V | 19+10 0.9825 0.14 Q | | | V | 19+15 0.9835 0.15 Q | | | V | 19+20 0.9847 0.17 Q | | | V | 19+25 0.9860 0.19 Q | | | V | 19+30 0.9874 0.20 Q | | | V | 19+35 0.9886 0.18 Q | | | V | 19+40 0.9897 0.16 Q | | | V | 19+45 0.9907 0.15 Q | | | V | 19+50 0.9916 0.13 Q | | | V | 19+55 0.9924 0.11 Q | | | V | 20+ 0 0.9931 0.10 Q | | | V | 20+ 5 0.9939 0.12 Q | | | V | 20+10 0.9949 0.14 Q | | | V | 20+15 0.9959 0.15 Q | | | V | 20+20 0.9969 0.15 Q | | | V | 20+25 0.9980 0.15 Q | | | V | 20+30 0.9990 0.15 Q | | | V | 20+35 1.0000 0.15 Q | | | V | 20+40 1.0011 0.15 Q | | | V | 20+45 1.0021 0.15 Q | | | V | 20+50 1.0030 0.13 Q | | | V | 20+55 1.0037 0.11 Q | | | V | 21+ 0 1.0044 0.10 Q | | | V | 21+ 5 1.0053 0.12 Q | | | V | 21+10 1.0063 0.14 Q | | | V | 21+15 1.0073 0.15 Q | | | V| 21+20 1.0082 0.13 Q | | | V| 21+25 1.0089 0.11 Q | | | V| 21+30 1.0096 0.10 Q | | | V| 21+35 1.0104 0.12 Q | | | V| 21+40 1.0114 0.14 Q | | | V| 21+45 1.0124 0.15 Q | | | V| 21+50 1.0133 0.13 Q | | | V| 21+55 1.0141 0.11 Q | | | V| 22+ 0 1.0148 0.10 Q | | | V| 22+ 5 1.0156 0.12 Q | | | V| 22+10 1.0166 0.14 Q | | | V| 22+15 1.0176 0.15 Q | | | V| 22+20 1.0185 0.13 Q | | | V| 22+25 1.0192 0.11 Q | | | V| 22+30 1.0199 0.10 Q | | | V| 22+35 1.0206 0.10 Q | | | V| 22+40 1.0213 0.10 Q | | | V| 22+45 1.0220 0.10 Q | | | V| 22+50 1.0227 0.10 Q | | | V| 22+55 1.0234 0.10 Q | | | V| 23+ 0 1.0241 0.10 Q | | | V| 23+ 5 1.0248 0.10 Q | | | V| 23+10 1.0255 0.10 Q | | | V| 23+15 1.0261 0.10 Q | | | V| 23+20 1.0268 0.10 Q | | | V| 23+25 1.0275 0.10 Q | | | V| 23+30 1.0282 0.10 Q | | | V| 23+35 1.0289 0.10 Q | | | V| 23+40 1.0296 0.10 Q | | | V| 23+45 1.0303 0.10 Q | | | V| 23+50 1.0310 0.10 Q | | | V| 23+55 1.0317 0.10 Q | | | V| 24+ 0 1.0323 0.10 Q | | | V| 24+ 5 1.0328 0.06 Q | | | V| 24+10 1.0329 0.01 Q | | | V| 24+15 1.0329 0.01 Q | | | V| 24+20 1.0329 0.00 Q | | | V ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 10/24/24 File: THECOVE12.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6094 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- THE COVE 2-YR 1-HR -------------------------------------------------------------------- Drainage Area = 9.93(Ac.) = 0.016 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 9.93(Ac.) = 0.016 Sq. Mi. Length along longest watercourse = 1079.00(Ft.) Length along longest watercourse measured to centroid = 505.00(Ft.) Length along longest watercourse = 0.204 Mi. Length along longest watercourse measured to centroid = 0.096 Mi. Difference in elevation = 30.40(Ft.) Slope along watercourse = 148.7600 Ft./Mi. Average Manning's 'N' = 0.015 Lag time = 0.031 Hr. Lag time = 1.87 Min. 25% of lag time = 0.47 Min. 40% of lag time = 0.75 Min. Unit time = 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 9.93 0.57 5.66 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 9.93 1.45 14.40 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 0.570(In) Area Averaged 100-Year Rainfall = 1.450(In) Point rain (area averaged) = 0.570(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 0.570(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 9.930 56.00 0.700 Total Area Entered = 9.93(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 56.0 56.0 0.511 0.700 0.189 1.000 0.189 Sum (F) = 0.189 Area averaged mean soil loss (F) (In/Hr) = 0.189 Minimum soil loss rate ((In/Hr)) = 0.094 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.340 --------------------------------------------------------------------- Slope of intensity-duration curve for a 1 hour storm =0.4800 ---------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 267.111 53.033 5.307 2 0.167 534.222 39.016 3.905 3 0.250 801.333 7.951 0.796 Sum = 100.000 Sum= 10.008 ----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 4.40 0.301 ( 0.189) 0.102 0.199 2 0.17 4.50 0.308 ( 0.189) 0.105 0.203 3 0.25 5.40 0.369 ( 0.189) 0.126 0.244 4 0.33 5.40 0.369 ( 0.189) 0.126 0.244 5 0.42 5.70 0.390 ( 0.189) 0.133 0.257 6 0.50 6.40 0.438 ( 0.189) 0.149 0.289 7 0.58 7.90 0.540 ( 0.189) 0.184 0.357 8 0.67 9.10 0.622 0.189 ( 0.212) 0.433 9 0.75 12.80 0.875 0.189 ( 0.298) 0.686 10 0.83 25.60 1.751 0.189 ( 0.595) 1.562 11 0.92 7.90 0.540 ( 0.189) 0.184 0.357 12 1.00 4.90 0.335 ( 0.189) 0.114 0.221 (Loss Rate Not Used) Sum = 100.0 Sum = 5.1 Flood volume = Effective rainfall 0.42(In) times area 9.9(Ac.)/[(In)/(Ft.)] = 0.3(Ac.Ft) Total soil loss = 0.15(In) Total soil loss = 0.123(Ac.Ft) Total rainfall = 0.57(In) Flood volume = 15174.0 Cubic Feet Total soil loss = 5370.3 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 11.320(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 ----------------------------------------------------------------------- 0+ 5 0.0073 1.05 V Q | | | | 0+10 0.0200 1.85 | VQ | | | | 0+15 0.0355 2.25 | Q | | | | 0+20 0.0521 2.41 | QV | | | | 0+25 0.0694 2.51 | Q V | | | | 0+30 0.0882 2.73 | Q V | | | 0+35 0.1104 3.23 | Q | V | | | 0+40 0.1375 3.92 | Q | V | | | 0+45 0.1762 5.62 | |Q V | | 0+50 0.2542 11.32 | | | Q V| | 0+55 0.3130 8.54 | | Q | | V | 1+ 0 0.3392 3.81 | Q | | | V | 1+ 5 0.3471 1.15 | Q | | | V| 1+10 0.3483 0.18 Q | | | V ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 10/24/24 File: THECOVE32.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6094 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- THE COVE 2-YR 3-HR -------------------------------------------------------------------- Drainage Area = 9.93(Ac.) = 0.016 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 9.93(Ac.) = 0.016 Sq. Mi. Length along longest watercourse = 1079.00(Ft.) Length along longest watercourse measured to centroid = 505.00(Ft.) Length along longest watercourse = 0.204 Mi. Length along longest watercourse measured to centroid = 0.096 Mi. Difference in elevation = 30.40(Ft.) Slope along watercourse = 148.7600 Ft./Mi. Average Manning's 'N' = 0.015 Lag time = 0.031 Hr. Lag time = 1.87 Min. 25% of lag time = 0.47 Min. 40% of lag time = 0.75 Min. Unit time = 5.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 9.93 1.00 9.93 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 9.93 2.50 24.82 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 1.000(In) Area Averaged 100-Year Rainfall = 2.500(In) Point rain (area averaged) = 1.000(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 1.000(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 9.930 56.00 0.700 Total Area Entered = 9.93(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 56.0 56.0 0.511 0.700 0.189 1.000 0.189 Sum (F) = 0.189 Area averaged mean soil loss (F) (In/Hr) = 0.189 Minimum soil loss rate ((In/Hr)) = 0.094 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.340 --------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 267.111 53.033 5.307 2 0.167 534.222 39.016 3.905 3 0.250 801.333 7.951 0.796 Sum = 100.000 Sum= 10.008 ----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 1.30 0.156 ( 0.189) 0.053 0.103 2 0.17 1.30 0.156 ( 0.189) 0.053 0.103 3 0.25 1.10 0.132 ( 0.189) 0.045 0.087 4 0.33 1.50 0.180 ( 0.189) 0.061 0.119 5 0.42 1.50 0.180 ( 0.189) 0.061 0.119 6 0.50 1.80 0.216 ( 0.189) 0.073 0.143 7 0.58 1.50 0.180 ( 0.189) 0.061 0.119 8 0.67 1.80 0.216 ( 0.189) 0.073 0.143 9 0.75 1.80 0.216 ( 0.189) 0.073 0.143 10 0.83 1.50 0.180 ( 0.189) 0.061 0.119 11 0.92 1.60 0.192 ( 0.189) 0.065 0.127 12 1.00 1.80 0.216 ( 0.189) 0.073 0.143 13 1.08 2.20 0.264 ( 0.189) 0.090 0.174 14 1.17 2.20 0.264 ( 0.189) 0.090 0.174 15 1.25 2.20 0.264 ( 0.189) 0.090 0.174 16 1.33 2.00 0.240 ( 0.189) 0.082 0.158 17 1.42 2.60 0.312 ( 0.189) 0.106 0.206 18 1.50 2.70 0.324 ( 0.189) 0.110 0.214 19 1.58 2.40 0.288 ( 0.189) 0.098 0.190 20 1.67 2.70 0.324 ( 0.189) 0.110 0.214 21 1.75 3.30 0.396 ( 0.189) 0.135 0.261 22 1.83 3.10 0.372 ( 0.189) 0.126 0.246 23 1.92 2.90 0.348 ( 0.189) 0.118 0.230 24 2.00 3.00 0.360 ( 0.189) 0.122 0.238 25 2.08 3.10 0.372 ( 0.189) 0.126 0.246 26 2.17 4.20 0.504 ( 0.189) 0.171 0.333 27 2.25 5.00 0.600 0.189 ( 0.204) 0.411 28 2.33 3.50 0.420 ( 0.189) 0.143 0.277 29 2.42 6.80 0.816 0.189 ( 0.277) 0.627 30 2.50 7.30 0.876 0.189 ( 0.298) 0.687 31 2.58 8.20 0.984 0.189 ( 0.335) 0.795 32 2.67 5.90 0.708 0.189 ( 0.241) 0.519 33 2.75 2.00 0.240 ( 0.189) 0.082 0.158 34 2.83 1.80 0.216 ( 0.189) 0.073 0.143 35 2.92 1.80 0.216 ( 0.189) 0.073 0.143 36 3.00 0.60 0.072 ( 0.189) 0.024 0.048 (Loss Rate Not Used) Sum = 100.0 Sum = 8.3 Flood volume = Effective rainfall 0.69(In) times area 9.9(Ac.)/[(In)/(Ft.)] = 0.6(Ac.Ft) Total soil loss = 0.31(In) Total soil loss = 0.253(Ac.Ft) Total rainfall = 1.00(In) Flood volume = 25019.4 Cubic Feet Total soil loss = 11024.9 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 7.404(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0038 0.55 V Q | | | | 0+10 0.0103 0.95 V Q | | | | 0+15 0.0168 0.95 |V Q | | | | 0+20 0.0241 1.05 |V Q | | | | 0+25 0.0321 1.16 | V Q | | | | 0+30 0.0412 1.32 | V Q | | | | 0+35 0.0500 1.28 | V Q | | | | 0+40 0.0592 1.33 | VQ | | | | 0+45 0.0689 1.41 | VQ | | | | 0+50 0.0778 1.30 | Q | | | | 0+55 0.0864 1.25 | QV | | | | 1+ 0 0.0957 1.35 | QV | | | | 1+ 5 0.1066 1.58 | QV | | | | 1+10 0.1185 1.72 | Q V | | | | 1+15 0.1305 1.74 | Q V| | | | 1+20 0.1419 1.66 | Q V| | | | 1+25 0.1547 1.85 | Q V | | | 1+30 0.1689 2.07 | Q |V | | | 1+35 0.1827 2.01 | Q | V | | | 1+40 0.1968 2.05 | Q | V | | | 1+45 0.2132 2.37 | Q| V | | | 1+50 0.2304 2.49 | Q| V | | | 1+55 0.2468 2.39 | Q| V | | | 2+ 0 0.2630 2.35 | Q| V | | | 2+ 5 0.2796 2.41 | Q| V| | | 2+10 0.2997 2.91 | |Q V | | 2+15 0.3250 3.68 | | Q | V | | 2+20 0.3481 3.34 | | Q | V | | 2+25 0.3807 4.74 | | Q | V | | 2+30 0.4242 6.32 | | | Q V| | 2+35 0.4752 7.40 | | | Q| V | 2+40 0.5193 6.41 | | | Q | V | 2+45 0.5435 3.50 | | Q | | V | 2+50 0.5558 1.79 | Q | | | V | 2+55 0.5657 1.44 | Q | | | V| 3+ 0 0.5720 0.92 | Q | | | V| 3+ 5 0.5741 0.30 |Q | | | V| 3+10 0.5744 0.04 Q | | | V ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 10/24/24 File: THECOVE62.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6094 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- THE COVE 2-YR 6-HR -------------------------------------------------------------------- Drainage Area = 9.93(Ac.) = 0.016 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 9.93(Ac.) = 0.016 Sq. Mi. Length along longest watercourse = 1079.00(Ft.) Length along longest watercourse measured to centroid = 505.00(Ft.) Length along longest watercourse = 0.204 Mi. Length along longest watercourse measured to centroid = 0.096 Mi. Difference in elevation = 30.40(Ft.) Slope along watercourse = 148.7600 Ft./Mi. Average Manning's 'N' = 0.015 Lag time = 0.031 Hr. Lag time = 1.87 Min. 25% of lag time = 0.47 Min. 40% of lag time = 0.75 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 9.93 1.40 13.90 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 9.93 3.50 34.75 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 1.400(In) Area Averaged 100-Year Rainfall = 3.500(In) Point rain (area averaged) = 1.400(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 1.400(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 9.930 56.00 0.700 Total Area Entered = 9.93(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 56.0 56.0 0.511 0.700 0.189 1.000 0.189 Sum (F) = 0.189 Area averaged mean soil loss (F) (In/Hr) = 0.189 Minimum soil loss rate ((In/Hr)) = 0.094 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.340 --------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 267.111 53.033 5.307 2 0.167 534.222 39.016 3.905 3 0.250 801.333 7.951 0.796 Sum = 100.000 Sum= 10.008 ----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.50 0.084 ( 0.189) 0.029 0.055 2 0.17 0.60 0.101 ( 0.189) 0.034 0.067 3 0.25 0.60 0.101 ( 0.189) 0.034 0.067 4 0.33 0.60 0.101 ( 0.189) 0.034 0.067 5 0.42 0.60 0.101 ( 0.189) 0.034 0.067 6 0.50 0.70 0.118 ( 0.189) 0.040 0.078 7 0.58 0.70 0.118 ( 0.189) 0.040 0.078 8 0.67 0.70 0.118 ( 0.189) 0.040 0.078 9 0.75 0.70 0.118 ( 0.189) 0.040 0.078 10 0.83 0.70 0.118 ( 0.189) 0.040 0.078 11 0.92 0.70 0.118 ( 0.189) 0.040 0.078 12 1.00 0.80 0.134 ( 0.189) 0.046 0.089 13 1.08 0.80 0.134 ( 0.189) 0.046 0.089 14 1.17 0.80 0.134 ( 0.189) 0.046 0.089 15 1.25 0.80 0.134 ( 0.189) 0.046 0.089 16 1.33 0.80 0.134 ( 0.189) 0.046 0.089 17 1.42 0.80 0.134 ( 0.189) 0.046 0.089 18 1.50 0.80 0.134 ( 0.189) 0.046 0.089 19 1.58 0.80 0.134 ( 0.189) 0.046 0.089 20 1.67 0.80 0.134 ( 0.189) 0.046 0.089 21 1.75 0.80 0.134 ( 0.189) 0.046 0.089 22 1.83 0.80 0.134 ( 0.189) 0.046 0.089 23 1.92 0.80 0.134 ( 0.189) 0.046 0.089 24 2.00 0.90 0.151 ( 0.189) 0.051 0.100 25 2.08 0.80 0.134 ( 0.189) 0.046 0.089 26 2.17 0.90 0.151 ( 0.189) 0.051 0.100 27 2.25 0.90 0.151 ( 0.189) 0.051 0.100 28 2.33 0.90 0.151 ( 0.189) 0.051 0.100 29 2.42 0.90 0.151 ( 0.189) 0.051 0.100 30 2.50 0.90 0.151 ( 0.189) 0.051 0.100 31 2.58 0.90 0.151 ( 0.189) 0.051 0.100 32 2.67 0.90 0.151 ( 0.189) 0.051 0.100 33 2.75 1.00 0.168 ( 0.189) 0.057 0.111 34 2.83 1.00 0.168 ( 0.189) 0.057 0.111 35 2.92 1.00 0.168 ( 0.189) 0.057 0.111 36 3.00 1.00 0.168 ( 0.189) 0.057 0.111 37 3.08 1.00 0.168 ( 0.189) 0.057 0.111 38 3.17 1.10 0.185 ( 0.189) 0.063 0.122 39 3.25 1.10 0.185 ( 0.189) 0.063 0.122 40 3.33 1.10 0.185 ( 0.189) 0.063 0.122 41 3.42 1.20 0.202 ( 0.189) 0.069 0.133 42 3.50 1.30 0.218 ( 0.189) 0.074 0.144 43 3.58 1.40 0.235 ( 0.189) 0.080 0.155 44 3.67 1.40 0.235 ( 0.189) 0.080 0.155 45 3.75 1.50 0.252 ( 0.189) 0.086 0.166 46 3.83 1.50 0.252 ( 0.189) 0.086 0.166 47 3.92 1.60 0.269 ( 0.189) 0.091 0.177 48 4.00 1.60 0.269 ( 0.189) 0.091 0.177 49 4.08 1.70 0.286 ( 0.189) 0.097 0.188 50 4.17 1.80 0.302 ( 0.189) 0.103 0.200 51 4.25 1.90 0.319 ( 0.189) 0.109 0.211 52 4.33 2.00 0.336 ( 0.189) 0.114 0.222 53 4.42 2.10 0.353 ( 0.189) 0.120 0.233 54 4.50 2.10 0.353 ( 0.189) 0.120 0.233 55 4.58 2.20 0.370 ( 0.189) 0.126 0.244 56 4.67 2.30 0.386 ( 0.189) 0.131 0.255 57 4.75 2.40 0.403 ( 0.189) 0.137 0.266 58 4.83 2.40 0.403 ( 0.189) 0.137 0.266 59 4.92 2.50 0.420 ( 0.189) 0.143 0.277 60 5.00 2.60 0.437 ( 0.189) 0.149 0.288 61 5.08 3.10 0.521 ( 0.189) 0.177 0.344 62 5.17 3.60 0.605 0.189 ( 0.206) 0.416 63 5.25 3.90 0.655 0.189 ( 0.223) 0.466 64 5.33 4.20 0.706 0.189 ( 0.240) 0.517 65 5.42 4.70 0.790 0.189 ( 0.268) 0.601 66 5.50 5.60 0.941 0.189 ( 0.320) 0.752 67 5.58 1.90 0.319 ( 0.189) 0.109 0.211 68 5.67 0.90 0.151 ( 0.189) 0.051 0.100 69 5.75 0.60 0.101 ( 0.189) 0.034 0.067 70 5.83 0.50 0.084 ( 0.189) 0.029 0.055 71 5.92 0.30 0.050 ( 0.189) 0.017 0.033 72 6.00 0.20 0.034 ( 0.189) 0.011 0.022 (Loss Rate Not Used) Sum = 100.0 Sum = 11.4 Flood volume = Effective rainfall 0.95(In) times area 9.9(Ac.)/[(In)/(Ft.)] = 0.8(Ac.Ft) Total soil loss = 0.45(In) Total soil loss = 0.372(Ac.Ft) Total rainfall = 1.40(In) Flood volume = 34241.3 Cubic Feet Total soil loss = 16221.2 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 6.749(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0020 0.29 VQ | | | | 0+10 0.0060 0.57 V Q | | | | 0+15 0.0105 0.66 V Q | | | | 0+20 0.0151 0.67 V Q | | | | 0+25 0.0197 0.67 |VQ | | | | 0+30 0.0246 0.72 |VQ | | | | 0+35 0.0299 0.77 |V Q | | | | 0+40 0.0353 0.78 |V Q | | | | 0+45 0.0406 0.78 | VQ | | | | 0+50 0.0460 0.78 | VQ | | | | 0+55 0.0513 0.78 | VQ | | | | 1+ 0 0.0571 0.84 | VQ | | | | 1+ 5 0.0632 0.88 | Q | | | | 1+10 0.0693 0.89 | Q | | | | 1+15 0.0754 0.89 | Q | | | | 1+20 0.0815 0.89 | QV | | | | 1+25 0.0876 0.89 | QV | | | | 1+30 0.0937 0.89 | QV | | | | 1+35 0.0999 0.89 | Q V | | | | 1+40 0.1060 0.89 | Q V | | | | 1+45 0.1121 0.89 | Q V | | | | 1+50 0.1182 0.89 | Q V | | | | 1+55 0.1243 0.89 | Q V | | | | 2+ 0 0.1308 0.95 | Q V | | | | 2+ 5 0.1373 0.93 | Q V | | | | 2+10 0.1438 0.96 | Q V | | | | 2+15 0.1507 0.99 | Q V | | | | 2+20 0.1575 1.00 | Q V | | | | 2+25 0.1644 1.00 | Q V | | | | 2+30 0.1713 1.00 | Q V | | | | 2+35 0.1782 1.00 | Q V| | | | 2+40 0.1851 1.00 | Q V| | | | 2+45 0.1924 1.06 | Q V| | | | 2+50 0.1999 1.10 | Q V | | | 2+55 0.2076 1.11 | Q V | | | 3+ 0 0.2152 1.11 | Q V | | | 3+ 5 0.2229 1.11 | Q |V | | | 3+10 0.2309 1.17 | Q |V | | | 3+15 0.2393 1.21 | Q | V | | | 3+20 0.2477 1.22 | Q | V | | | 3+25 0.2565 1.28 | Q | V | | | 3+30 0.2660 1.38 | Q | V | | | 3+35 0.2763 1.49 | Q | V | | | 3+40 0.2870 1.55 | Q | V | | | 3+45 0.2981 1.61 | Q | V | | | 3+50 0.3095 1.66 | Q | V | | | 3+55 0.3213 1.72 | Q | V | | | 4+ 0 0.3335 1.77 | Q | V | | | 4+ 5 0.3462 1.84 | Q | V | | | 4+10 0.3595 1.94 | Q | V | | | 4+15 0.3736 2.05 | Q | V| | | 4+20 0.3885 2.16 | Q | V| | | 4+25 0.4041 2.27 | Q| V | | 4+30 0.4201 2.32 | Q| |V | | 4+35 0.4366 2.39 | Q| | V | | 4+40 0.4537 2.49 | Q| | V | | 4+45 0.4717 2.60 | Q | V | | 4+50 0.4900 2.66 | Q | V | | 4+55 0.5087 2.72 | Q | V | | 5+ 0 0.5282 2.83 | |Q | V | | 5+ 5 0.5500 3.17 | | Q | V | | 5+10 0.5761 3.78 | | Q | V| | 5+15 0.6062 4.37 | | Q | V | 5+20 0.6399 4.90 | | Q| | V | 5+25 0.6783 5.58 | | | Q | V | 5+30 0.7248 6.75 | | | Q | V | 5+35 0.7560 4.53 | | Q | | V | 5+40 0.7695 1.95 | Q | | | V| 5+45 0.7757 0.91 | Q | | | V| 5+50 0.7801 0.63 | Q | | | V| 5+55 0.7832 0.45 |Q | | | V| 6+ 0 0.7852 0.29 |Q | | | V| 6+ 5 0.7860 0.11 Q | | | V| 6+10 0.7861 0.02 Q | | | V| ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 10/24/24 File: THECOVE242.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6094 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- THE COVE 2-YR 24-HR -------------------------------------------------------------------- Drainage Area = 9.93(Ac.) = 0.016 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 9.93(Ac.) = 0.016 Sq. Mi. Length along longest watercourse = 1079.00(Ft.) Length along longest watercourse measured to centroid = 505.00(Ft.) Length along longest watercourse = 0.204 Mi. Length along longest watercourse measured to centroid = 0.096 Mi. Difference in elevation = 30.40(Ft.) Slope along watercourse = 148.7600 Ft./Mi. Average Manning's 'N' = 0.015 Lag time = 0.031 Hr. Lag time = 1.87 Min. 25% of lag time = 0.47 Min. 40% of lag time = 0.75 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 9.93 2.50 24.82 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 9.93 6.00 59.58 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 2.500(In) Area Averaged 100-Year Rainfall = 6.000(In) Point rain (area averaged) = 2.500(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.500(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 9.930 56.00 0.700 Total Area Entered = 9.93(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 56.0 56.0 0.511 0.700 0.189 1.000 0.189 Sum (F) = 0.189 Area averaged mean soil loss (F) (In/Hr) = 0.189 Minimum soil loss rate ((In/Hr)) = 0.094 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.340 --------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 267.111 53.033 5.307 2 0.167 534.222 39.016 3.905 3 0.250 801.333 7.951 0.796 Sum = 100.000 Sum= 10.008 ----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.07 0.020 ( 0.335) 0.007 0.013 2 0.17 0.07 0.020 ( 0.334) 0.007 0.013 3 0.25 0.07 0.020 ( 0.332) 0.007 0.013 4 0.33 0.10 0.030 ( 0.331) 0.010 0.020 5 0.42 0.10 0.030 ( 0.330) 0.010 0.020 6 0.50 0.10 0.030 ( 0.329) 0.010 0.020 7 0.58 0.10 0.030 ( 0.327) 0.010 0.020 8 0.67 0.10 0.030 ( 0.326) 0.010 0.020 9 0.75 0.10 0.030 ( 0.325) 0.010 0.020 10 0.83 0.13 0.040 ( 0.323) 0.014 0.026 11 0.92 0.13 0.040 ( 0.322) 0.014 0.026 12 1.00 0.13 0.040 ( 0.321) 0.014 0.026 13 1.08 0.10 0.030 ( 0.320) 0.010 0.020 14 1.17 0.10 0.030 ( 0.318) 0.010 0.020 15 1.25 0.10 0.030 ( 0.317) 0.010 0.020 16 1.33 0.10 0.030 ( 0.316) 0.010 0.020 17 1.42 0.10 0.030 ( 0.315) 0.010 0.020 18 1.50 0.10 0.030 ( 0.313) 0.010 0.020 19 1.58 0.10 0.030 ( 0.312) 0.010 0.020 20 1.67 0.10 0.030 ( 0.311) 0.010 0.020 21 1.75 0.10 0.030 ( 0.310) 0.010 0.020 22 1.83 0.13 0.040 ( 0.308) 0.014 0.026 23 1.92 0.13 0.040 ( 0.307) 0.014 0.026 24 2.00 0.13 0.040 ( 0.306) 0.014 0.026 25 2.08 0.13 0.040 ( 0.305) 0.014 0.026 26 2.17 0.13 0.040 ( 0.303) 0.014 0.026 27 2.25 0.13 0.040 ( 0.302) 0.014 0.026 28 2.33 0.13 0.040 ( 0.301) 0.014 0.026 29 2.42 0.13 0.040 ( 0.300) 0.014 0.026 30 2.50 0.13 0.040 ( 0.298) 0.014 0.026 31 2.58 0.17 0.050 ( 0.297) 0.017 0.033 32 2.67 0.17 0.050 ( 0.296) 0.017 0.033 33 2.75 0.17 0.050 ( 0.295) 0.017 0.033 34 2.83 0.17 0.050 ( 0.294) 0.017 0.033 35 2.92 0.17 0.050 ( 0.292) 0.017 0.033 36 3.00 0.17 0.050 ( 0.291) 0.017 0.033 37 3.08 0.17 0.050 ( 0.290) 0.017 0.033 38 3.17 0.17 0.050 ( 0.289) 0.017 0.033 39 3.25 0.17 0.050 ( 0.288) 0.017 0.033 40 3.33 0.17 0.050 ( 0.286) 0.017 0.033 41 3.42 0.17 0.050 ( 0.285) 0.017 0.033 42 3.50 0.17 0.050 ( 0.284) 0.017 0.033 43 3.58 0.17 0.050 ( 0.283) 0.017 0.033 44 3.67 0.17 0.050 ( 0.282) 0.017 0.033 45 3.75 0.17 0.050 ( 0.280) 0.017 0.033 46 3.83 0.20 0.060 ( 0.279) 0.020 0.040 47 3.92 0.20 0.060 ( 0.278) 0.020 0.040 48 4.00 0.20 0.060 ( 0.277) 0.020 0.040 49 4.08 0.20 0.060 ( 0.276) 0.020 0.040 50 4.17 0.20 0.060 ( 0.275) 0.020 0.040 51 4.25 0.20 0.060 ( 0.273) 0.020 0.040 52 4.33 0.23 0.070 ( 0.272) 0.024 0.046 53 4.42 0.23 0.070 ( 0.271) 0.024 0.046 54 4.50 0.23 0.070 ( 0.270) 0.024 0.046 55 4.58 0.23 0.070 ( 0.269) 0.024 0.046 56 4.67 0.23 0.070 ( 0.268) 0.024 0.046 57 4.75 0.23 0.070 ( 0.266) 0.024 0.046 58 4.83 0.27 0.080 ( 0.265) 0.027 0.053 59 4.92 0.27 0.080 ( 0.264) 0.027 0.053 60 5.00 0.27 0.080 ( 0.263) 0.027 0.053 61 5.08 0.20 0.060 ( 0.262) 0.020 0.040 62 5.17 0.20 0.060 ( 0.261) 0.020 0.040 63 5.25 0.20 0.060 ( 0.260) 0.020 0.040 64 5.33 0.23 0.070 ( 0.258) 0.024 0.046 65 5.42 0.23 0.070 ( 0.257) 0.024 0.046 66 5.50 0.23 0.070 ( 0.256) 0.024 0.046 67 5.58 0.27 0.080 ( 0.255) 0.027 0.053 68 5.67 0.27 0.080 ( 0.254) 0.027 0.053 69 5.75 0.27 0.080 ( 0.253) 0.027 0.053 70 5.83 0.27 0.080 ( 0.252) 0.027 0.053 71 5.92 0.27 0.080 ( 0.251) 0.027 0.053 72 6.00 0.27 0.080 ( 0.249) 0.027 0.053 73 6.08 0.30 0.090 ( 0.248) 0.031 0.059 74 6.17 0.30 0.090 ( 0.247) 0.031 0.059 75 6.25 0.30 0.090 ( 0.246) 0.031 0.059 76 6.33 0.30 0.090 ( 0.245) 0.031 0.059 77 6.42 0.30 0.090 ( 0.244) 0.031 0.059 78 6.50 0.30 0.090 ( 0.243) 0.031 0.059 79 6.58 0.33 0.100 ( 0.242) 0.034 0.066 80 6.67 0.33 0.100 ( 0.241) 0.034 0.066 81 6.75 0.33 0.100 ( 0.240) 0.034 0.066 82 6.83 0.33 0.100 ( 0.239) 0.034 0.066 83 6.92 0.33 0.100 ( 0.237) 0.034 0.066 84 7.00 0.33 0.100 ( 0.236) 0.034 0.066 85 7.08 0.33 0.100 ( 0.235) 0.034 0.066 86 7.17 0.33 0.100 ( 0.234) 0.034 0.066 87 7.25 0.33 0.100 ( 0.233) 0.034 0.066 88 7.33 0.37 0.110 ( 0.232) 0.037 0.073 89 7.42 0.37 0.110 ( 0.231) 0.037 0.073 90 7.50 0.37 0.110 ( 0.230) 0.037 0.073 91 7.58 0.40 0.120 ( 0.229) 0.041 0.079 92 7.67 0.40 0.120 ( 0.228) 0.041 0.079 93 7.75 0.40 0.120 ( 0.227) 0.041 0.079 94 7.83 0.43 0.130 ( 0.226) 0.044 0.086 95 7.92 0.43 0.130 ( 0.225) 0.044 0.086 96 8.00 0.43 0.130 ( 0.224) 0.044 0.086 97 8.08 0.50 0.150 ( 0.223) 0.051 0.099 98 8.17 0.50 0.150 ( 0.222) 0.051 0.099 99 8.25 0.50 0.150 ( 0.221) 0.051 0.099 100 8.33 0.50 0.150 ( 0.220) 0.051 0.099 101 8.42 0.50 0.150 ( 0.219) 0.051 0.099 102 8.50 0.50 0.150 ( 0.217) 0.051 0.099 103 8.58 0.53 0.160 ( 0.216) 0.054 0.106 104 8.67 0.53 0.160 ( 0.215) 0.054 0.106 105 8.75 0.53 0.160 ( 0.214) 0.054 0.106 106 8.83 0.57 0.170 ( 0.213) 0.058 0.112 107 8.92 0.57 0.170 ( 0.212) 0.058 0.112 108 9.00 0.57 0.170 ( 0.211) 0.058 0.112 109 9.08 0.63 0.190 ( 0.210) 0.065 0.125 110 9.17 0.63 0.190 ( 0.209) 0.065 0.125 111 9.25 0.63 0.190 ( 0.208) 0.065 0.125 112 9.33 0.67 0.200 ( 0.207) 0.068 0.132 113 9.42 0.67 0.200 ( 0.206) 0.068 0.132 114 9.50 0.67 0.200 ( 0.205) 0.068 0.132 115 9.58 0.70 0.210 ( 0.204) 0.071 0.139 116 9.67 0.70 0.210 ( 0.203) 0.071 0.139 117 9.75 0.70 0.210 ( 0.202) 0.071 0.139 118 9.83 0.73 0.220 ( 0.202) 0.075 0.145 119 9.92 0.73 0.220 ( 0.201) 0.075 0.145 120 10.00 0.73 0.220 ( 0.200) 0.075 0.145 121 10.08 0.50 0.150 ( 0.199) 0.051 0.099 122 10.17 0.50 0.150 ( 0.198) 0.051 0.099 123 10.25 0.50 0.150 ( 0.197) 0.051 0.099 124 10.33 0.50 0.150 ( 0.196) 0.051 0.099 125 10.42 0.50 0.150 ( 0.195) 0.051 0.099 126 10.50 0.50 0.150 ( 0.194) 0.051 0.099 127 10.58 0.67 0.200 ( 0.193) 0.068 0.132 128 10.67 0.67 0.200 ( 0.192) 0.068 0.132 129 10.75 0.67 0.200 ( 0.191) 0.068 0.132 130 10.83 0.67 0.200 ( 0.190) 0.068 0.132 131 10.92 0.67 0.200 ( 0.189) 0.068 0.132 132 11.00 0.67 0.200 ( 0.188) 0.068 0.132 133 11.08 0.63 0.190 ( 0.187) 0.065 0.125 134 11.17 0.63 0.190 ( 0.186) 0.065 0.125 135 11.25 0.63 0.190 ( 0.185) 0.065 0.125 136 11.33 0.63 0.190 ( 0.185) 0.065 0.125 137 11.42 0.63 0.190 ( 0.184) 0.065 0.125 138 11.50 0.63 0.190 ( 0.183) 0.065 0.125 139 11.58 0.57 0.170 ( 0.182) 0.058 0.112 140 11.67 0.57 0.170 ( 0.181) 0.058 0.112 141 11.75 0.57 0.170 ( 0.180) 0.058 0.112 142 11.83 0.60 0.180 ( 0.179) 0.061 0.119 143 11.92 0.60 0.180 ( 0.178) 0.061 0.119 144 12.00 0.60 0.180 ( 0.177) 0.061 0.119 145 12.08 0.83 0.250 ( 0.176) 0.085 0.165 146 12.17 0.83 0.250 ( 0.176) 0.085 0.165 147 12.25 0.83 0.250 ( 0.175) 0.085 0.165 148 12.33 0.87 0.260 ( 0.174) 0.088 0.172 149 12.42 0.87 0.260 ( 0.173) 0.088 0.172 150 12.50 0.87 0.260 ( 0.172) 0.088 0.172 151 12.58 0.93 0.280 ( 0.171) 0.095 0.185 152 12.67 0.93 0.280 ( 0.170) 0.095 0.185 153 12.75 0.93 0.280 ( 0.169) 0.095 0.185 154 12.83 0.97 0.290 ( 0.169) 0.099 0.191 155 12.92 0.97 0.290 ( 0.168) 0.099 0.191 156 13.00 0.97 0.290 ( 0.167) 0.099 0.191 157 13.08 1.13 0.340 ( 0.166) 0.116 0.224 158 13.17 1.13 0.340 ( 0.165) 0.116 0.224 159 13.25 1.13 0.340 ( 0.164) 0.116 0.224 160 13.33 1.13 0.340 ( 0.164) 0.116 0.224 161 13.42 1.13 0.340 ( 0.163) 0.116 0.224 162 13.50 1.13 0.340 ( 0.162) 0.116 0.224 163 13.58 0.77 0.230 ( 0.161) 0.078 0.152 164 13.67 0.77 0.230 ( 0.160) 0.078 0.152 165 13.75 0.77 0.230 ( 0.159) 0.078 0.152 166 13.83 0.77 0.230 ( 0.159) 0.078 0.152 167 13.92 0.77 0.230 ( 0.158) 0.078 0.152 168 14.00 0.77 0.230 ( 0.157) 0.078 0.152 169 14.08 0.90 0.270 ( 0.156) 0.092 0.178 170 14.17 0.90 0.270 ( 0.155) 0.092 0.178 171 14.25 0.90 0.270 ( 0.155) 0.092 0.178 172 14.33 0.87 0.260 ( 0.154) 0.088 0.172 173 14.42 0.87 0.260 ( 0.153) 0.088 0.172 174 14.50 0.87 0.260 ( 0.152) 0.088 0.172 175 14.58 0.87 0.260 ( 0.151) 0.088 0.172 176 14.67 0.87 0.260 ( 0.151) 0.088 0.172 177 14.75 0.87 0.260 ( 0.150) 0.088 0.172 178 14.83 0.83 0.250 ( 0.149) 0.085 0.165 179 14.92 0.83 0.250 ( 0.148) 0.085 0.165 180 15.00 0.83 0.250 ( 0.148) 0.085 0.165 181 15.08 0.80 0.240 ( 0.147) 0.082 0.158 182 15.17 0.80 0.240 ( 0.146) 0.082 0.158 183 15.25 0.80 0.240 ( 0.145) 0.082 0.158 184 15.33 0.77 0.230 ( 0.145) 0.078 0.152 185 15.42 0.77 0.230 ( 0.144) 0.078 0.152 186 15.50 0.77 0.230 ( 0.143) 0.078 0.152 187 15.58 0.63 0.190 ( 0.142) 0.065 0.125 188 15.67 0.63 0.190 ( 0.142) 0.065 0.125 189 15.75 0.63 0.190 ( 0.141) 0.065 0.125 190 15.83 0.63 0.190 ( 0.140) 0.065 0.125 191 15.92 0.63 0.190 ( 0.140) 0.065 0.125 192 16.00 0.63 0.190 ( 0.139) 0.065 0.125 193 16.08 0.13 0.040 ( 0.138) 0.014 0.026 194 16.17 0.13 0.040 ( 0.137) 0.014 0.026 195 16.25 0.13 0.040 ( 0.137) 0.014 0.026 196 16.33 0.13 0.040 ( 0.136) 0.014 0.026 197 16.42 0.13 0.040 ( 0.135) 0.014 0.026 198 16.50 0.13 0.040 ( 0.135) 0.014 0.026 199 16.58 0.10 0.030 ( 0.134) 0.010 0.020 200 16.67 0.10 0.030 ( 0.133) 0.010 0.020 201 16.75 0.10 0.030 ( 0.133) 0.010 0.020 202 16.83 0.10 0.030 ( 0.132) 0.010 0.020 203 16.92 0.10 0.030 ( 0.131) 0.010 0.020 204 17.00 0.10 0.030 ( 0.131) 0.010 0.020 205 17.08 0.17 0.050 ( 0.130) 0.017 0.033 206 17.17 0.17 0.050 ( 0.129) 0.017 0.033 207 17.25 0.17 0.050 ( 0.129) 0.017 0.033 208 17.33 0.17 0.050 ( 0.128) 0.017 0.033 209 17.42 0.17 0.050 ( 0.127) 0.017 0.033 210 17.50 0.17 0.050 ( 0.127) 0.017 0.033 211 17.58 0.17 0.050 ( 0.126) 0.017 0.033 212 17.67 0.17 0.050 ( 0.125) 0.017 0.033 213 17.75 0.17 0.050 ( 0.125) 0.017 0.033 214 17.83 0.13 0.040 ( 0.124) 0.014 0.026 215 17.92 0.13 0.040 ( 0.124) 0.014 0.026 216 18.00 0.13 0.040 ( 0.123) 0.014 0.026 217 18.08 0.13 0.040 ( 0.122) 0.014 0.026 218 18.17 0.13 0.040 ( 0.122) 0.014 0.026 219 18.25 0.13 0.040 ( 0.121) 0.014 0.026 220 18.33 0.13 0.040 ( 0.121) 0.014 0.026 221 18.42 0.13 0.040 ( 0.120) 0.014 0.026 222 18.50 0.13 0.040 ( 0.119) 0.014 0.026 223 18.58 0.10 0.030 ( 0.119) 0.010 0.020 224 18.67 0.10 0.030 ( 0.118) 0.010 0.020 225 18.75 0.10 0.030 ( 0.118) 0.010 0.020 226 18.83 0.07 0.020 ( 0.117) 0.007 0.013 227 18.92 0.07 0.020 ( 0.117) 0.007 0.013 228 19.00 0.07 0.020 ( 0.116) 0.007 0.013 229 19.08 0.10 0.030 ( 0.115) 0.010 0.020 230 19.17 0.10 0.030 ( 0.115) 0.010 0.020 231 19.25 0.10 0.030 ( 0.114) 0.010 0.020 232 19.33 0.13 0.040 ( 0.114) 0.014 0.026 233 19.42 0.13 0.040 ( 0.113) 0.014 0.026 234 19.50 0.13 0.040 ( 0.113) 0.014 0.026 235 19.58 0.10 0.030 ( 0.112) 0.010 0.020 236 19.67 0.10 0.030 ( 0.112) 0.010 0.020 237 19.75 0.10 0.030 ( 0.111) 0.010 0.020 238 19.83 0.07 0.020 ( 0.111) 0.007 0.013 239 19.92 0.07 0.020 ( 0.110) 0.007 0.013 240 20.00 0.07 0.020 ( 0.110) 0.007 0.013 241 20.08 0.10 0.030 ( 0.109) 0.010 0.020 242 20.17 0.10 0.030 ( 0.109) 0.010 0.020 243 20.25 0.10 0.030 ( 0.108) 0.010 0.020 244 20.33 0.10 0.030 ( 0.108) 0.010 0.020 245 20.42 0.10 0.030 ( 0.107) 0.010 0.020 246 20.50 0.10 0.030 ( 0.107) 0.010 0.020 247 20.58 0.10 0.030 ( 0.106) 0.010 0.020 248 20.67 0.10 0.030 ( 0.106) 0.010 0.020 249 20.75 0.10 0.030 ( 0.106) 0.010 0.020 250 20.83 0.07 0.020 ( 0.105) 0.007 0.013 251 20.92 0.07 0.020 ( 0.105) 0.007 0.013 252 21.00 0.07 0.020 ( 0.104) 0.007 0.013 253 21.08 0.10 0.030 ( 0.104) 0.010 0.020 254 21.17 0.10 0.030 ( 0.103) 0.010 0.020 255 21.25 0.10 0.030 ( 0.103) 0.010 0.020 256 21.33 0.07 0.020 ( 0.103) 0.007 0.013 257 21.42 0.07 0.020 ( 0.102) 0.007 0.013 258 21.50 0.07 0.020 ( 0.102) 0.007 0.013 259 21.58 0.10 0.030 ( 0.102) 0.010 0.020 260 21.67 0.10 0.030 ( 0.101) 0.010 0.020 261 21.75 0.10 0.030 ( 0.101) 0.010 0.020 262 21.83 0.07 0.020 ( 0.100) 0.007 0.013 263 21.92 0.07 0.020 ( 0.100) 0.007 0.013 264 22.00 0.07 0.020 ( 0.100) 0.007 0.013 265 22.08 0.10 0.030 ( 0.099) 0.010 0.020 266 22.17 0.10 0.030 ( 0.099) 0.010 0.020 267 22.25 0.10 0.030 ( 0.099) 0.010 0.020 268 22.33 0.07 0.020 ( 0.099) 0.007 0.013 269 22.42 0.07 0.020 ( 0.098) 0.007 0.013 270 22.50 0.07 0.020 ( 0.098) 0.007 0.013 271 22.58 0.07 0.020 ( 0.098) 0.007 0.013 272 22.67 0.07 0.020 ( 0.097) 0.007 0.013 273 22.75 0.07 0.020 ( 0.097) 0.007 0.013 274 22.83 0.07 0.020 ( 0.097) 0.007 0.013 275 22.92 0.07 0.020 ( 0.097) 0.007 0.013 276 23.00 0.07 0.020 ( 0.096) 0.007 0.013 277 23.08 0.07 0.020 ( 0.096) 0.007 0.013 278 23.17 0.07 0.020 ( 0.096) 0.007 0.013 279 23.25 0.07 0.020 ( 0.096) 0.007 0.013 280 23.33 0.07 0.020 ( 0.096) 0.007 0.013 281 23.42 0.07 0.020 ( 0.095) 0.007 0.013 282 23.50 0.07 0.020 ( 0.095) 0.007 0.013 283 23.58 0.07 0.020 ( 0.095) 0.007 0.013 284 23.67 0.07 0.020 ( 0.095) 0.007 0.013 285 23.75 0.07 0.020 ( 0.095) 0.007 0.013 286 23.83 0.07 0.020 ( 0.095) 0.007 0.013 287 23.92 0.07 0.020 ( 0.095) 0.007 0.013 288 24.00 0.07 0.020 ( 0.095) 0.007 0.013 (Loss Rate Not Used) Sum = 100.0 Sum = 19.8 Flood volume = Effective rainfall 1.65(In) times area 9.9(Ac.)/[(In)/(Ft.)] = 1.4(Ac.Ft) Total soil loss = 0.85(In) Total soil loss = 0.703(Ac.Ft) Total rainfall = 2.50(In) Flood volume = 59474.6 Cubic Feet Total soil loss = 30638.4 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 2.247(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0005 0.07 Q | | | | 0+10 0.0013 0.12 Q | | | | 0+15 0.0022 0.13 Q | | | | 0+20 0.0034 0.17 Q | | | | 0+25 0.0047 0.19 Q | | | | 0+30 0.0061 0.20 Q | | | | 0+35 0.0074 0.20 Q | | | | 0+40 0.0088 0.20 Q | | | | 0+45 0.0102 0.20 Q | | | | 0+50 0.0118 0.23 Q | | | | 0+55 0.0136 0.26 VQ | | | | 1+ 0 0.0154 0.26 VQ | | | | 1+ 5 0.0170 0.23 Q | | | | 1+10 0.0184 0.20 Q | | | | 1+15 0.0197 0.20 Q | | | | 1+20 0.0211 0.20 Q | | | | 1+25 0.0225 0.20 Q | | | | 1+30 0.0238 0.20 Q | | | | 1+35 0.0252 0.20 Q | | | | 1+40 0.0266 0.20 Q | | | | 1+45 0.0279 0.20 Q | | | | 1+50 0.0295 0.23 Q | | | | 1+55 0.0313 0.26 VQ | | | | 2+ 0 0.0331 0.26 VQ | | | | 2+ 5 0.0350 0.26 |Q | | | | 2+10 0.0368 0.26 |Q | | | | 2+15 0.0386 0.26 |Q | | | | 2+20 0.0404 0.26 |Q | | | | 2+25 0.0422 0.26 |Q | | | | 2+30 0.0441 0.26 |Q | | | | 2+35 0.0461 0.30 |Q | | | | 2+40 0.0484 0.33 |Q | | | | 2+45 0.0506 0.33 |Q | | | | 2+50 0.0529 0.33 |Q | | | | 2+55 0.0552 0.33 |Q | | | | 3+ 0 0.0575 0.33 |Q | | | | 3+ 5 0.0597 0.33 |Q | | | | 3+10 0.0620 0.33 |Q | | | | 3+15 0.0643 0.33 |Q | | | | 3+20 0.0666 0.33 |Q | | | | 3+25 0.0688 0.33 |QV | | | | 3+30 0.0711 0.33 |QV | | | | 3+35 0.0734 0.33 |QV | | | | 3+40 0.0757 0.33 |QV | | | | 3+45 0.0779 0.33 |QV | | | | 3+50 0.0805 0.37 |QV | | | | 3+55 0.0832 0.39 |QV | | | | 4+ 0 0.0859 0.40 |QV | | | | 4+ 5 0.0886 0.40 |QV | | | | 4+10 0.0913 0.40 |QV | | | | 4+15 0.0941 0.40 |QV | | | | 4+20 0.0970 0.43 |QV | | | | 4+25 0.1002 0.46 |QV | | | | 4+30 0.1034 0.46 |Q V | | | | 4+35 0.1066 0.46 |Q V | | | | 4+40 0.1098 0.46 |Q V | | | | 4+45 0.1129 0.46 |Q V | | | | 4+50 0.1164 0.50 |Q V | | | | 4+55 0.1200 0.52 | QV | | | | 5+ 0 0.1236 0.53 | QV | | | | 5+ 5 0.1268 0.46 |Q V | | | | 5+10 0.1296 0.41 |Q V | | | | 5+15 0.1323 0.40 |Q V | | | | 5+20 0.1353 0.43 |Q V | | | | 5+25 0.1384 0.46 |Q V | | | | 5+30 0.1416 0.46 |Q V | | | | 5+35 0.1450 0.50 |Q V | | | | 5+40 0.1486 0.52 | Q V | | | | 5+45 0.1523 0.53 | Q V | | | | 5+50 0.1559 0.53 | Q V | | | | 5+55 0.1596 0.53 | Q V | | | | 6+ 0 0.1632 0.53 | Q V | | | | 6+ 5 0.1671 0.56 | Q V | | | | 6+10 0.1711 0.59 | Q V | | | | 6+15 0.1752 0.59 | Q V | | | | 6+20 0.1793 0.59 | Q V | | | | 6+25 0.1834 0.59 | Q V | | | | 6+30 0.1875 0.59 | Q V | | | | 6+35 0.1919 0.63 | Q V | | | | 6+40 0.1964 0.66 | Q V | | | | 6+45 0.2009 0.66 | Q V | | | | 6+50 0.2055 0.66 | Q V | | | | 6+55 0.2100 0.66 | Q V | | | | 7+ 0 0.2146 0.66 | Q V | | | | 7+ 5 0.2191 0.66 | Q V | | | | 7+10 0.2237 0.66 | Q V | | | | 7+15 0.2282 0.66 | Q V | | | | 7+20 0.2330 0.70 | Q V | | | | 7+25 0.2380 0.72 | Q V | | | | 7+30 0.2430 0.73 | Q V | | | | 7+35 0.2483 0.76 | Q V | | | | 7+40 0.2537 0.79 | Q V | | | | 7+45 0.2591 0.79 | Q V | | | | 7+50 0.2649 0.83 | Q V | | | | 7+55 0.2707 0.85 | Q V | | | | 8+ 0 0.2766 0.86 | Q V | | | | 8+ 5 0.2830 0.93 | Q V | | | | 8+10 0.2898 0.98 | Q V | | | | 8+15 0.2966 0.99 | Q V | | | | 8+20 0.3035 0.99 | Q V | | | | 8+25 0.3103 0.99 | Q V| | | | 8+30 0.3171 0.99 | Q V| | | | 8+35 0.3242 1.03 | Q V| | | | 8+40 0.3314 1.05 | Q V| | | | 8+45 0.3387 1.06 | Q V| | | | 8+50 0.3462 1.09 | Q V | | | 8+55 0.3539 1.12 | Q V | | | 9+ 0 0.3617 1.12 | Q V | | | 9+ 5 0.3699 1.19 | Q V | | | 9+10 0.3785 1.25 | Q |V | | | 9+15 0.3871 1.26 | Q |V | | | 9+20 0.3960 1.29 | Q |V | | | 9+25 0.4051 1.32 | Q |V | | | 9+30 0.4142 1.32 | Q | V | | | 9+35 0.4235 1.36 | Q | V | | | 9+40 0.4330 1.38 | Q | V | | | 9+45 0.4426 1.39 | Q | V | | | 9+50 0.4524 1.42 | Q | V | | | 9+55 0.4624 1.45 | Q | V | | | 10+ 0 0.4724 1.45 | Q | V | | | 10+ 5 0.4807 1.21 | Q | V | | | 10+10 0.4878 1.03 | Q | V | | | 10+15 0.4946 0.99 | Q | V | | | 10+20 0.5014 0.99 | Q | V | | | 10+25 0.5083 0.99 | Q | V | | | 10+30 0.5151 0.99 | Q | V | | | 10+35 0.5231 1.17 | Q | V | | | 10+40 0.5320 1.30 | Q | V | | | 10+45 0.5411 1.32 | Q | V | | | 10+50 0.5502 1.32 | Q | V | | | 10+55 0.5593 1.32 | Q | V | | | 11+ 0 0.5684 1.32 | Q | V | | | 11+ 5 0.5773 1.29 | Q | V | | | 11+10 0.5860 1.26 | Q | V | | | 11+15 0.5946 1.26 | Q | V | | | 11+20 0.6033 1.26 | Q | V | | | 11+25 0.6119 1.26 | Q | V | | | 11+30 0.6206 1.26 | Q | V | | | 11+35 0.6287 1.19 | Q | V | | | 11+40 0.6366 1.13 | Q | V | | | 11+45 0.6443 1.12 | Q | V | | | 11+50 0.6523 1.16 | Q | V| | | 11+55 0.6604 1.18 | Q | V| | | 12+ 0 0.6686 1.19 | Q | V| | | 12+ 5 0.6785 1.43 | Q | V| | | 12+10 0.6896 1.62 | Q | V | | 12+15 0.7010 1.65 | Q | V | | 12+20 0.7126 1.69 | Q | V | | 12+25 0.7244 1.71 | Q | |V | | 12+30 0.7363 1.72 | Q | |V | | 12+35 0.7486 1.79 | Q | |V | | 12+40 0.7612 1.84 | Q | | V | | 12+45 0.7740 1.85 | Q | | V | | 12+50 0.7870 1.89 | Q | | V | | 12+55 0.8001 1.91 | Q | | V | | 13+ 0 0.8133 1.92 | Q | | V | | 13+ 5 0.8277 2.09 | Q | | V | | 13+10 0.8430 2.22 | Q | | V | | 13+15 0.8585 2.25 | Q | | V | | 13+20 0.8740 2.25 | Q | | V | | 13+25 0.8894 2.25 | Q | | V | | 13+30 0.9049 2.25 | Q | | V | | 13+35 0.9177 1.86 | Q | | V | | 13+40 0.9286 1.58 | Q | | V | | 13+45 0.9391 1.52 | Q | | V | | 13+50 0.9495 1.52 | Q | | V | | 13+55 0.9600 1.52 | Q | | V | | 14+ 0 0.9705 1.52 | Q | | V | | 14+ 5 0.9819 1.66 | Q | | V | | 14+10 0.9941 1.76 | Q | | V| | 14+15 1.0063 1.78 | Q | | V| | 14+20 1.0184 1.75 | Q | | V| | 14+25 1.0303 1.72 | Q | | V | 14+30 1.0421 1.72 | Q | | V | 14+35 1.0539 1.72 | Q | | V | 14+40 1.0658 1.72 | Q | | |V | 14+45 1.0776 1.72 | Q | | |V | 14+50 1.0892 1.68 | Q | | |V | 14+55 1.1006 1.66 | Q | | | V | 15+ 0 1.1120 1.65 | Q | | | V | 15+ 5 1.1231 1.62 | Q | | | V | 15+10 1.1341 1.59 | Q | | | V | 15+15 1.1450 1.59 | Q | | | V | 15+20 1.1557 1.55 | Q | | | V | 15+25 1.1662 1.53 | Q | | | V | 15+30 1.1766 1.52 | Q | | | V | 15+35 1.1861 1.38 | Q | | | V | 15+40 1.1949 1.28 | Q | | | V | 15+45 1.2036 1.26 | Q | | | V | 15+50 1.2122 1.26 | Q | | | V | 15+55 1.2209 1.26 | Q | | | V | 16+ 0 1.2295 1.26 | Q | | | V | 16+ 5 1.2346 0.73 | Q | | | V | 16+10 1.2369 0.34 |Q | | | V | 16+15 1.2387 0.26 |Q | | | V | 16+20 1.2406 0.26 |Q | | | V | 16+25 1.2424 0.26 |Q | | | V | 16+30 1.2442 0.26 |Q | | | V | 16+35 1.2458 0.23 Q | | | V | 16+40 1.2472 0.20 Q | | | V | 16+45 1.2485 0.20 Q | | | V | 16+50 1.2499 0.20 Q | | | V | 16+55 1.2513 0.20 Q | | | V | 17+ 0 1.2526 0.20 Q | | | V | 17+ 5 1.2545 0.27 |Q | | | V | 17+10 1.2567 0.32 |Q | | | V | 17+15 1.2590 0.33 |Q | | | V | 17+20 1.2612 0.33 |Q | | | V | 17+25 1.2635 0.33 |Q | | | V | 17+30 1.2658 0.33 |Q | | | V | 17+35 1.2681 0.33 |Q | | | V | 17+40 1.2703 0.33 |Q | | | V | 17+45 1.2726 0.33 |Q | | | V | 17+50 1.2747 0.30 |Q | | | V | 17+55 1.2765 0.27 |Q | | | V | 18+ 0 1.2783 0.26 |Q | | | V | 18+ 5 1.2802 0.26 |Q | | | V | 18+10 1.2820 0.26 |Q | | | V | 18+15 1.2838 0.26 |Q | | | V | 18+20 1.2856 0.26 |Q | | | V | 18+25 1.2874 0.26 |Q | | | V | 18+30 1.2893 0.26 |Q | | | V | 18+35 1.2908 0.23 Q | | | V | 18+40 1.2922 0.20 Q | | | V | 18+45 1.2936 0.20 Q | | | V | 18+50 1.2947 0.16 Q | | | V | 18+55 1.2957 0.14 Q | | | V | 19+ 0 1.2966 0.13 Q | | | V | 19+ 5 1.2977 0.17 Q | | | V | 19+10 1.2991 0.19 Q | | | V | 19+15 1.3004 0.20 Q | | | V | 19+20 1.3020 0.23 Q | | | V | 19+25 1.3038 0.26 |Q | | | V | 19+30 1.3056 0.26 |Q | | | V | 19+35 1.3072 0.23 Q | | | V | 19+40 1.3086 0.20 Q | | | V | 19+45 1.3100 0.20 Q | | | V | 19+50 1.3111 0.16 Q | | | V | 19+55 1.3121 0.14 Q | | | V | 20+ 0 1.3130 0.13 Q | | | V | 20+ 5 1.3141 0.17 Q | | | V | 20+10 1.3154 0.19 Q | | | V | 20+15 1.3168 0.20 Q | | | V | 20+20 1.3182 0.20 Q | | | V | 20+25 1.3195 0.20 Q | | | V | 20+30 1.3209 0.20 Q | | | V | 20+35 1.3223 0.20 Q | | | V | 20+40 1.3236 0.20 Q | | | V | 20+45 1.3250 0.20 Q | | | V | 20+50 1.3261 0.16 Q | | | V | 20+55 1.3271 0.14 Q | | | V | 21+ 0 1.3280 0.13 Q | | | V | 21+ 5 1.3291 0.17 Q | | | V | 21+10 1.3305 0.19 Q | | | V | 21+15 1.3318 0.20 Q | | | V| 21+20 1.3330 0.16 Q | | | V| 21+25 1.3339 0.14 Q | | | V| 21+30 1.3348 0.13 Q | | | V| 21+35 1.3360 0.17 Q | | | V| 21+40 1.3373 0.19 Q | | | V| 21+45 1.3387 0.20 Q | | | V| 21+50 1.3398 0.16 Q | | | V| 21+55 1.3407 0.14 Q | | | V| 22+ 0 1.3416 0.13 Q | | | V| 22+ 5 1.3428 0.17 Q | | | V| 22+10 1.3441 0.19 Q | | | V| 22+15 1.3455 0.20 Q | | | V| 22+20 1.3466 0.16 Q | | | V| 22+25 1.3476 0.14 Q | | | V| 22+30 1.3485 0.13 Q | | | V| 22+35 1.3494 0.13 Q | | | V| 22+40 1.3503 0.13 Q | | | V| 22+45 1.3512 0.13 Q | | | V| 22+50 1.3521 0.13 Q | | | V| 22+55 1.3530 0.13 Q | | | V| 23+ 0 1.3539 0.13 Q | | | V| 23+ 5 1.3548 0.13 Q | | | V| 23+10 1.3557 0.13 Q | | | V| 23+15 1.3567 0.13 Q | | | V| 23+20 1.3576 0.13 Q | | | V| 23+25 1.3585 0.13 Q | | | V| 23+30 1.3594 0.13 Q | | | V| 23+35 1.3603 0.13 Q | | | V| 23+40 1.3612 0.13 Q | | | V| 23+45 1.3621 0.13 Q | | | V| 23+50 1.3630 0.13 Q | | | V| 23+55 1.3639 0.13 Q | | | V| 24+ 0 1.3648 0.13 Q | | | V| 24+ 5 1.3653 0.06 Q | | | V| 24+10 1.3653 0.01 Q | | | V| ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 10/24/24 File: AREAC12.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6094 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- AREA C DEVELOPED CONDITION 2-YR 1-HR -------------------------------------------------------------------- Drainage Area = 7.11(Ac.) = 0.011 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 7.11(Ac.) = 0.011 Sq. Mi. Length along longest watercourse = 721.00(Ft.) Length along longest watercourse measured to centroid = 556.00(Ft.) Length along longest watercourse = 0.137 Mi. Length along longest watercourse measured to centroid = 0.105 Mi. Difference in elevation = 29.50(Ft.) Slope along watercourse = 216.0333 Ft./Mi. Average Manning's 'N' = 0.015 Lag time = 0.026 Hr. Lag time = 1.55 Min. 25% of lag time = 0.39 Min. 40% of lag time = 0.62 Min. Unit time = 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 7.11 0.59 4.19 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 7.11 1.45 10.31 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 0.590(In) Area Averaged 100-Year Rainfall = 1.450(In) Point rain (area averaged) = 0.590(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 0.590(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 7.110 57.50 0.660 Total Area Entered = 7.11(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 57.5 57.5 0.495 0.660 0.201 1.000 0.201 Sum (F) = 0.201 Area averaged mean soil loss (F) (In/Hr) = 0.201 Minimum soil loss rate ((In/Hr)) = 0.101 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.370 --------------------------------------------------------------------- Slope of intensity-duration curve for a 1 hour storm =0.4800 ---------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 322.206 58.850 4.217 2 0.167 644.411 35.940 2.575 3 0.250 966.617 5.210 0.373 Sum = 100.000 Sum= 7.166 ----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 4.40 0.311 ( 0.201) 0.115 0.196 2 0.17 4.50 0.319 ( 0.201) 0.118 0.201 3 0.25 5.40 0.382 ( 0.201) 0.141 0.241 4 0.33 5.40 0.382 ( 0.201) 0.141 0.241 5 0.42 5.70 0.404 ( 0.201) 0.149 0.254 6 0.50 6.40 0.453 ( 0.201) 0.168 0.285 7 0.58 7.90 0.559 0.201 ( 0.207) 0.358 8 0.67 9.10 0.644 0.201 ( 0.238) 0.443 9 0.75 12.80 0.906 0.201 ( 0.335) 0.705 10 0.83 25.60 1.812 0.201 ( 0.671) 1.611 11 0.92 7.90 0.559 0.201 ( 0.207) 0.358 12 1.00 4.90 0.347 ( 0.201) 0.128 0.219 (Loss Rate Not Used) Sum = 100.0 Sum = 5.1 Flood volume = Effective rainfall 0.43(In) times area 7.1(Ac.)/[(In)/(Ft.)] = 0.3(Ac.Ft) Total soil loss = 0.16(In) Total soil loss = 0.097(Ac.Ft) Total rainfall = 0.59(In) Flood volume = 10995.5 Cubic Feet Total soil loss = 4231.0 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 8.780(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0057 0.83 V Q | | | | 0+10 0.0150 1.35 | V Q | | | | 0+15 0.0261 1.61 | V Q | | | | 0+20 0.0379 1.71 | Q | | | | 0+25 0.0502 1.78 | Q | | | | 0+30 0.0636 1.95 | Q V | | | 0+35 0.0797 2.34 | Q| V | | | 0+40 0.0997 2.90 | |Q V | | | 0+45 0.1289 4.25 | | Q V | | 0+50 0.1894 8.78 | | | V Q | 0+55 0.2302 5.93 | | | Q | V | 1+ 0 0.2471 2.45 | Q| | | V| 1+ 5 0.2519 0.70 | Q | | | V| 1+10 0.2524 0.08 Q | | | V ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 10/24/24 File: AREAC32.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6094 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- AREA C DEVELOPED CONDITION 2-YR 3-HR -------------------------------------------------------------------- Drainage Area = 7.11(Ac.) = 0.011 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 7.11(Ac.) = 0.011 Sq. Mi. Length along longest watercourse = 721.00(Ft.) Length along longest watercourse measured to centroid = 556.00(Ft.) Length along longest watercourse = 0.137 Mi. Length along longest watercourse measured to centroid = 0.105 Mi. Difference in elevation = 29.50(Ft.) Slope along watercourse = 216.0333 Ft./Mi. Average Manning's 'N' = 0.015 Lag time = 0.026 Hr. Lag time = 1.55 Min. 25% of lag time = 0.39 Min. 40% of lag time = 0.62 Min. Unit time = 5.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 7.11 1.00 7.11 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 7.11 2.50 17.78 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 1.000(In) Area Averaged 100-Year Rainfall = 2.500(In) Point rain (area averaged) = 1.000(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 1.000(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 7.110 57.50 0.660 Total Area Entered = 7.11(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 57.5 57.5 0.495 0.660 0.201 1.000 0.201 Sum (F) = 0.201 Area averaged mean soil loss (F) (In/Hr) = 0.201 Minimum soil loss rate ((In/Hr)) = 0.101 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.370 --------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 322.206 58.850 4.217 2 0.167 644.411 35.940 2.575 3 0.250 966.617 5.210 0.373 Sum = 100.000 Sum= 7.166 ----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 1.30 0.156 ( 0.201) 0.058 0.098 2 0.17 1.30 0.156 ( 0.201) 0.058 0.098 3 0.25 1.10 0.132 ( 0.201) 0.049 0.083 4 0.33 1.50 0.180 ( 0.201) 0.067 0.113 5 0.42 1.50 0.180 ( 0.201) 0.067 0.113 6 0.50 1.80 0.216 ( 0.201) 0.080 0.136 7 0.58 1.50 0.180 ( 0.201) 0.067 0.113 8 0.67 1.80 0.216 ( 0.201) 0.080 0.136 9 0.75 1.80 0.216 ( 0.201) 0.080 0.136 10 0.83 1.50 0.180 ( 0.201) 0.067 0.113 11 0.92 1.60 0.192 ( 0.201) 0.071 0.121 12 1.00 1.80 0.216 ( 0.201) 0.080 0.136 13 1.08 2.20 0.264 ( 0.201) 0.098 0.166 14 1.17 2.20 0.264 ( 0.201) 0.098 0.166 15 1.25 2.20 0.264 ( 0.201) 0.098 0.166 16 1.33 2.00 0.240 ( 0.201) 0.089 0.151 17 1.42 2.60 0.312 ( 0.201) 0.115 0.197 18 1.50 2.70 0.324 ( 0.201) 0.120 0.204 19 1.58 2.40 0.288 ( 0.201) 0.107 0.181 20 1.67 2.70 0.324 ( 0.201) 0.120 0.204 21 1.75 3.30 0.396 ( 0.201) 0.147 0.249 22 1.83 3.10 0.372 ( 0.201) 0.138 0.234 23 1.92 2.90 0.348 ( 0.201) 0.129 0.219 24 2.00 3.00 0.360 ( 0.201) 0.133 0.227 25 2.08 3.10 0.372 ( 0.201) 0.138 0.234 26 2.17 4.20 0.504 ( 0.201) 0.186 0.318 27 2.25 5.00 0.600 0.201 ( 0.222) 0.399 28 2.33 3.50 0.420 ( 0.201) 0.155 0.265 29 2.42 6.80 0.816 0.201 ( 0.302) 0.615 30 2.50 7.30 0.876 0.201 ( 0.324) 0.675 31 2.58 8.20 0.984 0.201 ( 0.364) 0.783 32 2.67 5.90 0.708 0.201 ( 0.262) 0.507 33 2.75 2.00 0.240 ( 0.201) 0.089 0.151 34 2.83 1.80 0.216 ( 0.201) 0.080 0.136 35 2.92 1.80 0.216 ( 0.201) 0.080 0.136 36 3.00 0.60 0.072 ( 0.201) 0.027 0.045 (Loss Rate Not Used) Sum = 100.0 Sum = 8.0 Flood volume = Effective rainfall 0.67(In) times area 7.1(Ac.)/[(In)/(Ft.)] = 0.4(Ac.Ft) Total soil loss = 0.33(In) Total soil loss = 0.196(Ac.Ft) Total rainfall = 1.00(In) Flood volume = 17266.3 Cubic Feet Total soil loss = 8542.2 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 5.271(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0029 0.41 VQ | | | | 0+10 0.0075 0.67 V Q | | | | 0+15 0.0119 0.64 |VQ | | | | 0+20 0.0169 0.73 |VQ | | | | 0+25 0.0224 0.80 | VQ | | | | 0+30 0.0287 0.91 | VQ | | | | 0+35 0.0347 0.87 | Q | | | | 0+40 0.0410 0.92 | QV | | | | 0+45 0.0476 0.97 | QV | | | | 0+50 0.0537 0.88 | Q V | | | | 0+55 0.0596 0.85 | Q V | | | | 1+ 0 0.0660 0.93 | Q V | | | | 1+ 5 0.0735 1.10 | Q V | | | | 1+10 0.0817 1.18 | Q V | | | | 1+15 0.0899 1.19 | Q V| | | | 1+20 0.0977 1.13 | Q V| | | | 1+25 0.1065 1.28 | Q V | | | 1+30 0.1163 1.42 | Q |V | | | 1+35 0.1257 1.36 | Q | V | | | 1+40 0.1354 1.40 | Q | V | | | 1+45 0.1467 1.65 | Q | V | | | 1+50 0.1585 1.71 | Q | V | | | 1+55 0.1696 1.62 | Q | V | | | 2+ 0 0.1807 1.61 | Q | V | | | 2+ 5 0.1921 1.66 | Q | V| | | 2+10 0.2061 2.03 | Q | V | | 2+15 0.2239 2.59 | Q | V | | 2+20 0.2395 2.26 | Q| | V | | 2+25 0.2631 3.42 | | Q | V | | 2+30 0.2943 4.53 | | Q | V| | 2+35 0.3306 5.27 | | |Q | V | 2+40 0.3609 4.41 | | Q | | V | 2+45 0.3763 2.24 | Q | | | V | 2+50 0.3843 1.15 | Q | | | V | 2+55 0.3910 0.98 | Q | | | V| 3+ 0 0.3951 0.59 | Q | | | V| 3+ 5 0.3963 0.17 Q | | | V| 3+10 0.3964 0.02 Q | | | V ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 10/24/24 File: AREAC62.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6094 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- AREA C DEVELOPED CONDITION 2-YR 6-HR -------------------------------------------------------------------- Drainage Area = 7.11(Ac.) = 0.011 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 7.11(Ac.) = 0.011 Sq. Mi. Length along longest watercourse = 721.00(Ft.) Length along longest watercourse measured to centroid = 556.00(Ft.) Length along longest watercourse = 0.137 Mi. Length along longest watercourse measured to centroid = 0.105 Mi. Difference in elevation = 29.50(Ft.) Slope along watercourse = 216.0333 Ft./Mi. Average Manning's 'N' = 0.015 Lag time = 0.026 Hr. Lag time = 1.55 Min. 25% of lag time = 0.39 Min. 40% of lag time = 0.62 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 7.11 1.40 9.95 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 7.11 3.50 24.89 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 1.400(In) Area Averaged 100-Year Rainfall = 3.500(In) Point rain (area averaged) = 1.400(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 1.400(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 7.110 57.50 0.660 Total Area Entered = 7.11(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 57.5 57.5 0.495 0.660 0.201 1.000 0.201 Sum (F) = 0.201 Area averaged mean soil loss (F) (In/Hr) = 0.201 Minimum soil loss rate ((In/Hr)) = 0.101 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.370 --------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 322.206 58.850 4.217 2 0.167 644.411 35.940 2.575 3 0.250 966.617 5.210 0.373 Sum = 100.000 Sum= 7.166 ----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.50 0.084 ( 0.201) 0.031 0.053 2 0.17 0.60 0.101 ( 0.201) 0.037 0.064 3 0.25 0.60 0.101 ( 0.201) 0.037 0.064 4 0.33 0.60 0.101 ( 0.201) 0.037 0.064 5 0.42 0.60 0.101 ( 0.201) 0.037 0.064 6 0.50 0.70 0.118 ( 0.201) 0.044 0.074 7 0.58 0.70 0.118 ( 0.201) 0.044 0.074 8 0.67 0.70 0.118 ( 0.201) 0.044 0.074 9 0.75 0.70 0.118 ( 0.201) 0.044 0.074 10 0.83 0.70 0.118 ( 0.201) 0.044 0.074 11 0.92 0.70 0.118 ( 0.201) 0.044 0.074 12 1.00 0.80 0.134 ( 0.201) 0.050 0.085 13 1.08 0.80 0.134 ( 0.201) 0.050 0.085 14 1.17 0.80 0.134 ( 0.201) 0.050 0.085 15 1.25 0.80 0.134 ( 0.201) 0.050 0.085 16 1.33 0.80 0.134 ( 0.201) 0.050 0.085 17 1.42 0.80 0.134 ( 0.201) 0.050 0.085 18 1.50 0.80 0.134 ( 0.201) 0.050 0.085 19 1.58 0.80 0.134 ( 0.201) 0.050 0.085 20 1.67 0.80 0.134 ( 0.201) 0.050 0.085 21 1.75 0.80 0.134 ( 0.201) 0.050 0.085 22 1.83 0.80 0.134 ( 0.201) 0.050 0.085 23 1.92 0.80 0.134 ( 0.201) 0.050 0.085 24 2.00 0.90 0.151 ( 0.201) 0.056 0.095 25 2.08 0.80 0.134 ( 0.201) 0.050 0.085 26 2.17 0.90 0.151 ( 0.201) 0.056 0.095 27 2.25 0.90 0.151 ( 0.201) 0.056 0.095 28 2.33 0.90 0.151 ( 0.201) 0.056 0.095 29 2.42 0.90 0.151 ( 0.201) 0.056 0.095 30 2.50 0.90 0.151 ( 0.201) 0.056 0.095 31 2.58 0.90 0.151 ( 0.201) 0.056 0.095 32 2.67 0.90 0.151 ( 0.201) 0.056 0.095 33 2.75 1.00 0.168 ( 0.201) 0.062 0.106 34 2.83 1.00 0.168 ( 0.201) 0.062 0.106 35 2.92 1.00 0.168 ( 0.201) 0.062 0.106 36 3.00 1.00 0.168 ( 0.201) 0.062 0.106 37 3.08 1.00 0.168 ( 0.201) 0.062 0.106 38 3.17 1.10 0.185 ( 0.201) 0.068 0.116 39 3.25 1.10 0.185 ( 0.201) 0.068 0.116 40 3.33 1.10 0.185 ( 0.201) 0.068 0.116 41 3.42 1.20 0.202 ( 0.201) 0.075 0.127 42 3.50 1.30 0.218 ( 0.201) 0.081 0.138 43 3.58 1.40 0.235 ( 0.201) 0.087 0.148 44 3.67 1.40 0.235 ( 0.201) 0.087 0.148 45 3.75 1.50 0.252 ( 0.201) 0.093 0.159 46 3.83 1.50 0.252 ( 0.201) 0.093 0.159 47 3.92 1.60 0.269 ( 0.201) 0.099 0.169 48 4.00 1.60 0.269 ( 0.201) 0.099 0.169 49 4.08 1.70 0.286 ( 0.201) 0.106 0.180 50 4.17 1.80 0.302 ( 0.201) 0.112 0.191 51 4.25 1.90 0.319 ( 0.201) 0.118 0.201 52 4.33 2.00 0.336 ( 0.201) 0.124 0.212 53 4.42 2.10 0.353 ( 0.201) 0.131 0.222 54 4.50 2.10 0.353 ( 0.201) 0.131 0.222 55 4.58 2.20 0.370 ( 0.201) 0.137 0.233 56 4.67 2.30 0.386 ( 0.201) 0.143 0.243 57 4.75 2.40 0.403 ( 0.201) 0.149 0.254 58 4.83 2.40 0.403 ( 0.201) 0.149 0.254 59 4.92 2.50 0.420 ( 0.201) 0.155 0.265 60 5.00 2.60 0.437 ( 0.201) 0.162 0.275 61 5.08 3.10 0.521 ( 0.201) 0.193 0.328 62 5.17 3.60 0.605 0.201 ( 0.224) 0.404 63 5.25 3.90 0.655 0.201 ( 0.242) 0.454 64 5.33 4.20 0.706 0.201 ( 0.261) 0.504 65 5.42 4.70 0.790 0.201 ( 0.292) 0.588 66 5.50 5.60 0.941 0.201 ( 0.348) 0.740 67 5.58 1.90 0.319 ( 0.201) 0.118 0.201 68 5.67 0.90 0.151 ( 0.201) 0.056 0.095 69 5.75 0.60 0.101 ( 0.201) 0.037 0.064 70 5.83 0.50 0.084 ( 0.201) 0.031 0.053 71 5.92 0.30 0.050 ( 0.201) 0.019 0.032 72 6.00 0.20 0.034 ( 0.201) 0.012 0.021 (Loss Rate Not Used) Sum = 100.0 Sum = 10.9 Flood volume = Effective rainfall 0.91(In) times area 7.1(Ac.)/[(In)/(Ft.)] = 0.5(Ac.Ft) Total soil loss = 0.49(In) Total soil loss = 0.289(Ac.Ft) Total rainfall = 1.40(In) Flood volume = 23541.0 Cubic Feet Total soil loss = 12591.1 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 4.825(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0015 0.22 Q | | | | 0+10 0.0043 0.40 VQ | | | | 0+15 0.0074 0.45 VQ | | | | 0+20 0.0106 0.46 VQ | | | | 0+25 0.0137 0.46 |Q | | | | 0+30 0.0171 0.50 |Q | | | | 0+35 0.0208 0.53 |VQ | | | | 0+40 0.0244 0.53 |VQ | | | | 0+45 0.0281 0.53 | Q | | | | 0+50 0.0317 0.53 | Q | | | | 0+55 0.0354 0.53 | Q | | | | 1+ 0 0.0394 0.58 | Q | | | | 1+ 5 0.0435 0.60 | QV | | | | 1+10 0.0477 0.61 | QV | | | | 1+15 0.0519 0.61 | QV | | | | 1+20 0.0561 0.61 | Q V | | | | 1+25 0.0602 0.61 | Q V | | | | 1+30 0.0644 0.61 | Q V | | | | 1+35 0.0686 0.61 | Q V | | | | 1+40 0.0728 0.61 | Q V | | | | 1+45 0.0770 0.61 | Q V | | | | 1+50 0.0812 0.61 | Q V | | | | 1+55 0.0853 0.61 | Q V | | | | 2+ 0 0.0898 0.65 | Q V | | | | 2+ 5 0.0942 0.63 | Q V | | | | 2+10 0.0987 0.66 | Q V | | | | 2+15 0.1034 0.68 | Q V | | | | 2+20 0.1081 0.68 | Q V | | | | 2+25 0.1128 0.68 | Q V | | | | 2+30 0.1175 0.68 | Q V | | | | 2+35 0.1222 0.68 | Q V| | | | 2+40 0.1269 0.68 | Q V| | | | 2+45 0.1319 0.73 | Q V| | | | 2+50 0.1371 0.75 | Q V | | | 2+55 0.1423 0.76 | Q V | | | 3+ 0 0.1476 0.76 | Q V | | | 3+ 5 0.1528 0.76 | Q |V | | | 3+10 0.1583 0.80 | Q |V | | | 3+15 0.1640 0.83 | Q | V | | | 3+20 0.1698 0.83 | Q | V | | | 3+25 0.1758 0.88 | Q | V | | | 3+30 0.1824 0.95 | Q | V | | | 3+35 0.1895 1.03 | Q | V | | | 3+40 0.1968 1.06 | Q | V | | | 3+45 0.2044 1.11 | Q | V | | | 3+50 0.2122 1.13 | Q | V | | | 3+55 0.2203 1.18 | Q | V | | | 4+ 0 0.2287 1.21 | Q | V | | | 4+ 5 0.2373 1.26 | Q | V | | | 4+10 0.2465 1.33 | Q | V | | | 4+15 0.2562 1.41 | Q | V | | | 4+20 0.2664 1.48 | Q | V| | | 4+25 0.2771 1.56 | Q | V | | 4+30 0.2881 1.59 | Q | |V | | 4+35 0.2994 1.64 | Q | | V | | 4+40 0.3111 1.71 | Q | | V | | 4+45 0.3234 1.79 | Q | | V | | 4+50 0.3359 1.82 | Q | | V | | 4+55 0.3488 1.87 | Q | | V | | 5+ 0 0.3621 1.94 | Q | | V | | 5+ 5 0.3772 2.19 | Q | | V | | 5+10 0.3955 2.65 | Q | V| | 5+15 0.4167 3.08 | | Q | V | 5+20 0.4404 3.45 | | Q | | V | 5+25 0.4677 3.95 | | Q | | V | 5+30 0.5009 4.82 | | Q| | V | 5+35 0.5214 2.97 | |Q | | V | 5+40 0.5296 1.20 | Q | | | V| 5+45 0.5337 0.59 | Q | | | V| 5+50 0.5366 0.42 |Q | | | V| 5+55 0.5386 0.29 |Q | | | V| 6+ 0 0.5399 0.19 Q | | | V| 6+ 5 0.5404 0.07 Q | | | V| 6+10 0.5404 0.01 Q | | | V| ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 10/24/24 File: AREAC242.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6094 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- AREA C DEVELOPED CONDITION 2-YR 24-HR -------------------------------------------------------------------- Drainage Area = 7.11(Ac.) = 0.011 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 7.11(Ac.) = 0.011 Sq. Mi. Length along longest watercourse = 721.00(Ft.) Length along longest watercourse measured to centroid = 556.00(Ft.) Length along longest watercourse = 0.137 Mi. Length along longest watercourse measured to centroid = 0.105 Mi. Difference in elevation = 29.50(Ft.) Slope along watercourse = 216.0333 Ft./Mi. Average Manning's 'N' = 0.015 Lag time = 0.026 Hr. Lag time = 1.55 Min. 25% of lag time = 0.39 Min. 40% of lag time = 0.62 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 7.11 2.50 17.78 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 7.11 6.00 42.66 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 2.500(In) Area Averaged 100-Year Rainfall = 6.000(In) Point rain (area averaged) = 2.500(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.500(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 7.110 57.50 0.660 Total Area Entered = 7.11(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 57.5 57.5 0.495 0.660 0.201 1.000 0.201 Sum (F) = 0.201 Area averaged mean soil loss (F) (In/Hr) = 0.201 Minimum soil loss rate ((In/Hr)) = 0.101 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.370 --------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 322.206 58.850 4.217 2 0.167 644.411 35.940 2.575 3 0.250 966.617 5.210 0.373 Sum = 100.000 Sum= 7.166 ----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.07 0.020 ( 0.357) 0.007 0.013 2 0.17 0.07 0.020 ( 0.355) 0.007 0.013 3 0.25 0.07 0.020 ( 0.354) 0.007 0.013 4 0.33 0.10 0.030 ( 0.352) 0.011 0.019 5 0.42 0.10 0.030 ( 0.351) 0.011 0.019 6 0.50 0.10 0.030 ( 0.350) 0.011 0.019 7 0.58 0.10 0.030 ( 0.348) 0.011 0.019 8 0.67 0.10 0.030 ( 0.347) 0.011 0.019 9 0.75 0.10 0.030 ( 0.346) 0.011 0.019 10 0.83 0.13 0.040 ( 0.344) 0.015 0.025 11 0.92 0.13 0.040 ( 0.343) 0.015 0.025 12 1.00 0.13 0.040 ( 0.342) 0.015 0.025 13 1.08 0.10 0.030 ( 0.340) 0.011 0.019 14 1.17 0.10 0.030 ( 0.339) 0.011 0.019 15 1.25 0.10 0.030 ( 0.338) 0.011 0.019 16 1.33 0.10 0.030 ( 0.336) 0.011 0.019 17 1.42 0.10 0.030 ( 0.335) 0.011 0.019 18 1.50 0.10 0.030 ( 0.334) 0.011 0.019 19 1.58 0.10 0.030 ( 0.332) 0.011 0.019 20 1.67 0.10 0.030 ( 0.331) 0.011 0.019 21 1.75 0.10 0.030 ( 0.330) 0.011 0.019 22 1.83 0.13 0.040 ( 0.328) 0.015 0.025 23 1.92 0.13 0.040 ( 0.327) 0.015 0.025 24 2.00 0.13 0.040 ( 0.326) 0.015 0.025 25 2.08 0.13 0.040 ( 0.324) 0.015 0.025 26 2.17 0.13 0.040 ( 0.323) 0.015 0.025 27 2.25 0.13 0.040 ( 0.322) 0.015 0.025 28 2.33 0.13 0.040 ( 0.320) 0.015 0.025 29 2.42 0.13 0.040 ( 0.319) 0.015 0.025 30 2.50 0.13 0.040 ( 0.318) 0.015 0.025 31 2.58 0.17 0.050 ( 0.316) 0.018 0.031 32 2.67 0.17 0.050 ( 0.315) 0.018 0.031 33 2.75 0.17 0.050 ( 0.314) 0.018 0.031 34 2.83 0.17 0.050 ( 0.313) 0.018 0.031 35 2.92 0.17 0.050 ( 0.311) 0.018 0.031 36 3.00 0.17 0.050 ( 0.310) 0.018 0.031 37 3.08 0.17 0.050 ( 0.309) 0.018 0.031 38 3.17 0.17 0.050 ( 0.307) 0.018 0.031 39 3.25 0.17 0.050 ( 0.306) 0.018 0.031 40 3.33 0.17 0.050 ( 0.305) 0.018 0.031 41 3.42 0.17 0.050 ( 0.304) 0.018 0.031 42 3.50 0.17 0.050 ( 0.302) 0.018 0.031 43 3.58 0.17 0.050 ( 0.301) 0.018 0.031 44 3.67 0.17 0.050 ( 0.300) 0.018 0.031 45 3.75 0.17 0.050 ( 0.299) 0.018 0.031 46 3.83 0.20 0.060 ( 0.297) 0.022 0.038 47 3.92 0.20 0.060 ( 0.296) 0.022 0.038 48 4.00 0.20 0.060 ( 0.295) 0.022 0.038 49 4.08 0.20 0.060 ( 0.293) 0.022 0.038 50 4.17 0.20 0.060 ( 0.292) 0.022 0.038 51 4.25 0.20 0.060 ( 0.291) 0.022 0.038 52 4.33 0.23 0.070 ( 0.290) 0.026 0.044 53 4.42 0.23 0.070 ( 0.289) 0.026 0.044 54 4.50 0.23 0.070 ( 0.287) 0.026 0.044 55 4.58 0.23 0.070 ( 0.286) 0.026 0.044 56 4.67 0.23 0.070 ( 0.285) 0.026 0.044 57 4.75 0.23 0.070 ( 0.284) 0.026 0.044 58 4.83 0.27 0.080 ( 0.282) 0.030 0.050 59 4.92 0.27 0.080 ( 0.281) 0.030 0.050 60 5.00 0.27 0.080 ( 0.280) 0.030 0.050 61 5.08 0.20 0.060 ( 0.279) 0.022 0.038 62 5.17 0.20 0.060 ( 0.278) 0.022 0.038 63 5.25 0.20 0.060 ( 0.276) 0.022 0.038 64 5.33 0.23 0.070 ( 0.275) 0.026 0.044 65 5.42 0.23 0.070 ( 0.274) 0.026 0.044 66 5.50 0.23 0.070 ( 0.273) 0.026 0.044 67 5.58 0.27 0.080 ( 0.271) 0.030 0.050 68 5.67 0.27 0.080 ( 0.270) 0.030 0.050 69 5.75 0.27 0.080 ( 0.269) 0.030 0.050 70 5.83 0.27 0.080 ( 0.268) 0.030 0.050 71 5.92 0.27 0.080 ( 0.267) 0.030 0.050 72 6.00 0.27 0.080 ( 0.266) 0.030 0.050 73 6.08 0.30 0.090 ( 0.264) 0.033 0.057 74 6.17 0.30 0.090 ( 0.263) 0.033 0.057 75 6.25 0.30 0.090 ( 0.262) 0.033 0.057 76 6.33 0.30 0.090 ( 0.261) 0.033 0.057 77 6.42 0.30 0.090 ( 0.260) 0.033 0.057 78 6.50 0.30 0.090 ( 0.259) 0.033 0.057 79 6.58 0.33 0.100 ( 0.257) 0.037 0.063 80 6.67 0.33 0.100 ( 0.256) 0.037 0.063 81 6.75 0.33 0.100 ( 0.255) 0.037 0.063 82 6.83 0.33 0.100 ( 0.254) 0.037 0.063 83 6.92 0.33 0.100 ( 0.253) 0.037 0.063 84 7.00 0.33 0.100 ( 0.252) 0.037 0.063 85 7.08 0.33 0.100 ( 0.250) 0.037 0.063 86 7.17 0.33 0.100 ( 0.249) 0.037 0.063 87 7.25 0.33 0.100 ( 0.248) 0.037 0.063 88 7.33 0.37 0.110 ( 0.247) 0.041 0.069 89 7.42 0.37 0.110 ( 0.246) 0.041 0.069 90 7.50 0.37 0.110 ( 0.245) 0.041 0.069 91 7.58 0.40 0.120 ( 0.244) 0.044 0.076 92 7.67 0.40 0.120 ( 0.243) 0.044 0.076 93 7.75 0.40 0.120 ( 0.241) 0.044 0.076 94 7.83 0.43 0.130 ( 0.240) 0.048 0.082 95 7.92 0.43 0.130 ( 0.239) 0.048 0.082 96 8.00 0.43 0.130 ( 0.238) 0.048 0.082 97 8.08 0.50 0.150 ( 0.237) 0.055 0.094 98 8.17 0.50 0.150 ( 0.236) 0.055 0.094 99 8.25 0.50 0.150 ( 0.235) 0.055 0.094 100 8.33 0.50 0.150 ( 0.234) 0.055 0.094 101 8.42 0.50 0.150 ( 0.233) 0.055 0.094 102 8.50 0.50 0.150 ( 0.231) 0.055 0.094 103 8.58 0.53 0.160 ( 0.230) 0.059 0.101 104 8.67 0.53 0.160 ( 0.229) 0.059 0.101 105 8.75 0.53 0.160 ( 0.228) 0.059 0.101 106 8.83 0.57 0.170 ( 0.227) 0.063 0.107 107 8.92 0.57 0.170 ( 0.226) 0.063 0.107 108 9.00 0.57 0.170 ( 0.225) 0.063 0.107 109 9.08 0.63 0.190 ( 0.224) 0.070 0.120 110 9.17 0.63 0.190 ( 0.223) 0.070 0.120 111 9.25 0.63 0.190 ( 0.222) 0.070 0.120 112 9.33 0.67 0.200 ( 0.221) 0.074 0.126 113 9.42 0.67 0.200 ( 0.220) 0.074 0.126 114 9.50 0.67 0.200 ( 0.219) 0.074 0.126 115 9.58 0.70 0.210 ( 0.218) 0.078 0.132 116 9.67 0.70 0.210 ( 0.217) 0.078 0.132 117 9.75 0.70 0.210 ( 0.216) 0.078 0.132 118 9.83 0.73 0.220 ( 0.215) 0.081 0.139 119 9.92 0.73 0.220 ( 0.213) 0.081 0.139 120 10.00 0.73 0.220 ( 0.212) 0.081 0.139 121 10.08 0.50 0.150 ( 0.211) 0.055 0.094 122 10.17 0.50 0.150 ( 0.210) 0.055 0.094 123 10.25 0.50 0.150 ( 0.209) 0.055 0.094 124 10.33 0.50 0.150 ( 0.208) 0.055 0.094 125 10.42 0.50 0.150 ( 0.207) 0.055 0.094 126 10.50 0.50 0.150 ( 0.206) 0.055 0.094 127 10.58 0.67 0.200 ( 0.205) 0.074 0.126 128 10.67 0.67 0.200 ( 0.204) 0.074 0.126 129 10.75 0.67 0.200 ( 0.203) 0.074 0.126 130 10.83 0.67 0.200 ( 0.202) 0.074 0.126 131 10.92 0.67 0.200 ( 0.201) 0.074 0.126 132 11.00 0.67 0.200 ( 0.200) 0.074 0.126 133 11.08 0.63 0.190 ( 0.199) 0.070 0.120 134 11.17 0.63 0.190 ( 0.198) 0.070 0.120 135 11.25 0.63 0.190 ( 0.197) 0.070 0.120 136 11.33 0.63 0.190 ( 0.196) 0.070 0.120 137 11.42 0.63 0.190 ( 0.195) 0.070 0.120 138 11.50 0.63 0.190 ( 0.194) 0.070 0.120 139 11.58 0.57 0.170 ( 0.194) 0.063 0.107 140 11.67 0.57 0.170 ( 0.193) 0.063 0.107 141 11.75 0.57 0.170 ( 0.192) 0.063 0.107 142 11.83 0.60 0.180 ( 0.191) 0.067 0.113 143 11.92 0.60 0.180 ( 0.190) 0.067 0.113 144 12.00 0.60 0.180 ( 0.189) 0.067 0.113 145 12.08 0.83 0.250 ( 0.188) 0.092 0.157 146 12.17 0.83 0.250 ( 0.187) 0.092 0.157 147 12.25 0.83 0.250 ( 0.186) 0.092 0.157 148 12.33 0.87 0.260 ( 0.185) 0.096 0.164 149 12.42 0.87 0.260 ( 0.184) 0.096 0.164 150 12.50 0.87 0.260 ( 0.183) 0.096 0.164 151 12.58 0.93 0.280 ( 0.182) 0.104 0.176 152 12.67 0.93 0.280 ( 0.181) 0.104 0.176 153 12.75 0.93 0.280 ( 0.180) 0.104 0.176 154 12.83 0.97 0.290 ( 0.179) 0.107 0.183 155 12.92 0.97 0.290 ( 0.179) 0.107 0.183 156 13.00 0.97 0.290 ( 0.178) 0.107 0.183 157 13.08 1.13 0.340 ( 0.177) 0.126 0.214 158 13.17 1.13 0.340 ( 0.176) 0.126 0.214 159 13.25 1.13 0.340 ( 0.175) 0.126 0.214 160 13.33 1.13 0.340 ( 0.174) 0.126 0.214 161 13.42 1.13 0.340 ( 0.173) 0.126 0.214 162 13.50 1.13 0.340 ( 0.172) 0.126 0.214 163 13.58 0.77 0.230 ( 0.171) 0.085 0.145 164 13.67 0.77 0.230 ( 0.171) 0.085 0.145 165 13.75 0.77 0.230 ( 0.170) 0.085 0.145 166 13.83 0.77 0.230 ( 0.169) 0.085 0.145 167 13.92 0.77 0.230 ( 0.168) 0.085 0.145 168 14.00 0.77 0.230 ( 0.167) 0.085 0.145 169 14.08 0.90 0.270 ( 0.166) 0.100 0.170 170 14.17 0.90 0.270 ( 0.165) 0.100 0.170 171 14.25 0.90 0.270 ( 0.165) 0.100 0.170 172 14.33 0.87 0.260 ( 0.164) 0.096 0.164 173 14.42 0.87 0.260 ( 0.163) 0.096 0.164 174 14.50 0.87 0.260 ( 0.162) 0.096 0.164 175 14.58 0.87 0.260 ( 0.161) 0.096 0.164 176 14.67 0.87 0.260 ( 0.160) 0.096 0.164 177 14.75 0.87 0.260 ( 0.160) 0.096 0.164 178 14.83 0.83 0.250 ( 0.159) 0.092 0.157 179 14.92 0.83 0.250 ( 0.158) 0.092 0.157 180 15.00 0.83 0.250 ( 0.157) 0.092 0.157 181 15.08 0.80 0.240 ( 0.156) 0.089 0.151 182 15.17 0.80 0.240 ( 0.156) 0.089 0.151 183 15.25 0.80 0.240 ( 0.155) 0.089 0.151 184 15.33 0.77 0.230 ( 0.154) 0.085 0.145 185 15.42 0.77 0.230 ( 0.153) 0.085 0.145 186 15.50 0.77 0.230 ( 0.152) 0.085 0.145 187 15.58 0.63 0.190 ( 0.152) 0.070 0.120 188 15.67 0.63 0.190 ( 0.151) 0.070 0.120 189 15.75 0.63 0.190 ( 0.150) 0.070 0.120 190 15.83 0.63 0.190 ( 0.149) 0.070 0.120 191 15.92 0.63 0.190 ( 0.148) 0.070 0.120 192 16.00 0.63 0.190 ( 0.148) 0.070 0.120 193 16.08 0.13 0.040 ( 0.147) 0.015 0.025 194 16.17 0.13 0.040 ( 0.146) 0.015 0.025 195 16.25 0.13 0.040 ( 0.145) 0.015 0.025 196 16.33 0.13 0.040 ( 0.145) 0.015 0.025 197 16.42 0.13 0.040 ( 0.144) 0.015 0.025 198 16.50 0.13 0.040 ( 0.143) 0.015 0.025 199 16.58 0.10 0.030 ( 0.143) 0.011 0.019 200 16.67 0.10 0.030 ( 0.142) 0.011 0.019 201 16.75 0.10 0.030 ( 0.141) 0.011 0.019 202 16.83 0.10 0.030 ( 0.140) 0.011 0.019 203 16.92 0.10 0.030 ( 0.140) 0.011 0.019 204 17.00 0.10 0.030 ( 0.139) 0.011 0.019 205 17.08 0.17 0.050 ( 0.138) 0.018 0.031 206 17.17 0.17 0.050 ( 0.138) 0.018 0.031 207 17.25 0.17 0.050 ( 0.137) 0.018 0.031 208 17.33 0.17 0.050 ( 0.136) 0.018 0.031 209 17.42 0.17 0.050 ( 0.135) 0.018 0.031 210 17.50 0.17 0.050 ( 0.135) 0.018 0.031 211 17.58 0.17 0.050 ( 0.134) 0.018 0.031 212 17.67 0.17 0.050 ( 0.133) 0.018 0.031 213 17.75 0.17 0.050 ( 0.133) 0.018 0.031 214 17.83 0.13 0.040 ( 0.132) 0.015 0.025 215 17.92 0.13 0.040 ( 0.132) 0.015 0.025 216 18.00 0.13 0.040 ( 0.131) 0.015 0.025 217 18.08 0.13 0.040 ( 0.130) 0.015 0.025 218 18.17 0.13 0.040 ( 0.130) 0.015 0.025 219 18.25 0.13 0.040 ( 0.129) 0.015 0.025 220 18.33 0.13 0.040 ( 0.128) 0.015 0.025 221 18.42 0.13 0.040 ( 0.128) 0.015 0.025 222 18.50 0.13 0.040 ( 0.127) 0.015 0.025 223 18.58 0.10 0.030 ( 0.126) 0.011 0.019 224 18.67 0.10 0.030 ( 0.126) 0.011 0.019 225 18.75 0.10 0.030 ( 0.125) 0.011 0.019 226 18.83 0.07 0.020 ( 0.125) 0.007 0.013 227 18.92 0.07 0.020 ( 0.124) 0.007 0.013 228 19.00 0.07 0.020 ( 0.123) 0.007 0.013 229 19.08 0.10 0.030 ( 0.123) 0.011 0.019 230 19.17 0.10 0.030 ( 0.122) 0.011 0.019 231 19.25 0.10 0.030 ( 0.122) 0.011 0.019 232 19.33 0.13 0.040 ( 0.121) 0.015 0.025 233 19.42 0.13 0.040 ( 0.121) 0.015 0.025 234 19.50 0.13 0.040 ( 0.120) 0.015 0.025 235 19.58 0.10 0.030 ( 0.119) 0.011 0.019 236 19.67 0.10 0.030 ( 0.119) 0.011 0.019 237 19.75 0.10 0.030 ( 0.118) 0.011 0.019 238 19.83 0.07 0.020 ( 0.118) 0.007 0.013 239 19.92 0.07 0.020 ( 0.117) 0.007 0.013 240 20.00 0.07 0.020 ( 0.117) 0.007 0.013 241 20.08 0.10 0.030 ( 0.116) 0.011 0.019 242 20.17 0.10 0.030 ( 0.116) 0.011 0.019 243 20.25 0.10 0.030 ( 0.115) 0.011 0.019 244 20.33 0.10 0.030 ( 0.115) 0.011 0.019 245 20.42 0.10 0.030 ( 0.114) 0.011 0.019 246 20.50 0.10 0.030 ( 0.114) 0.011 0.019 247 20.58 0.10 0.030 ( 0.113) 0.011 0.019 248 20.67 0.10 0.030 ( 0.113) 0.011 0.019 249 20.75 0.10 0.030 ( 0.112) 0.011 0.019 250 20.83 0.07 0.020 ( 0.112) 0.007 0.013 251 20.92 0.07 0.020 ( 0.111) 0.007 0.013 252 21.00 0.07 0.020 ( 0.111) 0.007 0.013 253 21.08 0.10 0.030 ( 0.111) 0.011 0.019 254 21.17 0.10 0.030 ( 0.110) 0.011 0.019 255 21.25 0.10 0.030 ( 0.110) 0.011 0.019 256 21.33 0.07 0.020 ( 0.109) 0.007 0.013 257 21.42 0.07 0.020 ( 0.109) 0.007 0.013 258 21.50 0.07 0.020 ( 0.108) 0.007 0.013 259 21.58 0.10 0.030 ( 0.108) 0.011 0.019 260 21.67 0.10 0.030 ( 0.108) 0.011 0.019 261 21.75 0.10 0.030 ( 0.107) 0.011 0.019 262 21.83 0.07 0.020 ( 0.107) 0.007 0.013 263 21.92 0.07 0.020 ( 0.107) 0.007 0.013 264 22.00 0.07 0.020 ( 0.106) 0.007 0.013 265 22.08 0.10 0.030 ( 0.106) 0.011 0.019 266 22.17 0.10 0.030 ( 0.106) 0.011 0.019 267 22.25 0.10 0.030 ( 0.105) 0.011 0.019 268 22.33 0.07 0.020 ( 0.105) 0.007 0.013 269 22.42 0.07 0.020 ( 0.105) 0.007 0.013 270 22.50 0.07 0.020 ( 0.104) 0.007 0.013 271 22.58 0.07 0.020 ( 0.104) 0.007 0.013 272 22.67 0.07 0.020 ( 0.104) 0.007 0.013 273 22.75 0.07 0.020 ( 0.103) 0.007 0.013 274 22.83 0.07 0.020 ( 0.103) 0.007 0.013 275 22.92 0.07 0.020 ( 0.103) 0.007 0.013 276 23.00 0.07 0.020 ( 0.103) 0.007 0.013 277 23.08 0.07 0.020 ( 0.102) 0.007 0.013 278 23.17 0.07 0.020 ( 0.102) 0.007 0.013 279 23.25 0.07 0.020 ( 0.102) 0.007 0.013 280 23.33 0.07 0.020 ( 0.102) 0.007 0.013 281 23.42 0.07 0.020 ( 0.101) 0.007 0.013 282 23.50 0.07 0.020 ( 0.101) 0.007 0.013 283 23.58 0.07 0.020 ( 0.101) 0.007 0.013 284 23.67 0.07 0.020 ( 0.101) 0.007 0.013 285 23.75 0.07 0.020 ( 0.101) 0.007 0.013 286 23.83 0.07 0.020 ( 0.101) 0.007 0.013 287 23.92 0.07 0.020 ( 0.101) 0.007 0.013 288 24.00 0.07 0.020 ( 0.101) 0.007 0.013 (Loss Rate Not Used) Sum = 100.0 Sum = 18.9 Flood volume = Effective rainfall 1.57(In) times area 7.1(Ac.)/[(In)/(Ft.)] = 0.9(Ac.Ft) Total soil loss = 0.92(In) Total soil loss = 0.548(Ac.Ft) Total rainfall = 2.50(In) Flood volume = 40649.1 Cubic Feet Total soil loss = 23873.3 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 1.536(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0004 0.05 Q | | | | 0+10 0.0010 0.09 Q | | | | 0+15 0.0016 0.09 Q | | | | 0+20 0.0024 0.12 Q | | | | 0+25 0.0033 0.13 Q | | | | 0+30 0.0042 0.14 Q | | | | 0+35 0.0052 0.14 Q | | | | 0+40 0.0061 0.14 Q | | | | 0+45 0.0070 0.14 Q | | | | 0+50 0.0081 0.16 Q | | | | 0+55 0.0094 0.18 Q | | | | 1+ 0 0.0106 0.18 Q | | | | 1+ 5 0.0117 0.15 Q | | | | 1+10 0.0126 0.14 Q | | | | 1+15 0.0136 0.14 Q | | | | 1+20 0.0145 0.14 Q | | | | 1+25 0.0154 0.14 Q | | | | 1+30 0.0164 0.14 Q | | | | 1+35 0.0173 0.14 Q | | | | 1+40 0.0182 0.14 Q | | | | 1+45 0.0192 0.14 Q | | | | 1+50 0.0203 0.16 Q | | | | 1+55 0.0215 0.18 Q | | | | 2+ 0 0.0228 0.18 Q | | | | 2+ 5 0.0240 0.18 QV | | | | 2+10 0.0252 0.18 QV | | | | 2+15 0.0265 0.18 QV | | | | 2+20 0.0277 0.18 QV | | | | 2+25 0.0290 0.18 QV | | | | 2+30 0.0302 0.18 QV | | | | 2+35 0.0316 0.21 QV | | | | 2+40 0.0332 0.22 QV | | | | 2+45 0.0347 0.23 QV | | | | 2+50 0.0363 0.23 QV | | | | 2+55 0.0379 0.23 QV | | | | 3+ 0 0.0394 0.23 QV | | | | 3+ 5 0.0410 0.23 QV | | | | 3+10 0.0425 0.23 QV | | | | 3+15 0.0441 0.23 QV | | | | 3+20 0.0456 0.23 QV | | | | 3+25 0.0472 0.23 Q V | | | | 3+30 0.0487 0.23 Q V | | | | 3+35 0.0503 0.23 Q V | | | | 3+40 0.0518 0.23 Q V | | | | 3+45 0.0534 0.23 Q V | | | | 3+50 0.0551 0.25 |QV | | | | 3+55 0.0570 0.27 |QV | | | | 4+ 0 0.0589 0.27 |QV | | | | 4+ 5 0.0607 0.27 |QV | | | | 4+10 0.0626 0.27 |QV | | | | 4+15 0.0645 0.27 |QV | | | | 4+20 0.0665 0.30 |QV | | | | 4+25 0.0687 0.31 |QV | | | | 4+30 0.0708 0.32 |Q V | | | | 4+35 0.0730 0.32 |Q V | | | | 4+40 0.0752 0.32 |Q V | | | | 4+45 0.0774 0.32 |Q V | | | | 4+50 0.0797 0.34 |Q V | | | | 4+55 0.0822 0.36 |Q V | | | | 5+ 0 0.0847 0.36 |Q V | | | | 5+ 5 0.0868 0.31 |Q V | | | | 5+10 0.0887 0.28 |Q V | | | | 5+15 0.0906 0.27 |Q V | | | | 5+20 0.0926 0.30 |Q V | | | | 5+25 0.0948 0.31 |Q V | | | | 5+30 0.0970 0.32 |Q V | | | | 5+35 0.0993 0.34 |Q V | | | | 5+40 0.1018 0.36 |Q V | | | | 5+45 0.1043 0.36 |Q V | | | | 5+50 0.1068 0.36 |Q V | | | | 5+55 0.1093 0.36 |Q V | | | | 6+ 0 0.1118 0.36 |Q V | | | | 6+ 5 0.1144 0.39 |Q V | | | | 6+10 0.1172 0.40 |Q V | | | | 6+15 0.1200 0.41 |Q V | | | | 6+20 0.1228 0.41 |Q V | | | | 6+25 0.1256 0.41 |Q V | | | | 6+30 0.1284 0.41 |Q V | | | | 6+35 0.1314 0.43 |Q V | | | | 6+40 0.1345 0.45 |Q V | | | | 6+45 0.1376 0.45 |Q V | | | | 6+50 0.1407 0.45 |Q V | | | | 6+55 0.1438 0.45 |Q V | | | | 7+ 0 0.1469 0.45 |Q V | | | | 7+ 5 0.1500 0.45 |Q V | | | | 7+10 0.1532 0.45 |Q V | | | | 7+15 0.1563 0.45 |Q V | | | | 7+20 0.1596 0.48 |Q V | | | | 7+25 0.1630 0.49 |Q V | | | | 7+30 0.1664 0.50 |Q V | | | | 7+35 0.1700 0.52 | Q V | | | | 7+40 0.1737 0.54 | Q V | | | | 7+45 0.1774 0.54 | Q V | | | | 7+50 0.1814 0.57 | Q V | | | | 7+55 0.1854 0.58 | Q V | | | | 8+ 0 0.1894 0.59 | Q V | | | | 8+ 5 0.1938 0.64 | Q V | | | | 8+10 0.1985 0.67 | Q V | | | | 8+15 0.2031 0.68 | Q V | | | | 8+20 0.2078 0.68 | Q V | | | | 8+25 0.2125 0.68 | Q V| | | | 8+30 0.2171 0.68 | Q V| | | | 8+35 0.2220 0.70 | Q V| | | | 8+40 0.2269 0.72 | Q V| | | | 8+45 0.2319 0.72 | Q V| | | | 8+50 0.2371 0.75 | Q V | | | 8+55 0.2424 0.77 | Q V | | | 9+ 0 0.2476 0.77 | Q V | | | 9+ 5 0.2533 0.82 | Q V | | | 9+10 0.2592 0.85 | Q |V | | | 9+15 0.2651 0.86 | Q |V | | | 9+20 0.2712 0.88 | Q |V | | | 9+25 0.2774 0.90 | Q |V | | | 9+30 0.2836 0.90 | Q | V | | | 9+35 0.2900 0.93 | Q | V | | | 9+40 0.2965 0.95 | Q | V | | | 9+45 0.3031 0.95 | Q | V | | | 9+50 0.3098 0.98 | Q | V | | | 9+55 0.3166 0.99 | Q | V | | | 10+ 0 0.3234 0.99 | Q | V | | | 10+ 5 0.3290 0.81 | Q | V | | | 10+10 0.3338 0.69 | Q | V | | | 10+15 0.3384 0.68 | Q | V | | | 10+20 0.3431 0.68 | Q | V | | | 10+25 0.3478 0.68 | Q | V | | | 10+30 0.3524 0.68 | Q | V | | | 10+35 0.3580 0.81 | Q | V | | | 10+40 0.3642 0.89 | Q | V | | | 10+45 0.3704 0.90 | Q | V | | | 10+50 0.3766 0.90 | Q | V | | | 10+55 0.3828 0.90 | Q | V | | | 11+ 0 0.3890 0.90 | Q | V | | | 11+ 5 0.3951 0.88 | Q | V | | | 11+10 0.4010 0.86 | Q | V | | | 11+15 0.4069 0.86 | Q | V | | | 11+20 0.4128 0.86 | Q | V | | | 11+25 0.4187 0.86 | Q | V | | | 11+30 0.4247 0.86 | Q | V | | | 11+35 0.4302 0.80 | Q | V | | | 11+40 0.4355 0.77 | Q | V | | | 11+45 0.4408 0.77 | Q | V | | | 11+50 0.4463 0.79 | Q | V| | | 11+55 0.4519 0.81 | Q | V| | | 12+ 0 0.4575 0.81 | Q | V| | | 12+ 5 0.4643 1.00 | Q | V| | | 12+10 0.4720 1.11 | Q | V | | 12+15 0.4798 1.13 | Q | V | | 12+20 0.4877 1.16 | Q | V | | 12+25 0.4958 1.17 | Q | |V | | 12+30 0.5039 1.17 | Q | |V | | 12+35 0.5124 1.23 | Q | |V | | 12+40 0.5210 1.26 | Q | | V | | 12+45 0.5297 1.26 | Q | | V | | 12+50 0.5386 1.29 | Q | | V | | 12+55 0.5476 1.31 | Q | | V | | 13+ 0 0.5567 1.31 | Q | | V | | 13+ 5 0.5666 1.44 | Q | | V | | 13+10 0.5771 1.52 | Q | | V | | 13+15 0.5877 1.54 | Q | | V | | 13+20 0.5982 1.54 | Q | | V | | 13+25 0.6088 1.54 | Q | | V | | 13+30 0.6194 1.54 | Q | | V | | 13+35 0.6280 1.24 | Q | | V | | 13+40 0.6353 1.06 | Q | | V | | 13+45 0.6424 1.04 | Q | | V | | 13+50 0.6496 1.04 | Q | | V | | 13+55 0.6567 1.04 | Q | | V | | 14+ 0 0.6639 1.04 | Q | | V | | 14+ 5 0.6718 1.15 | Q | | V | | 14+10 0.6801 1.21 | Q | | V| | 14+15 0.6885 1.22 | Q | | V| | 14+20 0.6967 1.19 | Q | | V| | 14+25 0.7048 1.18 | Q | | V | 14+30 0.7129 1.17 | Q | | V | 14+35 0.7210 1.17 | Q | | V | 14+40 0.7291 1.17 | Q | | |V | 14+45 0.7372 1.17 | Q | | |V | 14+50 0.7451 1.15 | Q | | |V | 14+55 0.7529 1.13 | Q | | | V | 15+ 0 0.7607 1.13 | Q | | | V | 15+ 5 0.7683 1.10 | Q | | | V | 15+10 0.7757 1.09 | Q | | | V | 15+15 0.7832 1.08 | Q | | | V | 15+20 0.7905 1.06 | Q | | | V | 15+25 0.7977 1.04 | Q | | | V | 15+30 0.8048 1.04 | Q | | | V | 15+35 0.8112 0.93 | Q | | | V | 15+40 0.8172 0.87 | Q | | | V | 15+45 0.8231 0.86 | Q | | | V | 15+50 0.8290 0.86 | Q | | | V | 15+55 0.8349 0.86 | Q | | | V | 16+ 0 0.8408 0.86 | Q | | | V | 16+ 5 0.8440 0.46 |Q | | | V | 16+10 0.8455 0.22 Q | | | V | 16+15 0.8467 0.18 Q | | | V | 16+20 0.8480 0.18 Q | | | V | 16+25 0.8492 0.18 Q | | | V | 16+30 0.8505 0.18 Q | | | V | 16+35 0.8515 0.15 Q | | | V | 16+40 0.8525 0.14 Q | | | V | 16+45 0.8534 0.14 Q | | | V | 16+50 0.8544 0.14 Q | | | V | 16+55 0.8553 0.14 Q | | | V | 17+ 0 0.8562 0.14 Q | | | V | 17+ 5 0.8575 0.19 Q | | | V | 17+10 0.8590 0.22 Q | | | V | 17+15 0.8606 0.23 Q | | | V | 17+20 0.8622 0.23 Q | | | V | 17+25 0.8637 0.23 Q | | | V | 17+30 0.8653 0.23 Q | | | V | 17+35 0.8668 0.23 Q | | | V | 17+40 0.8684 0.23 Q | | | V | 17+45 0.8699 0.23 Q | | | V | 17+50 0.8713 0.20 Q | | | V | 17+55 0.8726 0.18 Q | | | V | 18+ 0 0.8738 0.18 Q | | | V | 18+ 5 0.8751 0.18 Q | | | V | 18+10 0.8763 0.18 Q | | | V | 18+15 0.8775 0.18 Q | | | V | 18+20 0.8788 0.18 Q | | | V | 18+25 0.8800 0.18 Q | | | V | 18+30 0.8813 0.18 Q | | | V | 18+35 0.8823 0.15 Q | | | V | 18+40 0.8833 0.14 Q | | | V | 18+45 0.8842 0.14 Q | | | V | 18+50 0.8850 0.11 Q | | | V | 18+55 0.8856 0.09 Q | | | V | 19+ 0 0.8862 0.09 Q | | | V | 19+ 5 0.8870 0.12 Q | | | V | 19+10 0.8879 0.13 Q | | | V | 19+15 0.8889 0.14 Q | | | V | 19+20 0.8900 0.16 Q | | | V | 19+25 0.8912 0.18 Q | | | V | 19+30 0.8925 0.18 Q | | | V | 19+35 0.8935 0.15 Q | | | V | 19+40 0.8945 0.14 Q | | | V | 19+45 0.8954 0.14 Q | | | V | 19+50 0.8962 0.11 Q | | | V | 19+55 0.8968 0.09 Q | | | V | 20+ 0 0.8974 0.09 Q | | | V | 20+ 5 0.8982 0.12 Q | | | V | 20+10 0.8991 0.13 Q | | | V | 20+15 0.9001 0.14 Q | | | V | 20+20 0.9010 0.14 Q | | | V | 20+25 0.9019 0.14 Q | | | V | 20+30 0.9029 0.14 Q | | | V | 20+35 0.9038 0.14 Q | | | V | 20+40 0.9047 0.14 Q | | | V | 20+45 0.9057 0.14 Q | | | V | 20+50 0.9064 0.11 Q | | | V | 20+55 0.9071 0.09 Q | | | V | 21+ 0 0.9077 0.09 Q | | | V | 21+ 5 0.9085 0.12 Q | | | V | 21+10 0.9094 0.13 Q | | | V | 21+15 0.9103 0.14 Q | | | V| 21+20 0.9111 0.11 Q | | | V| 21+25 0.9117 0.09 Q | | | V| 21+30 0.9124 0.09 Q | | | V| 21+35 0.9132 0.12 Q | | | V| 21+40 0.9141 0.13 Q | | | V| 21+45 0.9150 0.14 Q | | | V| 21+50 0.9158 0.11 Q | | | V| 21+55 0.9164 0.09 Q | | | V| 22+ 0 0.9170 0.09 Q | | | V| 22+ 5 0.9178 0.12 Q | | | V| 22+10 0.9187 0.13 Q | | | V| 22+15 0.9197 0.14 Q | | | V| 22+20 0.9204 0.11 Q | | | V| 22+25 0.9211 0.09 Q | | | V| 22+30 0.9217 0.09 Q | | | V| 22+35 0.9223 0.09 Q | | | V| 22+40 0.9229 0.09 Q | | | V| 22+45 0.9236 0.09 Q | | | V| 22+50 0.9242 0.09 Q | | | V| 22+55 0.9248 0.09 Q | | | V| 23+ 0 0.9254 0.09 Q | | | V| 23+ 5 0.9260 0.09 Q | | | V| 23+10 0.9267 0.09 Q | | | V| 23+15 0.9273 0.09 Q | | | V| 23+20 0.9279 0.09 Q | | | V| 23+25 0.9285 0.09 Q | | | V| 23+30 0.9292 0.09 Q | | | V| 23+35 0.9298 0.09 Q | | | V| 23+40 0.9304 0.09 Q | | | V| 23+45 0.9310 0.09 Q | | | V| 23+50 0.9316 0.09 Q | | | V| 23+55 0.9323 0.09 Q | | | V| 24+ 0 0.9329 0.09 Q | | | V| 24+ 5 0.9331 0.04 Q | | | V| 24+10 0.9332 0.00 Q | | | V ----------------------------------------------------------------------- BIORETENTION/DETENTION BASIN NO.1 WORKSHEETS TABLE A AREA A BASIN NO 1 DETENTION BASIN SIZE STAGE VS. VOLUME 1270 0 0.000 0.000 0.46 1271 1 0.083 0.083 0.46 1276 6 0.691 0.774 0.46 1278 8 0.165 0.939 0.46 1279 9 525 0 0 0.083 1.022 0.95 1280 10 900 713 713 0.016 1.038 1.18 1281 11 1,345 1,123 1,123 0.026 1.064 2.13 1282 12 1,859 1,602 1,602 0.037 1.100 2.64 1283 13 2,441 2,150 2,150 0.049 1.150 3.82 1284 14 3,092 2,767 2,767 0.064 1.213 12.76 1285 15 3,821 3,457 3,457 0.079 1.293 18.13 NOTES: UNDERGROUND CALCULATIONS VOLUME FROM ELEV 1270.00 TO 1271.00 FIRST 12" OF GRAVEL VOLUME VOLUME FROM ELEV 1277.50 TO 1284.00 GRAVEL AREA =9000 SQ-FT GRAVEL AREA =9000 SQ-FT DEPTH =1 FT DEPTH =5 FT SYSTEM VOLUME =3600.00 CU-FT PIPE LENGTH =1027 FT SYSTEM VOLUME =0.083 CU-FT PIPE DIAMETER =60 IN' PIPE VOLUME =20165.145 CU-FT UNDERGROUND CALCULATIONS SYSTEM VOLUME =30099.09 CU-FT VOLUME FROM ELEV 1276.00 TO 1278.00 VOLUME 0.691 CU-FT GRAVEL AREA =9000 SQ-FT DEPTH =2 FT SYSTEM VOLUME =7200.00 CU-FT SYSTEM VOLUME =0.165 CU-FT UNDERGROUND CALCULATIONS VOLUME FROM ELEV 1278.00 TO 1279.00 FIRST 18" OF GRAVEL VOLUME GRAVEL AREA =9000 SQ-FT DEPTH =1 FT SYSTEM VOLUME =3600.00 CU-FT SYSTEM VOLUME =0.083 CU-FT DESIGN FLOW (cfs) TOTAL VOLUME (ac-ft)ELEVATION CONTOUR AREA (sf) AVG. AREA (sf) VOLUME (cu. ft.) VOLUME (ac - ft.)DETENTION BASIN DEPTH (ft) TABLE B DETENTION BASIN OUTLET AREA A BASIN NO 1 RISER 1 ORIFICE 1 ORIFICE 2 ORIFICE 3 ORIFICE 4 Rectangular Outlet Circular Outlet Circular Outlet Circular Outlet WQ Outlet (Orifice)WQ Outlet (Orifice)WQ Outlet (Orifice)WQ Outlet (Orifice) Q(WQ)=CA(2gH)^0.5 Q(WQ)=CA(2gH)^0.5 Q(WQ)=CA(2gH)^0.5 Q(WQ)=CA(2gH)^0.5 C=0.6 C=0.6 C=0.6 C=0.6 Area Total=0.11 sq-ft Area Total=0.17 sq-ft Area Total=0.17 sq-ft Area Total=2.09 sq-ft W=4 in Hole Diameter =4 in Hole Diameter =4 in Hole Diameter =8 in H=4 # of holes =2 # of holes =2 # of holes =6 # of holes =1 Elevation =1278.00 ft Elevation =1280.00 ft Elevation =1282.00 ft Elevation =1283.00 ft 1270 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.46 0.46 1271 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.46 0.46 1276 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.46 0.46 1278 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.46 0.46 1279 1.00 0.49 0.00 0.00 0.00 0.00 0.00 0.00 0.46 0.95 1280 2.00 0.72 0.00 0.00 0.00 0.00 0.00 0.00 0.46 1.18 1281 3.00 0.90 1.00 0.77 0.00 0.00 0.0 0.00 0.46 2.13 1282 4.00 1.05 2.00 1.14 0.00 0.00 0.00 0.00 0.46 2.64 1283 5.00 1.18 3.00 1.41 1.00 0.77 0.00 0.00 0.46 3.82 1284 6.00 1.29 4.00 1.64 2.00 1.14 1.00 8.23 0.46 12.76 1285 7.00 1.40 5.00 1.85 3.00 1.41 2.00 13.01 0.46 18.13 MWS UNIT MODEL NO L-8-16 FLOW CAPACITY =0.46 CFS MWS UNIT Q TOTAL (cfs)ELEVATION DEPTH (H) ABOVE ORIFICE Q(WQ) (cfs)DEPTH (H) ABOVE ORIFICE 2 Q(WQ) (cfs)DEPTH (H) ABOVE ORIFICE 3 Q(WQ) (cfs)DEPTH (H) ABOVE ORIFICE 4 Q(WQ) (cfs) BIORETENTION/DETENTION BASIN NO.2 WORKSHEETS TABLE A AREA B BASIN NO 2 DETENTION BASIN SIZE STAGE VS. VOLUME 1276 0 0.000 0.000 0.35 1277.5 1.5 0.082 0.082 0.35 1284 8 1,824 0 0 0.528 0.609 0.35 1285 9 2,626 2,225 2,225 0.051 0.661 0.48 1286 10 3,496 3,061 3,061 0.070 0.731 1.35 1287 11 4,431 3,964 3,964 0.091 0.822 5.10 1288 12 5,434 4,933 4,933 0.113 0.935 10.46 1289 13 6,504 5,969 5,969 0.137 1.072 13.75 1290 14 7,640 7,072 7,072 0.162 1.234 16.32 1290.5 14.5 8,254 7,947 3,974 0.091 1.326 17.46 NOTES: UNDERGROUND CALCULATIONS VOLUME FROM ELEV 1276.00 TO 1277.50 FIRST 18" OF GRAVEL VOLUME VOLUME FROM ELEV 1277.50 TO 1284.00 GRAVEL AREA =5940 SQ-FT GRAVEL AREA =5940 SQ-FT DEPTH =1.5 FT DEPTH =6.5 FT PIPE LENGTH =640 FT PIPE DIAMETER =60 IN' PIPE VOLUME =12566.4 CU-FT SYSTEM VOLUME =3564.00 CU-FT SYSTEM VOLUME =22983.84 CU-FT SYSTEM VOLUME =0.082 CU-FT VOLUME 0.528 CU-FT DESIGN FLOW (cfs) TOTAL VOLUME (ac-ft)ELEVATION CONTOUR AREA (sf) AVG. AREA (sf) VOLUME (cu. ft.) VOLUME (ac - ft.)DETENTION BASIN DEPTH (ft) TABLE B DETENTION BASIN OUTLET AREA B BASIN NO 1 RISER 1 ORIFICE 1 ORIFICE 2 ORIFICE 3 ORIFICE 4 Rectangular Outlet Circular Outlet Circular Outlet Circular Outlet WQ Outlet (Orifice)WQ Outlet (Orifice)WQ Outlet (Orifice)WQ Outlet (Orifice) Q(WQ)=CA(2gH)^0.5 Q(WQ)=CA(2gH)^0.5 Q(WQ)=CA(2gH)^0.5 Q(WQ)=CA(2gH)^0.5 C=0.6 C=0.6 C=0.6 C=0.6 Area Total=0.03 sq-ft Area Total=0.20 sq-ft Area Total=0.79 sq-ft Area Total=0.79 sq-ft W=2 in Hole Diameter =6 in Hole Diameter =6 in Hole Diameter =6 in H=2 # of holes =1 # of holes =4 # of holes =4 # of holes =1 Elevation =1284.00 ft Elevation =1285.00 ft Elevation =1286.00 ft Elevation =1287.00 ft 1276 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.35 0.35 1277.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.35 0.35 1284 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.35 0.35 1285 1.00 0.13 0.00 0.00 0.00 0.00 0.00 0.00 0.35 0.48 1286 2.00 0.19 1.00 0.82 0.00 0.00 0.0 0.00 0.35 1.35 1287 3.00 0.23 2.00 1.25 1.00 3.27 0.00 0.00 0.35 5.10 1288 4.00 0.26 3.00 1.57 2.00 5.00 1.00 3.27 0.35 10.46 1289 5.00 0.30 4.00 1.83 3.00 6.27 2.00 5.00 0.35 13.75 1290 6.00 0.33 5.00 2.06 4.00 7.32 3.00 6.27 0.35 16.32 1290.5 6.50 0.34 5.50 2.17 4.50 7.79 3.50 6.81 0.35 17.46 MWS UNIT MODEL NO L-8-12 FLOW CAPACITY =0.35 CFS MWS UNIT Q TOTAL (cfs)ELEVATION DEPTH (H) ABOVE ORIFICE Q(WQ) (cfs)DEPTH (H) ABOVE ORIFICE 2 Q(WQ) (cfs)DEPTH (H) ABOVE ORIFICE 3 Q(WQ) (cfs)DEPTH (H) ABOVE ORIFICE 4 Q(WQ) (cfs) UNDERGROUND INFILTRATION BASIN WORKSHEETS TABLE A AREA C BASIN NO 1 INFILTRATION BASIN SIZE STAGE VS. VOLUME 1284.5 0 0.000 0.000 0.00 1286 1.5 0.102 0.102 0.64 1293.5 9 1,356 0 0 0.717 0.819 0.64 1294 9.5 1,762 1,559 780 0.018 0.837 0.64 1295 10.5 2,625 2,194 2,194 0.050 0.887 0.64 1296 11.5 3,558 3,092 3,092 0.071 0.958 0.64 1297 12.5 4,560 4,059 4,059 0.093 1.051 0.64 1298 13.5 5,633 5,097 5,097 0.117 1.168 0.64 1299 14.5 6,774 6,204 6,204 0.142 1.311 0.64 1300 15.5 7,986 7,380 7,380 0.169 1.480 0.64 NOTES: UNDERGROUND CALCULATIONS VOLUME FROM ELEV 1284.50 TO 1286.00 FIRST 6" OF GRAVEL VOLUME VOLUME FROM ELEV 1276.50 TO 1284.00 GRAVEL AREA =7440 SQ-FT GRAVEL AREA =7440 SQ-FT DEPTH =1.5 FT DEPTH =7.5 FT PIPE LENGTH =755 FT SYSTEM VOLUME =4464.00 CU-FT PIPE DIAMETER =60 IN' SYSTEM VOLUME =0.102 CU-FT PIPE VOLUME =14824.425 CU-FT SYSTEM VOLUME =31214.66 CU-FT BASIN INFILTRATION CAPACITY VOLUME 0.717 CU-FT Total Basin Area =7440 Field Infiltration Rate =11.20 SF=3.00 sq-ft Design Infiltration Rate =3.73 in/hr Q= Basin Area x Design Infiltration Rate x 1/12 x 1/60 x 1/60 in/hr Q=0.643 cfs DESIGN FLOW (cfs) TOTAL VOLUME (ac-ft)ELEVATION CONTOUR AREA (sf) AVG. AREA (sf) VOLUME (cu. ft.) VOLUME (ac - ft.)DETENTION BASIN DEPTH (ft) 2-YEAR STORM FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 10/28/24 --------------------------------------------------------------------- DEXTER VILLAGE AREA A 2-YR 1-HR -------------------------------------------------------------------- Program License Serial Number 6094 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: COVEA.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 16 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 7.059 (CFS) Total volume = 0.255 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 12.000 **** RETARDING BASIN ROUTING **** ______________________________________________________________________ User entry of depth-outflow-storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 16 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 1.000 0.083 0.460 0.081 0.085 6.000 0.774 0.460 0.772 0.776 8.000 0.939 0.460 0.937 0.941 9.000 1.022 0.950 1.019 1.025 10.000 1.038 1.180 1.034 1.042 11.000 1.064 2.130 1.057 1.071 12.000 1.100 2.640 1.091 1.109 13.000 1.150 3.820 1.137 1.163 14.000 1.213 12.760 1.169 1.257 15.000 1.293 18.130 1.231 1.355 -------------------------------------------------------------------- Hydrograph Detention Basin Routing --------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 1.8 3.53 5.29 7.06 (Ft.) 0.083 0.61 0.01 0.002 O I | | | | 0.02 0.167 1.29 0.05 0.008 O I | | | | 0.10 0.250 1.58 0.10 0.018 O I| | | | 0.21 0.333 1.77 0.16 0.028 O I | | | 0.34 0.417 1.87 0.22 0.040 O I | | | 0.48 0.500 2.03 0.28 0.051 |O |I | | | 0.62 0.583 2.36 0.36 0.064 |O | I | | | 0.77 0.667 2.83 0.44 0.079 |O | I | | | 0.96 0.750 3.82 0.46 0.099 | O | |I | | 1.12 0.833 7.06 0.46 0.133 | O | | | I 1.37 0.917 6.56 0.46 0.177 | O | | | I | 1.68 1.000 3.15 0.46 0.207 | O | I | | | 1.90 1.083 1.50 0.46 0.220 | O I | | | | 1.99 1.167 0.44 0.46 0.224 |IO | | | | 2.02 1.250 0.11 0.46 0.223 I O | | | | 2.01 1.333 0.03 0.46 0.220 I O | | | | 1.99 1.417 0.00 0.46 0.217 I O | | | | 1.97 1.500 0.00 0.46 0.214 I O | | | | 1.95 1.583 0.00 0.46 0.210 I O | | | | 1.92 1.667 0.00 0.46 0.207 I O | | | | 1.90 1.750 0.00 0.46 0.204 I O | | | | 1.88 1.833 0.00 0.46 0.201 I O | | | | 1.85 1.917 0.00 0.46 0.198 I O | | | | 1.83 2.000 0.00 0.46 0.195 I O | | | | 1.81 2.083 0.00 0.46 0.191 I O | | | | 1.78 2.167 0.00 0.46 0.188 I O | | | | 1.76 2.250 0.00 0.46 0.185 I O | | | | 1.74 2.333 0.00 0.46 0.182 I O | | | | 1.72 2.417 0.00 0.46 0.179 I O | | | | 1.69 2.500 0.00 0.46 0.176 I O | | | | 1.67 2.583 0.00 0.46 0.172 I O | | | | 1.65 2.667 0.00 0.46 0.169 I O | | | | 1.62 2.750 0.00 0.46 0.166 I O | | | | 1.60 2.833 0.00 0.46 0.163 I O | | | | 1.58 2.917 0.00 0.46 0.160 I O | | | | 1.56 3.000 0.00 0.46 0.157 I O | | | | 1.53 3.083 0.00 0.46 0.153 I O | | | | 1.51 3.167 0.00 0.46 0.150 I O | | | | 1.49 3.250 0.00 0.46 0.147 I O | | | | 1.46 3.333 0.00 0.46 0.144 I O | | | | 1.44 3.417 0.00 0.46 0.141 I O | | | | 1.42 3.500 0.00 0.46 0.138 I O | | | | 1.39 3.583 0.00 0.46 0.134 I O | | | | 1.37 3.667 0.00 0.46 0.131 I O | | | | 1.35 3.750 0.00 0.46 0.128 I O | | | | 1.33 3.833 0.00 0.46 0.125 I O | | | | 1.30 3.917 0.00 0.46 0.122 I O | | | | 1.28 4.000 0.00 0.46 0.119 I O | | | | 1.26 4.083 0.00 0.46 0.115 I O | | | | 1.23 4.167 0.00 0.46 0.112 I O | | | | 1.21 4.250 0.00 0.46 0.109 I O | | | | 1.19 4.333 0.00 0.46 0.106 I O | | | | 1.17 4.417 0.00 0.46 0.103 I O | | | | 1.14 4.500 0.00 0.46 0.100 I O | | | | 1.12 4.583 0.00 0.46 0.096 I O | | | | 1.10 4.667 0.00 0.46 0.093 I O | | | | 1.07 4.750 0.00 0.46 0.090 I O | | | | 1.05 4.833 0.00 0.46 0.087 I O | | | | 1.03 4.917 0.00 0.46 0.084 I O | | | | 1.01 5.000 0.00 0.45 0.081 I O | | | | 0.97 5.083 0.00 0.43 0.078 IO | | | | 0.93 5.167 0.00 0.41 0.075 IO | | | | 0.90 5.250 0.00 0.40 0.072 IO | | | | 0.87 5.333 0.00 0.38 0.069 IO | | | | 0.83 5.417 0.00 0.37 0.067 IO | | | | 0.80 5.500 0.00 0.36 0.064 IO | | | | 0.77 5.583 0.00 0.34 0.062 IO | | | | 0.74 5.667 0.00 0.33 0.059 IO | | | | 0.72 5.750 0.00 0.32 0.057 IO | | | | 0.69 5.833 0.00 0.30 0.055 IO | | | | 0.66 5.917 0.00 0.29 0.053 IO | | | | 0.64 6.000 0.00 0.28 0.051 IO | | | | 0.61 6.083 0.00 0.27 0.049 IO | | | | 0.59 6.167 0.00 0.26 0.047 IO | | | | 0.57 6.250 0.00 0.25 0.045 IO | | | | 0.55 6.333 0.00 0.24 0.044 IO | | | | 0.53 6.417 0.00 0.23 0.042 IO | | | | 0.51 6.500 0.00 0.22 0.041 IO | | | | 0.49 6.583 0.00 0.22 0.039 O | | | | 0.47 6.667 0.00 0.21 0.038 O | | | | 0.45 6.750 0.00 0.20 0.036 O | | | | 0.44 6.833 0.00 0.19 0.035 O | | | | 0.42 6.917 0.00 0.19 0.033 O | | | | 0.40 7.000 0.00 0.18 0.032 O | | | | 0.39 7.083 0.00 0.17 0.031 O | | | | 0.37 7.167 0.00 0.17 0.030 O | | | | 0.36 7.250 0.00 0.16 0.029 O | | | | 0.35 7.333 0.00 0.15 0.028 O | | | | 0.33 7.417 0.00 0.15 0.027 O | | | | 0.32 7.500 0.00 0.14 0.026 O | | | | 0.31 7.583 0.00 0.14 0.025 O | | | | 0.30 7.667 0.00 0.13 0.024 O | | | | 0.29 7.750 0.00 0.13 0.023 O | | | | 0.28 7.833 0.00 0.12 0.022 O | | | | 0.27 7.917 0.00 0.12 0.021 O | | | | 0.26 8.000 0.00 0.11 0.020 O | | | | 0.25 8.083 0.00 0.11 0.020 O | | | | 0.24 8.167 0.00 0.10 0.019 O | | | | 0.23 8.250 0.00 0.10 0.018 O | | | | 0.22 8.333 0.00 0.10 0.018 O | | | | 0.21 8.417 0.00 0.09 0.017 O | | | | 0.20 8.500 0.00 0.09 0.016 O | | | | 0.20 8.583 0.00 0.09 0.016 O | | | | 0.19 8.667 0.00 0.08 0.015 O | | | | 0.18 8.750 0.00 0.08 0.014 O | | | | 0.17 8.833 0.00 0.08 0.014 O | | | | 0.17 8.917 0.00 0.07 0.013 O | | | | 0.16 9.000 0.00 0.07 0.013 O | | | | 0.16 9.083 0.00 0.07 0.012 O | | | | 0.15 9.167 0.00 0.07 0.012 O | | | | 0.14 9.250 0.00 0.06 0.012 O | | | | 0.14 9.333 0.00 0.06 0.011 O | | | | 0.13 9.417 0.00 0.06 0.011 O | | | | 0.13 9.500 0.00 0.06 0.010 O | | | | 0.12 9.583 0.00 0.05 0.010 O | | | | 0.12 9.667 0.00 0.05 0.010 O | | | | 0.11 9.750 0.00 0.05 0.009 O | | | | 0.11 9.833 0.00 0.05 0.009 O | | | | 0.11 9.917 0.00 0.05 0.008 O | | | | 0.10 10.000 0.00 0.05 0.008 O | | | | 0.10 10.083 0.00 0.04 0.008 O | | | | 0.09 10.167 0.00 0.04 0.008 O | | | | 0.09 10.250 0.00 0.04 0.007 O | | | | 0.09 10.333 0.00 0.04 0.007 O | | | | 0.08 10.417 0.00 0.04 0.007 O | | | | 0.08 10.500 0.00 0.04 0.006 O | | | | 0.08 10.583 0.00 0.03 0.006 O | | | | 0.08 10.667 0.00 0.03 0.006 O | | | | 0.07 10.750 0.00 0.03 0.006 O | | | | 0.07 10.833 0.00 0.03 0.006 O | | | | 0.07 10.917 0.00 0.03 0.005 O | | | | 0.06 11.000 0.00 0.03 0.005 O | | | | 0.06 11.083 0.00 0.03 0.005 O | | | | 0.06 11.167 0.00 0.03 0.005 O | | | | 0.06 11.250 0.00 0.03 0.005 O | | | | 0.06 11.333 0.00 0.02 0.004 O | | | | 0.05 11.417 0.00 0.02 0.004 O | | | | 0.05 11.500 0.00 0.02 0.004 O | | | | 0.05 11.583 0.00 0.02 0.004 O | | | | 0.05 11.667 0.00 0.02 0.004 O | | | | 0.05 11.750 0.00 0.02 0.004 O | | | | 0.04 11.833 0.00 0.02 0.004 O | | | | 0.04 11.917 0.00 0.02 0.003 O | | | | 0.04 12.000 0.00 0.02 0.003 O | | | | 0.04 12.083 0.00 0.02 0.003 O | | | | 0.04 12.167 0.00 0.02 0.003 O | | | | 0.04 12.250 0.00 0.02 0.003 O | | | | 0.04 12.333 0.00 0.02 0.003 O | | | | 0.03 12.417 0.00 0.01 0.003 O | | | | 0.03 12.500 0.00 0.01 0.003 O | | | | 0.03 12.583 0.00 0.01 0.002 O | | | | 0.03 12.667 0.00 0.01 0.002 O | | | | 0.03 12.750 0.00 0.01 0.002 O | | | | 0.03 12.833 0.00 0.01 0.002 O | | | | 0.03 12.917 0.00 0.01 0.002 O | | | | 0.03 13.000 0.00 0.01 0.002 O | | | | 0.02 13.083 0.00 0.01 0.002 O | | | | 0.02 13.167 0.00 0.01 0.002 O | | | | 0.02 13.250 0.00 0.01 0.002 O | | | | 0.02 13.333 0.00 0.01 0.002 O | | | | 0.02 13.417 0.00 0.01 0.002 O | | | | 0.02 13.500 0.00 0.01 0.002 O | | | | 0.02 13.583 0.00 0.01 0.002 O | | | | 0.02 13.667 0.00 0.01 0.002 O | | | | 0.02 13.750 0.00 0.01 0.001 O | | | | 0.02 13.833 0.00 0.01 0.001 O | | | | 0.02 13.917 0.00 0.01 0.001 O | | | | 0.02 14.000 0.00 0.01 0.001 O | | | | 0.02 14.083 0.00 0.01 0.001 O | | | | 0.02 14.167 0.00 0.01 0.001 O | | | | 0.01 14.250 0.00 0.01 0.001 O | | | | 0.01 14.333 0.00 0.01 0.001 O | | | | 0.01 14.417 0.00 0.01 0.001 O | | | | 0.01 14.500 0.00 0.01 0.001 O | | | | 0.01 14.583 0.00 0.01 0.001 O | | | | 0.01 14.667 0.00 0.01 0.001 O | | | | 0.01 14.750 0.00 0.01 0.001 O | | | | 0.01 14.833 0.00 0.00 0.001 O | | | | 0.01 14.917 0.00 0.00 0.001 O | | | | 0.01 15.000 0.00 0.00 0.001 O | | | | 0.01 15.083 0.00 0.00 0.001 O | | | | 0.01 15.167 0.00 0.00 0.001 O | | | | 0.01 15.250 0.00 0.00 0.001 O | | | | 0.01 15.333 0.00 0.00 0.001 O | | | | 0.01 15.417 0.00 0.00 0.001 O | | | | 0.01 15.500 0.00 0.00 0.001 O | | | | 0.01 15.583 0.00 0.00 0.001 O | | | | 0.01 15.667 0.00 0.00 0.001 O | | | | 0.01 15.750 0.00 0.00 0.001 O | | | | 0.01 15.833 0.00 0.00 0.001 O | | | | 0.01 15.917 0.00 0.00 0.001 O | | | | 0.01 16.000 0.00 0.00 0.001 O | | | | 0.01 16.083 0.00 0.00 0.001 O | | | | 0.01 16.167 0.00 0.00 0.000 O | | | | 0.01 16.250 0.00 0.00 0.000 O | | | | 0.01 16.333 0.00 0.00 0.000 O | | | | 0.01 16.417 0.00 0.00 0.000 O | | | | 0.01 16.500 0.00 0.00 0.000 O | | | | 0.01 16.583 0.00 0.00 0.000 O | | | | 0.00 16.667 0.00 0.00 0.000 O | | | | 0.00 16.750 0.00 0.00 0.000 O | | | | 0.00 16.833 0.00 0.00 0.000 O | | | | 0.00 16.917 0.00 0.00 0.000 O | | | | 0.00 17.000 0.00 0.00 0.000 O | | | | 0.00 17.083 0.00 0.00 0.000 O | | | | 0.00 17.167 0.00 0.00 0.000 O | | | | 0.00 17.250 0.00 0.00 0.000 O | | | | 0.00 17.333 0.00 0.00 0.000 O | | | | 0.00 17.417 0.00 0.00 0.000 O | | | | 0.00 17.500 0.00 0.00 0.000 O | | | | 0.00 17.583 0.00 0.00 0.000 O | | | | 0.00 17.667 0.00 0.00 0.000 O | | | | 0.00 17.750 0.00 0.00 0.000 O | | | | 0.00 17.833 0.00 0.00 0.000 O | | | | 0.00 17.917 0.00 0.00 0.000 O | | | | 0.00 18.000 0.00 0.00 0.000 O | | | | 0.00 18.083 0.00 0.00 0.000 O | | | | 0.00 18.167 0.00 0.00 0.000 O | | | | 0.00 18.250 0.00 0.00 0.000 O | | | | 0.00 18.333 0.00 0.00 0.000 O | | | | 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 220 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 0.460 (CFS) Total volume = 0.255 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** -------------------------------------------------------------------- FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 10/28/24 --------------------------------------------------------------------- DEXTER VILLAGE AREA A 2-YR 3-HR -------------------------------------------------------------------- Program License Serial Number 6094 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: COVEA.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 40 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 5.070 (CFS) Total volume = 0.428 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 12.000 **** RETARDING BASIN ROUTING **** ______________________________________________________________________ User entry of depth-outflow-storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 40 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 1.000 0.083 0.460 0.081 0.085 6.000 0.774 0.460 0.772 0.776 8.000 0.939 0.460 0.937 0.941 9.000 1.022 0.950 1.019 1.025 10.000 1.038 1.180 1.034 1.042 11.000 1.064 2.130 1.057 1.071 12.000 1.100 2.640 1.091 1.109 13.000 1.150 3.820 1.137 1.163 14.000 1.213 12.760 1.169 1.257 15.000 1.293 18.130 1.231 1.355 -------------------------------------------------------------------- Hydrograph Detention Basin Routing --------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 1.3 2.54 3.80 5.07 (Ft.) 0.083 0.32 0.01 0.001 O I | | | | 0.01 0.167 0.66 0.02 0.004 O I | | | | 0.05 0.250 0.69 0.05 0.009 O I | | | | 0.11 0.333 0.76 0.07 0.013 O I | | | | 0.16 0.417 0.87 0.10 0.018 O I | | | | 0.22 0.500 0.96 0.13 0.024 O I | | | | 0.29 0.583 0.98 0.16 0.030 |O I | | | | 0.36 0.667 0.99 0.19 0.035 |O I | | | | 0.42 0.750 1.06 0.23 0.041 |O I | | | | 0.49 0.833 1.00 0.26 0.046 |O I | | | | 0.56 0.917 0.95 0.28 0.051 |O I | | | | 0.61 1.000 1.01 0.31 0.056 |O I | | | | 0.67 1.083 1.16 0.34 0.061 | O I| | | | 0.73 1.167 1.28 0.37 0.067 | O I | | | 0.81 1.250 1.30 0.40 0.073 | O I | | | 0.88 1.333 1.27 0.44 0.079 | O I| | | | 0.95 1.417 1.36 0.46 0.085 | O I | | | 1.01 1.500 1.54 0.46 0.092 | O |I | | | 1.06 1.583 1.52 0.46 0.099 | O |I | | | 1.12 1.667 1.53 0.46 0.107 | O |I | | | 1.17 1.750 1.75 0.46 0.115 | O | I | | | 1.23 1.833 1.87 0.46 0.124 | O | I | | | 1.30 1.917 1.81 0.46 0.133 | O | I | | | 1.36 2.000 1.78 0.46 0.143 | O | I | | | 1.43 2.083 1.82 0.46 0.152 | O | I | | | 1.50 2.167 2.12 0.46 0.162 | O | I | | | 1.57 2.250 2.65 0.46 0.175 | O | I | | 1.67 2.333 2.56 0.46 0.190 | O | I | | 1.78 2.417 3.20 0.46 0.207 | O | | I | | 1.90 2.500 4.39 0.46 0.230 | O | | | I | 2.06 2.583 5.07 0.46 0.259 | O | | | I 2.28 2.667 4.75 0.46 0.290 | O | | | I | 2.50 2.750 2.98 0.46 0.313 | O | | I | | 2.67 2.833 1.63 0.46 0.326 | O | I | | | 2.76 2.917 1.27 0.46 0.333 | O I | | | 2.81 3.000 0.84 0.46 0.337 | O I | | | | 2.84 3.083 0.32 0.46 0.338 | O | | | | 2.84 3.167 0.09 0.46 0.336 I O | | | | 2.83 3.250 0.03 0.46 0.333 I O | | | | 2.81 3.333 0.01 0.46 0.330 I O | | | | 2.79 3.417 0.00 0.46 0.327 I O | | | | 2.77 3.500 0.00 0.46 0.324 I O | | | | 2.74 3.583 0.00 0.46 0.321 I O | | | | 2.72 3.667 0.00 0.46 0.318 I O | | | | 2.70 3.750 0.00 0.46 0.315 I O | | | | 2.68 3.833 0.00 0.46 0.311 I O | | | | 2.65 3.917 0.00 0.46 0.308 I O | | | | 2.63 4.000 0.00 0.46 0.305 I O | | | | 2.61 4.083 0.00 0.46 0.302 I O | | | | 2.58 4.167 0.00 0.46 0.299 I O | | | | 2.56 4.250 0.00 0.46 0.296 I O | | | | 2.54 4.333 0.00 0.46 0.292 I O | | | | 2.52 4.417 0.00 0.46 0.289 I O | | | | 2.49 4.500 0.00 0.46 0.286 I O | | | | 2.47 4.583 0.00 0.46 0.283 I O | | | | 2.45 4.667 0.00 0.46 0.280 I O | | | | 2.42 4.750 0.00 0.46 0.277 I O | | | | 2.40 4.833 0.00 0.46 0.273 I O | | | | 2.38 4.917 0.00 0.46 0.270 I O | | | | 2.35 5.000 0.00 0.46 0.267 I O | | | | 2.33 5.083 0.00 0.46 0.264 I O | | | | 2.31 5.167 0.00 0.46 0.261 I O | | | | 2.29 5.250 0.00 0.46 0.258 I O | | | | 2.26 5.333 0.00 0.46 0.254 I O | | | | 2.24 5.417 0.00 0.46 0.251 I O | | | | 2.22 5.500 0.00 0.46 0.248 I O | | | | 2.19 5.583 0.00 0.46 0.245 I O | | | | 2.17 5.667 0.00 0.46 0.242 I O | | | | 2.15 5.750 0.00 0.46 0.239 I O | | | | 2.13 5.833 0.00 0.46 0.235 I O | | | | 2.10 5.917 0.00 0.46 0.232 I O | | | | 2.08 6.000 0.00 0.46 0.229 I O | | | | 2.06 6.083 0.00 0.46 0.226 I O | | | | 2.03 6.167 0.00 0.46 0.223 I O | | | | 2.01 6.250 0.00 0.46 0.220 I O | | | | 1.99 6.333 0.00 0.46 0.216 I O | | | | 1.97 6.417 0.00 0.46 0.213 I O | | | | 1.94 6.500 0.00 0.46 0.210 I O | | | | 1.92 6.583 0.00 0.46 0.207 I O | | | | 1.90 6.667 0.00 0.46 0.204 I O | | | | 1.87 6.750 0.00 0.46 0.201 I O | | | | 1.85 6.833 0.00 0.46 0.197 I O | | | | 1.83 6.917 0.00 0.46 0.194 I O | | | | 1.80 7.000 0.00 0.46 0.191 I O | | | | 1.78 7.083 0.00 0.46 0.188 I O | | | | 1.76 7.167 0.00 0.46 0.185 I O | | | | 1.74 7.250 0.00 0.46 0.182 I O | | | | 1.71 7.333 0.00 0.46 0.178 I O | | | | 1.69 7.417 0.00 0.46 0.175 I O | | | | 1.67 7.500 0.00 0.46 0.172 I O | | | | 1.64 7.583 0.00 0.46 0.169 I O | | | | 1.62 7.667 0.00 0.46 0.166 I O | | | | 1.60 7.750 0.00 0.46 0.163 I O | | | | 1.58 7.833 0.00 0.46 0.159 I O | | | | 1.55 7.917 0.00 0.46 0.156 I O | | | | 1.53 8.000 0.00 0.46 0.153 I O | | | | 1.51 8.083 0.00 0.46 0.150 I O | | | | 1.48 8.167 0.00 0.46 0.147 I O | | | | 1.46 8.250 0.00 0.46 0.144 I O | | | | 1.44 8.333 0.00 0.46 0.140 I O | | | | 1.42 8.417 0.00 0.46 0.137 I O | | | | 1.39 8.500 0.00 0.46 0.134 I O | | | | 1.37 8.583 0.00 0.46 0.131 I O | | | | 1.35 8.667 0.00 0.46 0.128 I O | | | | 1.32 8.750 0.00 0.46 0.125 I O | | | | 1.30 8.833 0.00 0.46 0.121 I O | | | | 1.28 8.917 0.00 0.46 0.118 I O | | | | 1.25 9.000 0.00 0.46 0.115 I O | | | | 1.23 9.083 0.00 0.46 0.112 I O | | | | 1.21 9.167 0.00 0.46 0.109 I O | | | | 1.19 9.250 0.00 0.46 0.106 I O | | | | 1.16 9.333 0.00 0.46 0.102 I O | | | | 1.14 9.417 0.00 0.46 0.099 I O | | | | 1.12 9.500 0.00 0.46 0.096 I O | | | | 1.09 9.583 0.00 0.46 0.093 I O | | | | 1.07 9.667 0.00 0.46 0.090 I O | | | | 1.05 9.750 0.00 0.46 0.087 I O | | | | 1.03 9.833 0.00 0.46 0.083 I O | | | | 1.00 9.917 0.00 0.44 0.080 I O | | | | 0.97 10.000 0.00 0.43 0.077 I O | | | | 0.93 10.083 0.00 0.41 0.074 I O | | | | 0.90 10.167 0.00 0.40 0.072 I O | | | | 0.86 10.250 0.00 0.38 0.069 I O | | | | 0.83 10.333 0.00 0.37 0.066 I O | | | | 0.80 10.417 0.00 0.35 0.064 I O | | | | 0.77 10.500 0.00 0.34 0.061 I O | | | | 0.74 10.583 0.00 0.33 0.059 I O | | | | 0.71 10.667 0.00 0.32 0.057 IO | | | | 0.69 10.750 0.00 0.30 0.055 IO | | | | 0.66 10.833 0.00 0.29 0.053 IO | | | | 0.64 10.917 0.00 0.28 0.051 IO | | | | 0.61 11.000 0.00 0.27 0.049 IO | | | | 0.59 11.083 0.00 0.26 0.047 IO | | | | 0.57 11.167 0.00 0.25 0.045 IO | | | | 0.55 11.250 0.00 0.24 0.044 IO | | | | 0.52 11.333 0.00 0.23 0.042 IO | | | | 0.51 11.417 0.00 0.22 0.040 IO | | | | 0.49 11.500 0.00 0.22 0.039 IO | | | | 0.47 11.583 0.00 0.21 0.037 IO | | | | 0.45 11.667 0.00 0.20 0.036 IO | | | | 0.43 11.750 0.00 0.19 0.035 IO | | | | 0.42 11.833 0.00 0.18 0.033 IO | | | | 0.40 11.917 0.00 0.18 0.032 IO | | | | 0.39 12.000 0.00 0.17 0.031 IO | | | | 0.37 12.083 0.00 0.16 0.030 IO | | | | 0.36 12.167 0.00 0.16 0.029 IO | | | | 0.34 12.250 0.00 0.15 0.028 O | | | | 0.33 12.333 0.00 0.15 0.027 O | | | | 0.32 12.417 0.00 0.14 0.026 O | | | | 0.31 12.500 0.00 0.14 0.025 O | | | | 0.30 12.583 0.00 0.13 0.024 O | | | | 0.28 12.667 0.00 0.13 0.023 O | | | | 0.27 12.750 0.00 0.12 0.022 O | | | | 0.26 12.833 0.00 0.12 0.021 O | | | | 0.25 12.917 0.00 0.11 0.020 O | | | | 0.24 13.000 0.00 0.11 0.020 O | | | | 0.24 13.083 0.00 0.10 0.019 O | | | | 0.23 13.167 0.00 0.10 0.018 O | | | | 0.22 13.250 0.00 0.10 0.017 O | | | | 0.21 13.333 0.00 0.09 0.017 O | | | | 0.20 13.417 0.00 0.09 0.016 O | | | | 0.19 13.500 0.00 0.09 0.016 O | | | | 0.19 13.583 0.00 0.08 0.015 O | | | | 0.18 13.667 0.00 0.08 0.014 O | | | | 0.17 13.750 0.00 0.08 0.014 O | | | | 0.17 13.833 0.00 0.07 0.013 O | | | | 0.16 13.917 0.00 0.07 0.013 O | | | | 0.15 14.000 0.00 0.07 0.012 O | | | | 0.15 14.083 0.00 0.07 0.012 O | | | | 0.14 14.167 0.00 0.06 0.011 O | | | | 0.14 14.250 0.00 0.06 0.011 O | | | | 0.13 14.333 0.00 0.06 0.011 O | | | | 0.13 14.417 0.00 0.06 0.010 O | | | | 0.12 14.500 0.00 0.05 0.010 O | | | | 0.12 14.583 0.00 0.05 0.009 O | | | | 0.11 14.667 0.00 0.05 0.009 O | | | | 0.11 14.750 0.00 0.05 0.009 O | | | | 0.11 14.833 0.00 0.05 0.008 O | | | | 0.10 14.917 0.00 0.05 0.008 O | | | | 0.10 15.000 0.00 0.04 0.008 O | | | | 0.09 15.083 0.00 0.04 0.008 O | | | | 0.09 15.167 0.00 0.04 0.007 O | | | | 0.09 15.250 0.00 0.04 0.007 O | | | | 0.08 15.333 0.00 0.04 0.007 O | | | | 0.08 15.417 0.00 0.04 0.006 O | | | | 0.08 15.500 0.00 0.03 0.006 O | | | | 0.07 15.583 0.00 0.03 0.006 O | | | | 0.07 15.667 0.00 0.03 0.006 O | | | | 0.07 15.750 0.00 0.03 0.006 O | | | | 0.07 15.833 0.00 0.03 0.005 O | | | | 0.06 15.917 0.00 0.03 0.005 O | | | | 0.06 16.000 0.00 0.03 0.005 O | | | | 0.06 16.083 0.00 0.03 0.005 O | | | | 0.06 16.167 0.00 0.03 0.005 O | | | | 0.06 16.250 0.00 0.02 0.004 O | | | | 0.05 16.333 0.00 0.02 0.004 O | | | | 0.05 16.417 0.00 0.02 0.004 O | | | | 0.05 16.500 0.00 0.02 0.004 O | | | | 0.05 16.583 0.00 0.02 0.004 O | | | | 0.05 16.667 0.00 0.02 0.004 O | | | | 0.04 16.750 0.00 0.02 0.004 O | | | | 0.04 16.833 0.00 0.02 0.003 O | | | | 0.04 16.917 0.00 0.02 0.003 O | | | | 0.04 17.000 0.00 0.02 0.003 O | | | | 0.04 17.083 0.00 0.02 0.003 O | | | | 0.04 17.167 0.00 0.02 0.003 O | | | | 0.03 17.250 0.00 0.02 0.003 O | | | | 0.03 17.333 0.00 0.01 0.003 O | | | | 0.03 17.417 0.00 0.01 0.003 O | | | | 0.03 17.500 0.00 0.01 0.002 O | | | | 0.03 17.583 0.00 0.01 0.002 O | | | | 0.03 17.667 0.00 0.01 0.002 O | | | | 0.03 17.750 0.00 0.01 0.002 O | | | | 0.03 17.833 0.00 0.01 0.002 O | | | | 0.03 17.917 0.00 0.01 0.002 O | | | | 0.02 18.000 0.00 0.01 0.002 O | | | | 0.02 18.083 0.00 0.01 0.002 O | | | | 0.02 18.167 0.00 0.01 0.002 O | | | | 0.02 18.250 0.00 0.01 0.002 O | | | | 0.02 18.333 0.00 0.01 0.002 O | | | | 0.02 18.417 0.00 0.01 0.002 O | | | | 0.02 18.500 0.00 0.01 0.002 O | | | | 0.02 18.583 0.00 0.01 0.002 O | | | | 0.02 18.667 0.00 0.01 0.001 O | | | | 0.02 18.750 0.00 0.01 0.001 O | | | | 0.02 18.833 0.00 0.01 0.001 O | | | | 0.02 18.917 0.00 0.01 0.001 O | | | | 0.02 19.000 0.00 0.01 0.001 O | | | | 0.02 19.083 0.00 0.01 0.001 O | | | | 0.01 19.167 0.00 0.01 0.001 O | | | | 0.01 19.250 0.00 0.01 0.001 O | | | | 0.01 19.333 0.00 0.01 0.001 O | | | | 0.01 19.417 0.00 0.01 0.001 O | | | | 0.01 19.500 0.00 0.01 0.001 O | | | | 0.01 19.583 0.00 0.01 0.001 O | | | | 0.01 19.667 0.00 0.01 0.001 O | | | | 0.01 19.750 0.00 0.00 0.001 O | | | | 0.01 19.833 0.00 0.00 0.001 O | | | | 0.01 19.917 0.00 0.00 0.001 O | | | | 0.01 20.000 0.00 0.00 0.001 O | | | | 0.01 20.083 0.00 0.00 0.001 O | | | | 0.01 20.167 0.00 0.00 0.001 O | | | | 0.01 20.250 0.00 0.00 0.001 O | | | | 0.01 20.333 0.00 0.00 0.001 O | | | | 0.01 20.417 0.00 0.00 0.001 O | | | | 0.01 20.500 0.00 0.00 0.001 O | | | | 0.01 20.583 0.00 0.00 0.001 O | | | | 0.01 20.667 0.00 0.00 0.001 O | | | | 0.01 20.750 0.00 0.00 0.001 O | | | | 0.01 20.833 0.00 0.00 0.001 O | | | | 0.01 20.917 0.00 0.00 0.001 O | | | | 0.01 21.000 0.00 0.00 0.001 O | | | | 0.01 21.083 0.00 0.00 0.000 O | | | | 0.01 21.167 0.00 0.00 0.000 O | | | | 0.01 21.250 0.00 0.00 0.000 O | | | | 0.01 21.333 0.00 0.00 0.000 O | | | | 0.01 21.417 0.00 0.00 0.000 O | | | | 0.00 21.500 0.00 0.00 0.000 O | | | | 0.00 21.583 0.00 0.00 0.000 O | | | | 0.00 21.667 0.00 0.00 0.000 O | | | | 0.00 21.750 0.00 0.00 0.000 O | | | | 0.00 21.833 0.00 0.00 0.000 O | | | | 0.00 21.917 0.00 0.00 0.000 O | | | | 0.00 22.000 0.00 0.00 0.000 O | | | | 0.00 22.083 0.00 0.00 0.000 O | | | | 0.00 22.167 0.00 0.00 0.000 O | | | | 0.00 22.250 0.00 0.00 0.000 O | | | | 0.00 22.333 0.00 0.00 0.000 O | | | | 0.00 22.417 0.00 0.00 0.000 O | | | | 0.00 22.500 0.00 0.00 0.000 O | | | | 0.00 22.583 0.00 0.00 0.000 O | | | | 0.00 22.667 0.00 0.00 0.000 O | | | | 0.00 22.750 0.00 0.00 0.000 O | | | | 0.00 22.833 0.00 0.00 0.000 O | | | | 0.00 22.917 0.00 0.00 0.000 O | | | | 0.00 23.000 0.00 0.00 0.000 O | | | | 0.00 23.083 0.00 0.00 0.000 O | | | | 0.00 23.167 0.00 0.00 0.000 O | | | | 0.00 23.250 0.00 0.00 0.000 O | | | | 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 279 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 0.460 (CFS) Total volume = 0.428 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** -------------------------------------------------------------------- FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 10/28/24 --------------------------------------------------------------------- DEXTER VILLAGE AREA A 2-YR 6-HR -------------------------------------------------------------------- Program License Serial Number 6094 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: COVEA.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 76 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 4.674 (CFS) Total volume = 0.590 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 12.000 **** RETARDING BASIN ROUTING **** ______________________________________________________________________ User entry of depth-outflow-storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 76 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 1.000 0.083 0.460 0.081 0.085 6.000 0.774 0.460 0.772 0.776 8.000 0.939 0.460 0.937 0.941 9.000 1.022 0.950 1.019 1.025 10.000 1.038 1.180 1.034 1.042 11.000 1.064 2.130 1.057 1.071 12.000 1.100 2.640 1.091 1.109 13.000 1.150 3.820 1.137 1.163 14.000 1.213 12.760 1.169 1.257 15.000 1.293 18.130 1.231 1.355 -------------------------------------------------------------------- Hydrograph Detention Basin Routing --------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 1.2 2.34 3.51 4.67 (Ft.) 0.083 0.17 0.00 0.001 OI | | | | 0.01 0.167 0.39 0.01 0.002 O I | | | | 0.03 0.250 0.47 0.03 0.005 O I | | | | 0.06 0.333 0.49 0.05 0.008 O I | | | | 0.10 0.417 0.50 0.06 0.011 O I | | | | 0.14 0.500 0.54 0.08 0.014 O I | | | | 0.17 0.583 0.58 0.10 0.018 O I | | | | 0.21 0.667 0.58 0.12 0.021 O I | | | | 0.25 0.750 0.59 0.13 0.024 O I | | | | 0.29 0.833 0.59 0.15 0.027 |O I | | | | 0.33 0.917 0.59 0.17 0.030 |O I | | | | 0.36 1.000 0.62 0.18 0.033 |O I | | | | 0.40 1.083 0.66 0.20 0.036 |O I | | | | 0.44 1.167 0.67 0.22 0.039 |O I | | | | 0.47 1.250 0.67 0.23 0.042 |O I | | | | 0.51 1.333 0.67 0.25 0.045 |O I | | | | 0.55 1.417 0.67 0.27 0.048 |O I | | | | 0.58 1.500 0.67 0.28 0.051 |O I | | | | 0.61 1.583 0.67 0.30 0.054 | O I | | | | 0.64 1.667 0.67 0.31 0.056 | O I | | | | 0.68 1.750 0.67 0.32 0.058 | O I | | | | 0.70 1.833 0.67 0.34 0.061 | O I | | | | 0.73 1.917 0.67 0.35 0.063 | O I | | | | 0.76 2.000 0.71 0.36 0.065 | O I | | | | 0.79 2.083 0.71 0.38 0.068 | O I | | | | 0.82 2.167 0.71 0.39 0.070 | O I | | | | 0.84 2.250 0.75 0.40 0.072 | O I | | | | 0.87 2.333 0.75 0.41 0.075 | O I | | | | 0.90 2.417 0.75 0.43 0.077 | O I | | | | 0.93 2.500 0.76 0.44 0.079 | O I | | | | 0.95 2.583 0.76 0.45 0.081 | O I | | | | 0.98 2.667 0.76 0.46 0.083 | O I | | | | 1.00 2.750 0.79 0.46 0.086 | O I | | | | 1.02 2.833 0.83 0.46 0.088 | O I | | | | 1.04 2.917 0.84 0.46 0.091 | O I | | | | 1.05 3.000 0.84 0.46 0.093 | O I | | | | 1.07 3.083 0.84 0.46 0.096 | O I | | | | 1.09 3.167 0.87 0.46 0.098 | O I | | | | 1.11 3.250 0.91 0.46 0.101 | O I | | | | 1.13 3.333 0.92 0.46 0.105 | O I | | | | 1.16 3.417 0.96 0.46 0.108 | O I | | | | 1.18 3.500 1.03 0.46 0.112 | O I| | | | 1.21 3.583 1.11 0.46 0.116 | O I| | | | 1.24 3.667 1.16 0.46 0.120 | O I| | | | 1.27 3.750 1.20 0.46 0.125 | O I | | | 1.31 3.833 1.25 0.46 0.131 | O I | | | 1.34 3.917 1.29 0.46 0.136 | O I | | | 1.38 4.000 1.33 0.46 0.142 | O |I | | | 1.43 4.083 1.37 0.46 0.148 | O |I | | | 1.47 4.167 1.45 0.46 0.155 | O |I | | | 1.52 4.250 1.53 0.46 0.162 | O | I | | | 1.57 4.333 1.61 0.46 0.169 | O | I | | | 1.63 4.417 1.70 0.46 0.178 | O | I | | | 1.68 4.500 1.75 0.46 0.186 | O | I | | | 1.75 4.583 1.79 0.46 0.195 | O | I | | | 1.81 4.667 1.87 0.46 0.205 | O | I | | | 1.88 4.750 1.95 0.46 0.215 | O | I | | | 1.95 4.833 2.00 0.46 0.225 | O | I | | | 2.03 4.917 2.04 0.46 0.236 | O | I | | | 2.11 5.000 2.12 0.46 0.247 | O | I | | | 2.19 5.083 2.34 0.46 0.259 | O | I | | 2.28 5.167 2.74 0.46 0.274 | O | | I | | 2.38 5.250 3.16 0.46 0.291 | O | | I | | 2.50 5.333 3.51 0.46 0.311 | O | | I | 2.65 5.417 3.95 0.46 0.333 | O | | | I | 2.81 5.500 4.67 0.46 0.360 | O | | | I 3.00 5.583 3.66 0.46 0.385 | O | | |I | 3.19 5.667 1.75 0.46 0.401 | O | I | | | 3.30 5.750 0.97 0.46 0.407 | O I | | | | 3.34 5.833 0.62 0.46 0.409 | OI | | | | 3.36 5.917 0.39 0.46 0.409 | IO | | | | 3.36 6.000 0.25 0.46 0.408 |I O | | | | 3.36 6.083 0.12 0.46 0.407 I O | | | | 3.34 6.167 0.03 0.46 0.404 I O | | | | 3.32 6.250 0.01 0.46 0.401 I O | | | | 3.30 6.333 0.00 0.46 0.398 I O | | | | 3.28 6.417 0.00 0.46 0.395 I O | | | | 3.26 6.500 0.00 0.46 0.391 I O | | | | 3.23 6.583 0.00 0.46 0.388 I O | | | | 3.21 6.667 0.00 0.46 0.385 I O | | | | 3.19 6.750 0.00 0.46 0.382 I O | | | | 3.16 6.833 0.00 0.46 0.379 I O | | | | 3.14 6.917 0.00 0.46 0.376 I O | | | | 3.12 7.000 0.00 0.46 0.372 I O | | | | 3.09 7.083 0.00 0.46 0.369 I O | | | | 3.07 7.167 0.00 0.46 0.366 I O | | | | 3.05 7.250 0.00 0.46 0.363 I O | | | | 3.03 7.333 0.00 0.46 0.360 I O | | | | 3.00 7.417 0.00 0.46 0.357 I O | | | | 2.98 7.500 0.00 0.46 0.353 I O | | | | 2.96 7.583 0.00 0.46 0.350 I O | | | | 2.93 7.667 0.00 0.46 0.347 I O | | | | 2.91 7.750 0.00 0.46 0.344 I O | | | | 2.89 7.833 0.00 0.46 0.341 I O | | | | 2.87 7.917 0.00 0.46 0.338 I O | | | | 2.84 8.000 0.00 0.46 0.334 I O | | | | 2.82 8.083 0.00 0.46 0.331 I O | | | | 2.80 8.167 0.00 0.46 0.328 I O | | | | 2.77 8.250 0.00 0.46 0.325 I O | | | | 2.75 8.333 0.00 0.46 0.322 I O | | | | 2.73 8.417 0.00 0.46 0.319 I O | | | | 2.71 8.500 0.00 0.46 0.315 I O | | | | 2.68 8.583 0.00 0.46 0.312 I O | | | | 2.66 8.667 0.00 0.46 0.309 I O | | | | 2.64 8.750 0.00 0.46 0.306 I O | | | | 2.61 8.833 0.00 0.46 0.303 I O | | | | 2.59 8.917 0.00 0.46 0.300 I O | | | | 2.57 9.000 0.00 0.46 0.296 I O | | | | 2.54 9.083 0.00 0.46 0.293 I O | | | | 2.52 9.167 0.00 0.46 0.290 I O | | | | 2.50 9.250 0.00 0.46 0.287 I O | | | | 2.48 9.333 0.00 0.46 0.284 I O | | | | 2.45 9.417 0.00 0.46 0.281 I O | | | | 2.43 9.500 0.00 0.46 0.277 I O | | | | 2.41 9.583 0.00 0.46 0.274 I O | | | | 2.38 9.667 0.00 0.46 0.271 I O | | | | 2.36 9.750 0.00 0.46 0.268 I O | | | | 2.34 9.833 0.00 0.46 0.265 I O | | | | 2.32 9.917 0.00 0.46 0.262 I O | | | | 2.29 10.000 0.00 0.46 0.258 I O | | | | 2.27 10.083 0.00 0.46 0.255 I O | | | | 2.25 10.167 0.00 0.46 0.252 I O | | | | 2.22 10.250 0.00 0.46 0.249 I O | | | | 2.20 10.333 0.00 0.46 0.246 I O | | | | 2.18 10.417 0.00 0.46 0.243 I O | | | | 2.15 10.500 0.00 0.46 0.239 I O | | | | 2.13 10.583 0.00 0.46 0.236 I O | | | | 2.11 10.667 0.00 0.46 0.233 I O | | | | 2.09 10.750 0.00 0.46 0.230 I O | | | | 2.06 10.833 0.00 0.46 0.227 I O | | | | 2.04 10.917 0.00 0.46 0.224 I O | | | | 2.02 11.000 0.00 0.46 0.220 I O | | | | 1.99 11.083 0.00 0.46 0.217 I O | | | | 1.97 11.167 0.00 0.46 0.214 I O | | | | 1.95 11.250 0.00 0.46 0.211 I O | | | | 1.93 11.333 0.00 0.46 0.208 I O | | | | 1.90 11.417 0.00 0.46 0.205 I O | | | | 1.88 11.500 0.00 0.46 0.201 I O | | | | 1.86 11.583 0.00 0.46 0.198 I O | | | | 1.83 11.667 0.00 0.46 0.195 I O | | | | 1.81 11.750 0.00 0.46 0.192 I O | | | | 1.79 11.833 0.00 0.46 0.189 I O | | | | 1.77 11.917 0.00 0.46 0.186 I O | | | | 1.74 12.000 0.00 0.46 0.182 I O | | | | 1.72 12.083 0.00 0.46 0.179 I O | | | | 1.70 12.167 0.00 0.46 0.176 I O | | | | 1.67 12.250 0.00 0.46 0.173 I O | | | | 1.65 12.333 0.00 0.46 0.170 I O | | | | 1.63 12.417 0.00 0.46 0.167 I O | | | | 1.60 12.500 0.00 0.46 0.163 I O | | | | 1.58 12.583 0.00 0.46 0.160 I O | | | | 1.56 12.667 0.00 0.46 0.157 I O | | | | 1.54 12.750 0.00 0.46 0.154 I O | | | | 1.51 12.833 0.00 0.46 0.151 I O | | | | 1.49 12.917 0.00 0.46 0.148 I O | | | | 1.47 13.000 0.00 0.46 0.144 I O | | | | 1.44 13.083 0.00 0.46 0.141 I O | | | | 1.42 13.167 0.00 0.46 0.138 I O | | | | 1.40 13.250 0.00 0.46 0.135 I O | | | | 1.38 13.333 0.00 0.46 0.132 I O | | | | 1.35 13.417 0.00 0.46 0.129 I O | | | | 1.33 13.500 0.00 0.46 0.125 I O | | | | 1.31 13.583 0.00 0.46 0.122 I O | | | | 1.28 13.667 0.00 0.46 0.119 I O | | | | 1.26 13.750 0.00 0.46 0.116 I O | | | | 1.24 13.833 0.00 0.46 0.113 I O | | | | 1.21 13.917 0.00 0.46 0.110 I O | | | | 1.19 14.000 0.00 0.46 0.106 I O | | | | 1.17 14.083 0.00 0.46 0.103 I O | | | | 1.15 14.167 0.00 0.46 0.100 I O | | | | 1.12 14.250 0.00 0.46 0.097 I O | | | | 1.10 14.333 0.00 0.46 0.094 I O | | | | 1.08 14.417 0.00 0.46 0.091 I O | | | | 1.05 14.500 0.00 0.46 0.087 I O | | | | 1.03 14.583 0.00 0.46 0.084 I O | | | | 1.01 14.667 0.00 0.45 0.081 I O | | | | 0.98 14.750 0.00 0.43 0.078 I O | | | | 0.94 14.833 0.00 0.42 0.075 I O | | | | 0.90 14.917 0.00 0.40 0.072 I O | | | | 0.87 15.000 0.00 0.39 0.070 I O | | | | 0.84 15.083 0.00 0.37 0.067 I O | | | | 0.81 15.167 0.00 0.36 0.064 I O | | | | 0.78 15.250 0.00 0.34 0.062 I O | | | | 0.75 15.333 0.00 0.33 0.060 I O | | | | 0.72 15.417 0.00 0.32 0.057 I O | | | | 0.69 15.500 0.00 0.31 0.055 I O | | | | 0.67 15.583 0.00 0.30 0.053 I O | | | | 0.64 15.667 0.00 0.28 0.051 IO | | | | 0.62 15.750 0.00 0.27 0.049 IO | | | | 0.59 15.833 0.00 0.26 0.048 IO | | | | 0.57 15.917 0.00 0.25 0.046 IO | | | | 0.55 16.000 0.00 0.24 0.044 IO | | | | 0.53 16.083 0.00 0.23 0.042 IO | | | | 0.51 16.167 0.00 0.23 0.041 IO | | | | 0.49 16.250 0.00 0.22 0.039 IO | | | | 0.47 16.333 0.00 0.21 0.038 IO | | | | 0.46 16.417 0.00 0.20 0.036 IO | | | | 0.44 16.500 0.00 0.19 0.035 IO | | | | 0.42 16.583 0.00 0.19 0.034 IO | | | | 0.41 16.667 0.00 0.18 0.032 IO | | | | 0.39 16.750 0.00 0.17 0.031 IO | | | | 0.38 16.833 0.00 0.17 0.030 IO | | | | 0.36 16.917 0.00 0.16 0.029 IO | | | | 0.35 17.000 0.00 0.15 0.028 IO | | | | 0.34 17.083 0.00 0.15 0.027 IO | | | | 0.32 17.167 0.00 0.14 0.026 O | | | | 0.31 17.250 0.00 0.14 0.025 O | | | | 0.30 17.333 0.00 0.13 0.024 O | | | | 0.29 17.417 0.00 0.13 0.023 O | | | | 0.28 17.500 0.00 0.12 0.022 O | | | | 0.27 17.583 0.00 0.12 0.021 O | | | | 0.26 17.667 0.00 0.11 0.021 O | | | | 0.25 17.750 0.00 0.11 0.020 O | | | | 0.24 17.833 0.00 0.11 0.019 O | | | | 0.23 17.917 0.00 0.10 0.018 O | | | | 0.22 18.000 0.00 0.10 0.018 O | | | | 0.21 18.083 0.00 0.09 0.017 O | | | | 0.20 18.167 0.00 0.09 0.016 O | | | | 0.20 18.250 0.00 0.09 0.016 O | | | | 0.19 18.333 0.00 0.08 0.015 O | | | | 0.18 18.417 0.00 0.08 0.015 O | | | | 0.18 18.500 0.00 0.08 0.014 O | | | | 0.17 18.583 0.00 0.07 0.013 O | | | | 0.16 18.667 0.00 0.07 0.013 O | | | | 0.16 18.750 0.00 0.07 0.012 O | | | | 0.15 18.833 0.00 0.07 0.012 O | | | | 0.14 18.917 0.00 0.06 0.012 O | | | | 0.14 19.000 0.00 0.06 0.011 O | | | | 0.13 19.083 0.00 0.06 0.011 O | | | | 0.13 19.167 0.00 0.06 0.010 O | | | | 0.12 19.250 0.00 0.06 0.010 O | | | | 0.12 19.333 0.00 0.05 0.010 O | | | | 0.12 19.417 0.00 0.05 0.009 O | | | | 0.11 19.500 0.00 0.05 0.009 O | | | | 0.11 19.583 0.00 0.05 0.009 O | | | | 0.10 19.667 0.00 0.05 0.008 O | | | | 0.10 19.750 0.00 0.04 0.008 O | | | | 0.10 19.833 0.00 0.04 0.008 O | | | | 0.09 19.917 0.00 0.04 0.007 O | | | | 0.09 20.000 0.00 0.04 0.007 O | | | | 0.08 20.083 0.00 0.04 0.007 O | | | | 0.08 20.167 0.00 0.04 0.007 O | | | | 0.08 20.250 0.00 0.03 0.006 O | | | | 0.08 20.333 0.00 0.03 0.006 O | | | | 0.07 20.417 0.00 0.03 0.006 O | | | | 0.07 20.500 0.00 0.03 0.006 O | | | | 0.07 20.583 0.00 0.03 0.005 O | | | | 0.06 20.667 0.00 0.03 0.005 O | | | | 0.06 20.750 0.00 0.03 0.005 O | | | | 0.06 20.833 0.00 0.03 0.005 O | | | | 0.06 20.917 0.00 0.03 0.005 O | | | | 0.06 21.000 0.00 0.02 0.004 O | | | | 0.05 21.083 0.00 0.02 0.004 O | | | | 0.05 21.167 0.00 0.02 0.004 O | | | | 0.05 21.250 0.00 0.02 0.004 O | | | | 0.05 21.333 0.00 0.02 0.004 O | | | | 0.05 21.417 0.00 0.02 0.004 O | | | | 0.04 21.500 0.00 0.02 0.004 O | | | | 0.04 21.583 0.00 0.02 0.003 O | | | | 0.04 21.667 0.00 0.02 0.003 O | | | | 0.04 21.750 0.00 0.02 0.003 O | | | | 0.04 21.833 0.00 0.02 0.003 O | | | | 0.04 21.917 0.00 0.02 0.003 O | | | | 0.04 22.000 0.00 0.02 0.003 O | | | | 0.03 22.083 0.00 0.02 0.003 O | | | | 0.03 22.167 0.00 0.01 0.003 O | | | | 0.03 22.250 0.00 0.01 0.003 O | | | | 0.03 22.333 0.00 0.01 0.002 O | | | | 0.03 22.417 0.00 0.01 0.002 O | | | | 0.03 22.500 0.00 0.01 0.002 O | | | | 0.03 22.583 0.00 0.01 0.002 O | | | | 0.03 22.667 0.00 0.01 0.002 O | | | | 0.03 22.750 0.00 0.01 0.002 O | | | | 0.02 22.833 0.00 0.01 0.002 O | | | | 0.02 22.917 0.00 0.01 0.002 O | | | | 0.02 23.000 0.00 0.01 0.002 O | | | | 0.02 23.083 0.00 0.01 0.002 O | | | | 0.02 23.167 0.00 0.01 0.002 O | | | | 0.02 23.250 0.00 0.01 0.002 O | | | | 0.02 23.333 0.00 0.01 0.002 O | | | | 0.02 23.417 0.00 0.01 0.001 O | | | | 0.02 23.500 0.00 0.01 0.001 O | | | | 0.02 23.583 0.00 0.01 0.001 O | | | | 0.02 23.667 0.00 0.01 0.001 O | | | | 0.02 23.750 0.00 0.01 0.001 O | | | | 0.02 23.833 0.00 0.01 0.001 O | | | | 0.01 23.917 0.00 0.01 0.001 O | | | | 0.01 24.000 0.00 0.01 0.001 O | | | | 0.01 24.083 0.00 0.01 0.001 O | | | | 0.01 24.167 0.00 0.01 0.001 O | | | | 0.01 24.250 0.00 0.01 0.001 O | | | | 0.01 24.333 0.00 0.01 0.001 O | | | | 0.01 24.417 0.00 0.01 0.001 O | | | | 0.01 24.500 0.00 0.00 0.001 O | | | | 0.01 24.583 0.00 0.00 0.001 O | | | | 0.01 24.667 0.00 0.00 0.001 O | | | | 0.01 24.750 0.00 0.00 0.001 O | | | | 0.01 24.833 0.00 0.00 0.001 O | | | | 0.01 24.917 0.00 0.00 0.001 O | | | | 0.01 25.000 0.00 0.00 0.001 O | | | | 0.01 25.083 0.00 0.00 0.001 O | | | | 0.01 25.167 0.00 0.00 0.001 O | | | | 0.01 25.250 0.00 0.00 0.001 O | | | | 0.01 25.333 0.00 0.00 0.001 O | | | | 0.01 25.417 0.00 0.00 0.001 O | | | | 0.01 25.500 0.00 0.00 0.001 O | | | | 0.01 25.583 0.00 0.00 0.001 O | | | | 0.01 25.667 0.00 0.00 0.001 O | | | | 0.01 25.750 0.00 0.00 0.001 O | | | | 0.01 25.833 0.00 0.00 0.000 O | | | | 0.01 25.917 0.00 0.00 0.000 O | | | | 0.01 26.000 0.00 0.00 0.000 O | | | | 0.01 26.083 0.00 0.00 0.000 O | | | | 0.01 26.167 0.00 0.00 0.000 O | | | | 0.01 26.250 0.00 0.00 0.000 O | | | | 0.00 26.333 0.00 0.00 0.000 O | | | | 0.00 26.417 0.00 0.00 0.000 O | | | | 0.00 26.500 0.00 0.00 0.000 O | | | | 0.00 26.583 0.00 0.00 0.000 O | | | | 0.00 26.667 0.00 0.00 0.000 O | | | | 0.00 26.750 0.00 0.00 0.000 O | | | | 0.00 26.833 0.00 0.00 0.000 O | | | | 0.00 26.917 0.00 0.00 0.000 O | | | | 0.00 27.000 0.00 0.00 0.000 O | | | | 0.00 27.083 0.00 0.00 0.000 O | | | | 0.00 27.167 0.00 0.00 0.000 O | | | | 0.00 27.250 0.00 0.00 0.000 O | | | | 0.00 27.333 0.00 0.00 0.000 O | | | | 0.00 27.417 0.00 0.00 0.000 O | | | | 0.00 27.500 0.00 0.00 0.000 O | | | | 0.00 27.583 0.00 0.00 0.000 O | | | | 0.00 27.667 0.00 0.00 0.000 O | | | | 0.00 27.750 0.00 0.00 0.000 O | | | | 0.00 27.833 0.00 0.00 0.000 O | | | | 0.00 27.917 0.00 0.00 0.000 O | | | | 0.00 28.000 0.00 0.00 0.000 O | | | | 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 336 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 0.460 (CFS) Total volume = 0.590 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** -------------------------------------------------------------------- FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 10/28/24 --------------------------------------------------------------------- DEXTER VILLAGE AREA A 2-YR 24-HR -------------------------------------------------------------------- Program License Serial Number 6094 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: COVEA.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 292 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 1.700 (CFS) Total volume = 1.033 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 12.000 **** RETARDING BASIN ROUTING **** ______________________________________________________________________ User entry of depth-outflow-storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 292 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 1.000 0.083 0.460 0.081 0.085 6.000 0.774 0.460 0.772 0.776 8.000 0.939 0.460 0.937 0.941 9.000 1.022 0.950 1.019 1.025 10.000 1.038 1.180 1.034 1.042 11.000 1.064 2.130 1.057 1.071 12.000 1.100 2.640 1.091 1.109 13.000 1.150 3.820 1.137 1.163 14.000 1.213 12.760 1.169 1.257 15.000 1.293 18.130 1.231 1.355 -------------------------------------------------------------------- Hydrograph Detention Basin Routing --------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 0.4 0.85 1.27 1.70 (Ft.) 0.083 0.04 0.00 0.000 O | | | | 0.00 0.167 0.09 0.00 0.001 OI | | | | 0.01 0.250 0.09 0.01 0.001 OI | | | | 0.01 0.333 0.12 0.01 0.002 O I | | | | 0.02 0.417 0.14 0.01 0.003 O I | | | | 0.03 0.500 0.15 0.02 0.004 O I | | | | 0.04 0.583 0.15 0.02 0.004 O I | | | | 0.05 0.667 0.15 0.03 0.005 O I | | | | 0.06 0.750 0.15 0.03 0.006 O I | | | | 0.07 0.833 0.17 0.04 0.007 O I | | | | 0.08 0.917 0.19 0.04 0.008 O I | | | | 0.09 1.000 0.20 0.05 0.009 O I | | | | 0.11 1.083 0.18 0.05 0.010 |O I | | | | 0.12 1.167 0.16 0.06 0.011 |OI | | | | 0.13 1.250 0.15 0.06 0.011 |OI | | | | 0.14 1.333 0.15 0.07 0.012 |OI | | | | 0.14 1.417 0.15 0.07 0.012 |OI | | | | 0.15 1.500 0.15 0.07 0.013 |OI | | | | 0.16 1.583 0.15 0.07 0.014 |OI | | | | 0.16 1.667 0.15 0.08 0.014 |OI | | | | 0.17 1.750 0.15 0.08 0.014 |OI | | | | 0.17 1.833 0.17 0.08 0.015 |O I | | | | 0.18 1.917 0.19 0.09 0.016 |O I | | | | 0.19 2.000 0.20 0.09 0.016 |O I | | | | 0.20 2.083 0.20 0.10 0.017 |O I | | | | 0.21 2.167 0.20 0.10 0.018 |O I | | | | 0.22 2.250 0.20 0.10 0.019 |O I | | | | 0.22 2.333 0.20 0.11 0.019 | OI | | | | 0.23 2.417 0.20 0.11 0.020 | OI | | | | 0.24 2.500 0.20 0.11 0.020 | OI | | | | 0.25 2.583 0.22 0.12 0.021 | O I | | | | 0.25 2.667 0.24 0.12 0.022 | O I | | | | 0.26 2.750 0.25 0.13 0.023 | O I | | | | 0.27 2.833 0.25 0.13 0.024 | O I | | | | 0.28 2.917 0.25 0.13 0.024 | O I | | | | 0.29 3.000 0.25 0.14 0.025 | O I | | | | 0.30 3.083 0.25 0.14 0.026 | O I | | | | 0.31 3.167 0.25 0.15 0.027 | O I | | | | 0.32 3.250 0.25 0.15 0.027 | O I | | | | 0.33 3.333 0.25 0.15 0.028 | O I | | | | 0.34 3.417 0.25 0.16 0.029 | O I | | | | 0.34 3.500 0.25 0.16 0.029 | OI | | | | 0.35 3.583 0.25 0.17 0.030 | OI | | | | 0.36 3.667 0.25 0.17 0.030 | OI | | | | 0.37 3.750 0.25 0.17 0.031 | OI | | | | 0.37 3.833 0.27 0.17 0.032 | O I | | | | 0.38 3.917 0.29 0.18 0.032 | O I | | | | 0.39 4.000 0.30 0.18 0.033 | O I | | | | 0.40 4.083 0.30 0.19 0.034 | O I | | | | 0.41 4.167 0.30 0.19 0.035 | O I | | | | 0.42 4.250 0.30 0.20 0.035 | O I | | | | 0.43 4.333 0.32 0.20 0.036 | O I | | | | 0.43 4.417 0.34 0.20 0.037 | O I | | | | 0.45 4.500 0.35 0.21 0.038 | O I | | | | 0.46 4.583 0.35 0.22 0.039 | O I | | | | 0.47 4.667 0.35 0.22 0.040 | O I | | | | 0.48 4.750 0.35 0.23 0.041 | O I | | | | 0.49 4.833 0.37 0.23 0.042 | O I | | | | 0.50 4.917 0.39 0.24 0.043 | O I| | | | 0.51 5.000 0.40 0.24 0.044 | O I| | | | 0.53 5.083 0.36 0.25 0.045 | O I | | | | 0.54 5.167 0.31 0.25 0.045 | OI | | | | 0.54 5.250 0.31 0.25 0.046 | OI | | | | 0.55 5.333 0.32 0.25 0.046 | O I | | | | 0.55 5.417 0.34 0.26 0.046 | O I | | | | 0.56 5.500 0.35 0.26 0.047 | O I | | | | 0.57 5.583 0.37 0.26 0.048 | O I | | | | 0.58 5.667 0.39 0.27 0.049 | O I| | | | 0.58 5.750 0.40 0.27 0.049 | O I| | | | 0.59 5.833 0.40 0.28 0.050 | O I| | | | 0.61 5.917 0.40 0.28 0.051 | O I| | | | 0.61 6.000 0.40 0.29 0.052 | O I| | | | 0.62 6.083 0.42 0.29 0.053 | O I| | | | 0.63 6.167 0.44 0.30 0.054 | O I | | | 0.65 6.250 0.45 0.30 0.055 | O I | | | 0.66 6.333 0.45 0.31 0.056 | O I | | | 0.67 6.417 0.45 0.31 0.057 | O I | | | 0.68 6.500 0.45 0.32 0.057 | O I | | | 0.69 6.583 0.47 0.32 0.058 | O I | | | 0.70 6.667 0.49 0.33 0.059 | O |I | | | 0.72 6.750 0.50 0.34 0.061 | O |I | | | 0.73 6.833 0.50 0.34 0.062 | O |I | | | 0.74 6.917 0.50 0.35 0.063 | O |I | | | 0.76 7.000 0.50 0.35 0.064 | O |I | | | 0.77 7.083 0.50 0.36 0.065 | O |I | | | 0.78 7.167 0.50 0.36 0.066 | O |I | | | 0.79 7.250 0.50 0.37 0.067 | O |I | | | 0.80 7.333 0.52 0.37 0.068 | O|I | | | 0.81 7.417 0.54 0.38 0.069 | O| I | | | 0.83 7.500 0.55 0.39 0.070 | O| I | | | 0.84 7.583 0.57 0.39 0.071 | O| I | | | 0.85 7.667 0.59 0.40 0.072 | O| I | | | 0.87 7.750 0.60 0.41 0.074 | O| I | | | 0.89 7.833 0.62 0.41 0.075 | O| I | | | 0.90 7.917 0.64 0.42 0.076 | O| I | | | 0.92 8.000 0.65 0.43 0.078 | O I | | | 0.94 8.083 0.69 0.44 0.079 | O I | | | 0.96 8.167 0.73 0.45 0.081 | O I | | | 0.98 8.250 0.74 0.46 0.083 | O I | | | 1.00 8.333 0.75 0.46 0.085 | O I | | | 1.02 8.417 0.75 0.46 0.087 | O I | | | 1.03 8.500 0.75 0.46 0.089 | O I | | | 1.04 8.583 0.77 0.46 0.091 | O I | | | 1.06 8.667 0.79 0.46 0.093 | O I | | | 1.08 8.750 0.80 0.46 0.096 | O I| | | 1.09 8.833 0.82 0.46 0.098 | O I| | | 1.11 8.917 0.84 0.46 0.101 | O I| | | 1.13 9.000 0.85 0.46 0.103 | O I| | | 1.15 9.083 0.89 0.46 0.106 | O I | | 1.17 9.167 0.93 0.46 0.109 | O |I | | 1.19 9.250 0.94 0.46 0.113 | O |I | | 1.21 9.333 0.97 0.46 0.116 | O | I | | 1.24 9.417 0.99 0.46 0.120 | O | I | | 1.26 9.500 1.00 0.46 0.123 | O | I | | 1.29 9.583 1.02 0.46 0.127 | O | I | | 1.32 9.667 1.04 0.46 0.131 | O | I | | 1.35 9.750 1.05 0.46 0.135 | O | I | | 1.38 9.833 1.07 0.46 0.139 | O | I | | 1.41 9.917 1.09 0.46 0.143 | O | I | | 1.44 10.000 1.10 0.46 0.148 | O | I | | 1.47 10.083 0.96 0.46 0.152 | O | I | | 1.50 10.167 0.80 0.46 0.155 | O I| | | 1.52 10.250 0.77 0.46 0.157 | O I | | | 1.53 10.333 0.76 0.46 0.159 | O I | | | 1.55 10.417 0.75 0.46 0.161 | O I | | | 1.56 10.500 0.75 0.46 0.163 | O I | | | 1.58 10.583 0.85 0.46 0.165 | O I | | 1.60 10.667 0.96 0.46 0.168 | O | I | | 1.62 10.750 0.99 0.46 0.172 | O | I | | 1.64 10.833 1.00 0.46 0.176 | O | I | | 1.67 10.917 1.00 0.46 0.179 | O | I | | 1.70 11.000 1.00 0.46 0.183 | O | I | | 1.72 11.083 0.98 0.46 0.187 | O | I | | 1.75 11.167 0.96 0.46 0.190 | O | I | | 1.78 11.250 0.95 0.46 0.194 | O |I | | 1.80 11.333 0.95 0.46 0.197 | O |I | | 1.82 11.417 0.95 0.46 0.200 | O |I | | 1.85 11.500 0.95 0.46 0.204 | O |I | | 1.87 11.583 0.91 0.46 0.207 | O |I | | 1.90 11.667 0.86 0.46 0.210 | O I | | 1.92 11.750 0.86 0.46 0.213 | O I | | 1.94 11.833 0.87 0.46 0.215 | O I | | 1.96 11.917 0.89 0.46 0.218 | O I | | 1.98 12.000 0.90 0.46 0.221 | O I | | 2.00 12.083 1.04 0.46 0.225 | O | I | | 2.03 12.167 1.20 0.46 0.229 | O | I | | 2.06 12.250 1.23 0.46 0.235 | O | I| | 2.10 12.333 1.26 0.46 0.240 | O | I| | 2.14 12.417 1.29 0.46 0.246 | O | I | 2.18 12.500 1.30 0.46 0.251 | O | I | 2.22 12.583 1.34 0.46 0.257 | O | |I | 2.26 12.667 1.38 0.46 0.263 | O | | I | 2.31 12.750 1.39 0.46 0.270 | O | | I | 2.35 12.833 1.42 0.46 0.276 | O | | I | 2.40 12.917 1.44 0.46 0.283 | O | | I | 2.45 13.000 1.45 0.46 0.290 | O | | I | 2.50 13.083 1.55 0.46 0.297 | O | | I | 2.55 13.167 1.66 0.46 0.305 | O | | I| 2.61 13.250 1.69 0.46 0.313 | O | | I| 2.67 13.333 1.70 0.46 0.322 | O | | I| 2.73 13.417 1.70 0.46 0.330 | O | | I 2.79 13.500 1.70 0.46 0.339 | O | | I 2.85 13.583 1.48 0.46 0.347 | O | | I | 2.91 13.667 1.23 0.46 0.353 | O | I| | 2.95 13.750 1.18 0.46 0.358 | O | I | | 2.99 13.833 1.16 0.46 0.363 | O | I | | 3.02 13.917 1.15 0.46 0.368 | O | I | | 3.06 14.000 1.15 0.46 0.372 | O | I | | 3.09 14.083 1.23 0.46 0.377 | O | I| | 3.13 14.167 1.32 0.46 0.383 | O | I | 3.17 14.250 1.34 0.46 0.389 | O | |I | 3.21 14.333 1.33 0.46 0.395 | O | I | 3.26 14.417 1.31 0.46 0.401 | O | I | 3.30 14.500 1.30 0.46 0.407 | O | I | 3.34 14.583 1.30 0.46 0.412 | O | I | 3.38 14.667 1.30 0.46 0.418 | O | I | 3.43 14.750 1.30 0.46 0.424 | O | I | 3.47 14.833 1.28 0.46 0.430 | O | I | 3.51 14.917 1.26 0.46 0.435 | O | I| | 3.55 15.000 1.25 0.46 0.441 | O | I| | 3.59 15.083 1.23 0.46 0.446 | O | I| | 3.63 15.167 1.21 0.46 0.451 | O | I | | 3.67 15.250 1.20 0.46 0.456 | O | I | | 3.70 15.333 1.18 0.46 0.462 | O | I | | 3.74 15.417 1.16 0.46 0.466 | O | I | | 3.77 15.500 1.15 0.46 0.471 | O | I | | 3.81 15.583 1.07 0.46 0.476 | O | I | | 3.84 15.667 0.98 0.46 0.480 | O | I | | 3.87 15.750 0.96 0.46 0.483 | O | I | | 3.89 15.833 0.95 0.46 0.487 | O |I | | 3.92 15.917 0.95 0.46 0.490 | O |I | | 3.94 16.000 0.95 0.46 0.493 | O |I | | 3.97 16.083 0.65 0.46 0.496 | O I | | | 3.99 16.167 0.31 0.46 0.496 | I O | | | 3.99 16.250 0.24 0.46 0.494 | I O | | | 3.98 16.333 0.21 0.46 0.493 | I O | | | 3.97 16.417 0.20 0.46 0.491 | I O | | | 3.95 16.500 0.20 0.46 0.489 | I O | | | 3.94 16.583 0.18 0.46 0.487 | I O | | | 3.93 16.667 0.16 0.46 0.485 | I O | | | 3.91 16.750 0.15 0.46 0.483 | I O | | | 3.90 16.833 0.15 0.46 0.481 | I O | | | 3.88 16.917 0.15 0.46 0.479 | I O | | | 3.87 17.000 0.15 0.46 0.477 | I O | | | 3.85 17.083 0.19 0.46 0.475 | I O | | | 3.84 17.167 0.24 0.46 0.473 | I O | | | 3.82 17.250 0.24 0.46 0.472 | I O | | | 3.81 17.333 0.25 0.46 0.470 | I O | | | 3.80 17.417 0.25 0.46 0.469 | I O | | | 3.79 17.500 0.25 0.46 0.467 | I O | | | 3.78 17.583 0.25 0.46 0.466 | I O | | | 3.77 17.667 0.25 0.46 0.464 | I O | | | 3.76 17.750 0.25 0.46 0.463 | I O | | | 3.75 17.833 0.23 0.46 0.462 | I O | | | 3.74 17.917 0.21 0.46 0.460 | I O | | | 3.73 18.000 0.20 0.46 0.458 | I O | | | 3.71 18.083 0.20 0.46 0.456 | I O | | | 3.70 18.167 0.20 0.46 0.455 | I O | | | 3.69 18.250 0.20 0.46 0.453 | I O | | | 3.68 18.333 0.20 0.46 0.451 | I O | | | 3.66 18.417 0.20 0.46 0.449 | I O | | | 3.65 18.500 0.20 0.46 0.447 | I O | | | 3.64 18.583 0.18 0.46 0.446 | I O | | | 3.62 18.667 0.16 0.46 0.443 | I O | | | 3.61 18.750 0.15 0.46 0.441 | I O | | | 3.59 18.833 0.13 0.46 0.439 | I O | | | 3.58 18.917 0.11 0.46 0.437 | I O | | | 3.56 19.000 0.10 0.46 0.434 |I O | | | 3.54 19.083 0.12 0.46 0.432 | I O | | | 3.53 19.167 0.14 0.46 0.430 | I O | | | 3.51 19.250 0.15 0.46 0.428 | I O | | | 3.49 19.333 0.17 0.46 0.426 | I O | | | 3.48 19.417 0.19 0.46 0.424 | I O | | | 3.46 19.500 0.20 0.46 0.422 | I O | | | 3.45 19.583 0.18 0.46 0.420 | I O | | | 3.44 19.667 0.16 0.46 0.418 | I O | | | 3.42 19.750 0.15 0.46 0.416 | I O | | | 3.41 19.833 0.13 0.46 0.414 | I O | | | 3.39 19.917 0.11 0.46 0.411 | I O | | | 3.38 20.000 0.10 0.46 0.409 |I O | | | 3.36 20.083 0.12 0.46 0.406 | I O | | | 3.34 20.167 0.14 0.46 0.404 | I O | | | 3.32 20.250 0.15 0.46 0.402 | I O | | | 3.31 20.333 0.15 0.46 0.400 | I O | | | 3.29 20.417 0.15 0.46 0.398 | I O | | | 3.28 20.500 0.15 0.46 0.396 | I O | | | 3.26 20.583 0.15 0.46 0.393 | I O | | | 3.25 20.667 0.15 0.46 0.391 | I O | | | 3.23 20.750 0.15 0.46 0.389 | I O | | | 3.22 20.833 0.13 0.46 0.387 | I O | | | 3.20 20.917 0.11 0.46 0.385 | I O | | | 3.18 21.000 0.10 0.46 0.382 |I O | | | 3.16 21.083 0.12 0.46 0.380 | I O | | | 3.15 21.167 0.14 0.46 0.377 | I O | | | 3.13 21.250 0.15 0.46 0.375 | I O | | | 3.12 21.333 0.13 0.46 0.373 | I O | | | 3.10 21.417 0.11 0.46 0.371 | I O | | | 3.08 21.500 0.10 0.46 0.368 |I O | | | 3.06 21.583 0.12 0.46 0.366 | I O | | | 3.05 21.667 0.14 0.46 0.364 | I O | | | 3.03 21.750 0.15 0.46 0.361 | I O | | | 3.01 21.833 0.13 0.46 0.359 | I O | | | 3.00 21.917 0.11 0.46 0.357 | I O | | | 2.98 22.000 0.10 0.46 0.354 |I O | | | 2.96 22.083 0.12 0.46 0.352 | I O | | | 2.95 22.167 0.14 0.46 0.350 | I O | | | 2.93 22.250 0.15 0.46 0.348 | I O | | | 2.91 22.333 0.13 0.46 0.345 | I O | | | 2.90 22.417 0.11 0.46 0.343 | I O | | | 2.88 22.500 0.10 0.46 0.341 |I O | | | 2.86 22.583 0.10 0.46 0.338 |I O | | | 2.85 22.667 0.10 0.46 0.336 |I O | | | 2.83 22.750 0.10 0.46 0.333 |I O | | | 2.81 22.833 0.10 0.46 0.331 |I O | | | 2.79 22.917 0.10 0.46 0.328 |I O | | | 2.77 23.000 0.10 0.46 0.326 |I O | | | 2.76 23.083 0.10 0.46 0.323 |I O | | | 2.74 23.167 0.10 0.46 0.321 |I O | | | 2.72 23.250 0.10 0.46 0.318 |I O | | | 2.70 23.333 0.10 0.46 0.316 |I O | | | 2.68 23.417 0.10 0.46 0.313 |I O | | | 2.67 23.500 0.10 0.46 0.311 |I O | | | 2.65 23.583 0.10 0.46 0.308 |I O | | | 2.63 23.667 0.10 0.46 0.306 |I O | | | 2.61 23.750 0.10 0.46 0.303 |I O | | | 2.59 23.833 0.10 0.46 0.301 |I O | | | 2.58 23.917 0.10 0.46 0.298 |I O | | | 2.56 24.000 0.10 0.46 0.296 |I O | | | 2.54 24.083 0.06 0.46 0.293 |I O | | | 2.52 24.167 0.01 0.46 0.290 I O | | | 2.50 24.250 0.01 0.46 0.287 I O | | | 2.48 24.333 0.00 0.46 0.284 I O | | | 2.46 24.417 0.00 0.46 0.281 I O | | | 2.43 24.500 0.00 0.46 0.278 I O | | | 2.41 24.583 0.00 0.46 0.275 I O | | | 2.39 24.667 0.00 0.46 0.272 I O | | | 2.36 24.750 0.00 0.46 0.268 I O | | | 2.34 24.833 0.00 0.46 0.265 I O | | | 2.32 24.917 0.00 0.46 0.262 I O | | | 2.30 25.000 0.00 0.46 0.259 I O | | | 2.27 25.083 0.00 0.46 0.256 I O | | | 2.25 25.167 0.00 0.46 0.253 I O | | | 2.23 25.250 0.00 0.46 0.249 I O | | | 2.20 25.333 0.00 0.46 0.246 I O | | | 2.18 25.417 0.00 0.46 0.243 I O | | | 2.16 25.500 0.00 0.46 0.240 I O | | | 2.14 25.583 0.00 0.46 0.237 I O | | | 2.11 25.667 0.00 0.46 0.234 I O | | | 2.09 25.750 0.00 0.46 0.230 I O | | | 2.07 25.833 0.00 0.46 0.227 I O | | | 2.04 25.917 0.00 0.46 0.224 I O | | | 2.02 26.000 0.00 0.46 0.221 I O | | | 2.00 26.083 0.00 0.46 0.218 I O | | | 1.97 26.167 0.00 0.46 0.215 I O | | | 1.95 26.250 0.00 0.46 0.211 I O | | | 1.93 26.333 0.00 0.46 0.208 I O | | | 1.91 26.417 0.00 0.46 0.205 I O | | | 1.88 26.500 0.00 0.46 0.202 I O | | | 1.86 26.583 0.00 0.46 0.199 I O | | | 1.84 26.667 0.00 0.46 0.196 I O | | | 1.81 26.750 0.00 0.46 0.192 I O | | | 1.79 26.833 0.00 0.46 0.189 I O | | | 1.77 26.917 0.00 0.46 0.186 I O | | | 1.75 27.000 0.00 0.46 0.183 I O | | | 1.72 27.083 0.00 0.46 0.180 I O | | | 1.70 27.167 0.00 0.46 0.177 I O | | | 1.68 27.250 0.00 0.46 0.173 I O | | | 1.65 27.333 0.00 0.46 0.170 I O | | | 1.63 27.417 0.00 0.46 0.167 I O | | | 1.61 27.500 0.00 0.46 0.164 I O | | | 1.58 27.583 0.00 0.46 0.161 I O | | | 1.56 27.667 0.00 0.46 0.157 I O | | | 1.54 27.750 0.00 0.46 0.154 I O | | | 1.52 27.833 0.00 0.46 0.151 I O | | | 1.49 27.917 0.00 0.46 0.148 I O | | | 1.47 28.000 0.00 0.46 0.145 I O | | | 1.45 28.083 0.00 0.46 0.142 I O | | | 1.42 28.167 0.00 0.46 0.138 I O | | | 1.40 28.250 0.00 0.46 0.135 I O | | | 1.38 28.333 0.00 0.46 0.132 I O | | | 1.36 28.417 0.00 0.46 0.129 I O | | | 1.33 28.500 0.00 0.46 0.126 I O | | | 1.31 28.583 0.00 0.46 0.123 I O | | | 1.29 28.667 0.00 0.46 0.119 I O | | | 1.26 28.750 0.00 0.46 0.116 I O | | | 1.24 28.833 0.00 0.46 0.113 I O | | | 1.22 28.917 0.00 0.46 0.110 I O | | | 1.20 29.000 0.00 0.46 0.107 I O | | | 1.17 29.083 0.00 0.46 0.104 I O | | | 1.15 29.167 0.00 0.46 0.100 I O | | | 1.13 29.250 0.00 0.46 0.097 I O | | | 1.10 29.333 0.00 0.46 0.094 I O | | | 1.08 29.417 0.00 0.46 0.091 I O | | | 1.06 29.500 0.00 0.46 0.088 I O | | | 1.03 29.583 0.00 0.46 0.085 I O | | | 1.01 29.667 0.00 0.45 0.081 I O | | | 0.98 29.750 0.00 0.43 0.078 I O | | | 0.95 29.833 0.00 0.42 0.076 I O| | | | 0.91 29.917 0.00 0.40 0.073 I O| | | | 0.88 30.000 0.00 0.39 0.070 I O| | | | 0.84 30.083 0.00 0.37 0.067 I O| | | | 0.81 30.167 0.00 0.36 0.065 I O | | | | 0.78 30.250 0.00 0.35 0.062 I O | | | | 0.75 30.333 0.00 0.33 0.060 I O | | | | 0.72 30.417 0.00 0.32 0.058 I O | | | | 0.70 30.500 0.00 0.31 0.056 I O | | | | 0.67 30.583 0.00 0.30 0.054 I O | | | | 0.65 30.667 0.00 0.29 0.052 I O | | | | 0.62 30.750 0.00 0.27 0.050 I O | | | | 0.60 30.833 0.00 0.26 0.048 I O | | | | 0.58 30.917 0.00 0.25 0.046 I O | | | | 0.55 31.000 0.00 0.25 0.044 I O | | | | 0.53 31.083 0.00 0.24 0.043 I O | | | | 0.51 31.167 0.00 0.23 0.041 I O | | | | 0.49 31.250 0.00 0.22 0.039 I O | | | | 0.48 31.333 0.00 0.21 0.038 I O | | | | 0.46 31.417 0.00 0.20 0.037 I O | | | | 0.44 31.500 0.00 0.20 0.035 I O | | | | 0.42 31.583 0.00 0.19 0.034 I O | | | | 0.41 31.667 0.00 0.18 0.033 I O | | | | 0.39 31.750 0.00 0.17 0.031 I O | | | | 0.38 31.833 0.00 0.17 0.030 I O | | | | 0.36 31.917 0.00 0.16 0.029 I O | | | | 0.35 32.000 0.00 0.16 0.028 I O | | | | 0.34 32.083 0.00 0.15 0.027 I O | | | | 0.32 32.167 0.00 0.14 0.026 I O | | | | 0.31 32.250 0.00 0.14 0.025 I O | | | | 0.30 32.333 0.00 0.13 0.024 I O | | | | 0.29 32.417 0.00 0.13 0.023 I O | | | | 0.28 32.500 0.00 0.12 0.022 I O | | | | 0.27 32.583 0.00 0.12 0.021 I O | | | | 0.26 32.667 0.00 0.11 0.021 I O | | | | 0.25 32.750 0.00 0.11 0.020 I O | | | | 0.24 32.833 0.00 0.11 0.019 IO | | | | 0.23 32.917 0.00 0.10 0.018 IO | | | | 0.22 33.000 0.00 0.10 0.018 IO | | | | 0.21 33.083 0.00 0.09 0.017 IO | | | | 0.21 33.167 0.00 0.09 0.016 IO | | | | 0.20 33.250 0.00 0.09 0.016 IO | | | | 0.19 33.333 0.00 0.08 0.015 IO | | | | 0.18 33.417 0.00 0.08 0.015 IO | | | | 0.18 33.500 0.00 0.08 0.014 IO | | | | 0.17 33.583 0.00 0.08 0.014 IO | | | | 0.16 33.667 0.00 0.07 0.013 IO | | | | 0.16 33.750 0.00 0.07 0.013 IO | | | | 0.15 33.833 0.00 0.07 0.012 IO | | | | 0.15 33.917 0.00 0.06 0.012 IO | | | | 0.14 34.000 0.00 0.06 0.011 IO | | | | 0.13 34.083 0.00 0.06 0.011 IO | | | | 0.13 34.167 0.00 0.06 0.010 IO | | | | 0.12 34.250 0.00 0.06 0.010 IO | | | | 0.12 34.333 0.00 0.05 0.010 IO | | | | 0.12 34.417 0.00 0.05 0.009 O | | | | 0.11 34.500 0.00 0.05 0.009 O | | | | 0.11 34.583 0.00 0.05 0.009 O | | | | 0.10 34.667 0.00 0.05 0.008 O | | | | 0.10 34.750 0.00 0.04 0.008 O | | | | 0.10 34.833 0.00 0.04 0.008 O | | | | 0.09 34.917 0.00 0.04 0.007 O | | | | 0.09 35.000 0.00 0.04 0.007 O | | | | 0.09 35.083 0.00 0.04 0.007 O | | | | 0.08 35.167 0.00 0.04 0.007 O | | | | 0.08 35.250 0.00 0.03 0.006 O | | | | 0.08 35.333 0.00 0.03 0.006 O | | | | 0.07 35.417 0.00 0.03 0.006 O | | | | 0.07 35.500 0.00 0.03 0.006 O | | | | 0.07 35.583 0.00 0.03 0.005 O | | | | 0.07 35.667 0.00 0.03 0.005 O | | | | 0.06 35.750 0.00 0.03 0.005 O | | | | 0.06 35.833 0.00 0.03 0.005 O | | | | 0.06 35.917 0.00 0.03 0.005 O | | | | 0.06 36.000 0.00 0.02 0.004 O | | | | 0.05 36.083 0.00 0.02 0.004 O | | | | 0.05 36.167 0.00 0.02 0.004 O | | | | 0.05 36.250 0.00 0.02 0.004 O | | | | 0.05 36.333 0.00 0.02 0.004 O | | | | 0.05 36.417 0.00 0.02 0.004 O | | | | 0.04 36.500 0.00 0.02 0.004 O | | | | 0.04 36.583 0.00 0.02 0.003 O | | | | 0.04 36.667 0.00 0.02 0.003 O | | | | 0.04 36.750 0.00 0.02 0.003 O | | | | 0.04 36.833 0.00 0.02 0.003 O | | | | 0.04 36.917 0.00 0.02 0.003 O | | | | 0.04 37.000 0.00 0.02 0.003 O | | | | 0.03 37.083 0.00 0.02 0.003 O | | | | 0.03 37.167 0.00 0.01 0.003 O | | | | 0.03 37.250 0.00 0.01 0.003 O | | | | 0.03 37.333 0.00 0.01 0.002 O | | | | 0.03 37.417 0.00 0.01 0.002 O | | | | 0.03 37.500 0.00 0.01 0.002 O | | | | 0.03 37.583 0.00 0.01 0.002 O | | | | 0.03 37.667 0.00 0.01 0.002 O | | | | 0.03 37.750 0.00 0.01 0.002 O | | | | 0.02 37.833 0.00 0.01 0.002 O | | | | 0.02 37.917 0.00 0.01 0.002 O | | | | 0.02 38.000 0.00 0.01 0.002 O | | | | 0.02 38.083 0.00 0.01 0.002 O | | | | 0.02 38.167 0.00 0.01 0.002 O | | | | 0.02 38.250 0.00 0.01 0.002 O | | | | 0.02 38.333 0.00 0.01 0.002 O | | | | 0.02 38.417 0.00 0.01 0.001 O | | | | 0.02 38.500 0.00 0.01 0.001 O | | | | 0.02 38.583 0.00 0.01 0.001 O | | | | 0.02 38.667 0.00 0.01 0.001 O | | | | 0.02 38.750 0.00 0.01 0.001 O | | | | 0.02 38.833 0.00 0.01 0.001 O | | | | 0.01 38.917 0.00 0.01 0.001 O | | | | 0.01 39.000 0.00 0.01 0.001 O | | | | 0.01 39.083 0.00 0.01 0.001 O | | | | 0.01 39.167 0.00 0.01 0.001 O | | | | 0.01 39.250 0.00 0.01 0.001 O | | | | 0.01 39.333 0.00 0.01 0.001 O | | | | 0.01 39.417 0.00 0.01 0.001 O | | | | 0.01 39.500 0.00 0.00 0.001 O | | | | 0.01 39.583 0.00 0.00 0.001 O | | | | 0.01 39.667 0.00 0.00 0.001 O | | | | 0.01 39.750 0.00 0.00 0.001 O | | | | 0.01 39.833 0.00 0.00 0.001 O | | | | 0.01 39.917 0.00 0.00 0.001 O | | | | 0.01 40.000 0.00 0.00 0.001 O | | | | 0.01 40.083 0.00 0.00 0.001 O | | | | 0.01 40.167 0.00 0.00 0.001 O | | | | 0.01 40.250 0.00 0.00 0.001 O | | | | 0.01 40.333 0.00 0.00 0.001 O | | | | 0.01 40.417 0.00 0.00 0.001 O | | | | 0.01 40.500 0.00 0.00 0.001 O | | | | 0.01 40.583 0.00 0.00 0.001 O | | | | 0.01 40.667 0.00 0.00 0.001 O | | | | 0.01 40.750 0.00 0.00 0.001 O | | | | 0.01 40.833 0.00 0.00 0.000 O | | | | 0.01 40.917 0.00 0.00 0.000 O | | | | 0.01 41.000 0.00 0.00 0.000 O | | | | 0.01 41.083 0.00 0.00 0.000 O | | | | 0.01 41.167 0.00 0.00 0.000 O | | | | 0.01 41.250 0.00 0.00 0.000 O | | | | 0.00 41.333 0.00 0.00 0.000 O | | | | 0.00 41.417 0.00 0.00 0.000 O | | | | 0.00 41.500 0.00 0.00 0.000 O | | | | 0.00 41.583 0.00 0.00 0.000 O | | | | 0.00 41.667 0.00 0.00 0.000 O | | | | 0.00 41.750 0.00 0.00 0.000 O | | | | 0.00 41.833 0.00 0.00 0.000 O | | | | 0.00 41.917 0.00 0.00 0.000 O | | | | 0.00 42.000 0.00 0.00 0.000 O | | | | 0.00 42.083 0.00 0.00 0.000 O | | | | 0.00 42.167 0.00 0.00 0.000 O | | | | 0.00 42.250 0.00 0.00 0.000 O | | | | 0.00 42.333 0.00 0.00 0.000 O | | | | 0.00 42.417 0.00 0.00 0.000 O | | | | 0.00 42.500 0.00 0.00 0.000 O | | | | 0.00 42.583 0.00 0.00 0.000 O | | | | 0.00 42.667 0.00 0.00 0.000 O | | | | 0.00 42.750 0.00 0.00 0.000 O | | | | 0.00 42.833 0.00 0.00 0.000 O | | | | 0.00 42.917 0.00 0.00 0.000 O | | | | 0.00 43.000 0.00 0.00 0.000 O | | | | 0.00 43.083 0.00 0.00 0.000 O | | | | 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 517 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 0.460 (CFS) Total volume = 1.033 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** -------------------------------------------------------------------- FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 10/25/24 --------------------------------------------------------------------- DEXTER VILLAGE AREA B 2-YR 1-HR -------------------------------------------------------------------- Program License Serial Number 6094 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: COVEB.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 14 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 11.320 (CFS) Total volume = 0.348 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 22.000 **** RETARDING BASIN ROUTING **** ______________________________________________________________________ User entry of depth-outflow-storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 14 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 1.500 0.082 0.350 0.081 0.083 8.000 0.609 0.350 0.608 0.610 9.000 0.661 0.480 0.659 0.663 10.000 0.731 1.350 0.726 0.736 11.000 0.822 5.100 0.804 0.840 12.000 0.935 10.460 0.899 0.971 13.000 1.072 13.750 1.025 1.119 14.000 1.234 16.320 1.178 1.290 14.500 1.326 17.460 1.266 1.386 -------------------------------------------------------------------- Hydrograph Detention Basin Routing --------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 2.8 5.66 8.49 11.32 (Ft.) 0.083 1.05 0.02 0.004 O I | | | | 0.07 0.167 1.85 0.06 0.013 O I | | | | 0.24 0.250 2.25 0.11 0.027 O I | | | | 0.49 0.333 2.41 0.18 0.042 O I | | | | 0.77 0.417 2.51 0.24 0.057 O I| | | | 1.05 0.500 2.73 0.31 0.074 O I| | | | 1.34 0.583 3.23 0.35 0.092 O |I | | | 1.62 0.667 3.92 0.35 0.114 O | I | | | 1.89 0.750 5.62 0.35 0.144 O | I| | | 2.27 0.833 11.32 0.35 0.200 O | | | I 2.96 0.917 8.54 0.35 0.266 O | | I | 3.77 1.000 3.81 0.35 0.306 O | I | | | 4.27 1.083 1.15 0.35 0.321 O I | | | | 4.45 1.167 0.18 0.35 0.323 O | | | | 4.48 1.250 0.00 0.35 0.321 O | | | | 4.45 1.333 0.00 0.35 0.319 O | | | | 4.42 1.417 0.00 0.35 0.317 O | | | | 4.39 1.500 0.00 0.35 0.314 O | | | | 4.36 1.583 0.00 0.35 0.312 O | | | | 4.33 1.667 0.00 0.35 0.309 O | | | | 4.31 1.750 0.00 0.35 0.307 O | | | | 4.28 1.833 0.00 0.35 0.305 O | | | | 4.25 1.917 0.00 0.35 0.302 O | | | | 4.22 2.000 0.00 0.35 0.300 O | | | | 4.19 2.083 0.00 0.35 0.297 O | | | | 4.16 2.167 0.00 0.35 0.295 O | | | | 4.13 2.250 0.00 0.35 0.293 O | | | | 4.10 2.333 0.00 0.35 0.290 O | | | | 4.07 2.417 0.00 0.35 0.288 O | | | | 4.04 2.500 0.00 0.35 0.285 O | | | | 4.01 2.583 0.00 0.35 0.283 O | | | | 3.98 2.667 0.00 0.35 0.281 O | | | | 3.95 2.750 0.00 0.35 0.278 O | | | | 3.92 2.833 0.00 0.35 0.276 O | | | | 3.89 2.917 0.00 0.35 0.273 O | | | | 3.86 3.000 0.00 0.35 0.271 O | | | | 3.83 3.083 0.00 0.35 0.268 O | | | | 3.80 3.167 0.00 0.35 0.266 O | | | | 3.77 3.250 0.00 0.35 0.264 O | | | | 3.74 3.333 0.00 0.35 0.261 O | | | | 3.71 3.417 0.00 0.35 0.259 O | | | | 3.68 3.500 0.00 0.35 0.256 O | | | | 3.65 3.583 0.00 0.35 0.254 O | | | | 3.62 3.667 0.00 0.35 0.252 O | | | | 3.59 3.750 0.00 0.35 0.249 O | | | | 3.56 3.833 0.00 0.35 0.247 O | | | | 3.53 3.917 0.00 0.35 0.244 O | | | | 3.50 4.000 0.00 0.35 0.242 O | | | | 3.47 4.083 0.00 0.35 0.240 O | | | | 3.44 4.167 0.00 0.35 0.237 O | | | | 3.41 4.250 0.00 0.35 0.235 O | | | | 3.38 4.333 0.00 0.35 0.232 O | | | | 3.35 4.417 0.00 0.35 0.230 O | | | | 3.32 4.500 0.00 0.35 0.227 O | | | | 3.29 4.583 0.00 0.35 0.225 O | | | | 3.26 4.667 0.00 0.35 0.223 O | | | | 3.23 4.750 0.00 0.35 0.220 O | | | | 3.21 4.833 0.00 0.35 0.218 O | | | | 3.18 4.917 0.00 0.35 0.215 O | | | | 3.15 5.000 0.00 0.35 0.213 O | | | | 3.12 5.083 0.00 0.35 0.211 O | | | | 3.09 5.167 0.00 0.35 0.208 O | | | | 3.06 5.250 0.00 0.35 0.206 O | | | | 3.03 5.333 0.00 0.35 0.203 O | | | | 3.00 5.417 0.00 0.35 0.201 O | | | | 2.97 5.500 0.00 0.35 0.199 O | | | | 2.94 5.583 0.00 0.35 0.196 O | | | | 2.91 5.667 0.00 0.35 0.194 O | | | | 2.88 5.750 0.00 0.35 0.191 O | | | | 2.85 5.833 0.00 0.35 0.189 O | | | | 2.82 5.917 0.00 0.35 0.187 O | | | | 2.79 6.000 0.00 0.35 0.184 O | | | | 2.76 6.083 0.00 0.35 0.182 O | | | | 2.73 6.167 0.00 0.35 0.179 O | | | | 2.70 6.250 0.00 0.35 0.177 O | | | | 2.67 6.333 0.00 0.35 0.174 O | | | | 2.64 6.417 0.00 0.35 0.172 O | | | | 2.61 6.500 0.00 0.35 0.170 O | | | | 2.58 6.583 0.00 0.35 0.167 O | | | | 2.55 6.667 0.00 0.35 0.165 O | | | | 2.52 6.750 0.00 0.35 0.162 O | | | | 2.49 6.833 0.00 0.35 0.160 O | | | | 2.46 6.917 0.00 0.35 0.158 O | | | | 2.43 7.000 0.00 0.35 0.155 O | | | | 2.40 7.083 0.00 0.35 0.153 O | | | | 2.37 7.167 0.00 0.35 0.150 O | | | | 2.34 7.250 0.00 0.35 0.148 O | | | | 2.31 7.333 0.00 0.35 0.146 O | | | | 2.28 7.417 0.00 0.35 0.143 O | | | | 2.25 7.500 0.00 0.35 0.141 O | | | | 2.22 7.583 0.00 0.35 0.138 O | | | | 2.19 7.667 0.00 0.35 0.136 O | | | | 2.16 7.750 0.00 0.35 0.133 O | | | | 2.13 7.833 0.00 0.35 0.131 O | | | | 2.11 7.917 0.00 0.35 0.129 O | | | | 2.08 8.000 0.00 0.35 0.126 O | | | | 2.05 8.083 0.00 0.35 0.124 O | | | | 2.02 8.167 0.00 0.35 0.121 O | | | | 1.99 8.250 0.00 0.35 0.119 O | | | | 1.96 8.333 0.00 0.35 0.117 O | | | | 1.93 8.417 0.00 0.35 0.114 O | | | | 1.90 8.500 0.00 0.35 0.112 O | | | | 1.87 8.583 0.00 0.35 0.109 O | | | | 1.84 8.667 0.00 0.35 0.107 O | | | | 1.81 8.750 0.00 0.35 0.105 O | | | | 1.78 8.833 0.00 0.35 0.102 O | | | | 1.75 8.917 0.00 0.35 0.100 O | | | | 1.72 9.000 0.00 0.35 0.097 O | | | | 1.69 9.083 0.00 0.35 0.095 O | | | | 1.66 9.167 0.00 0.35 0.092 O | | | | 1.63 9.250 0.00 0.35 0.090 O | | | | 1.60 9.333 0.00 0.35 0.088 O | | | | 1.57 9.417 0.00 0.35 0.085 O | | | | 1.54 9.500 0.00 0.35 0.083 O | | | | 1.51 9.583 0.00 0.34 0.080 O | | | | 1.47 9.667 0.00 0.33 0.078 O | | | | 1.43 9.750 0.00 0.32 0.076 O | | | | 1.39 9.833 0.00 0.31 0.074 O | | | | 1.35 9.917 0.00 0.31 0.072 O | | | | 1.31 10.000 0.00 0.30 0.069 O | | | | 1.27 10.083 0.00 0.29 0.067 O | | | | 1.23 10.167 0.00 0.28 0.066 O | | | | 1.20 10.250 0.00 0.27 0.064 O | | | | 1.16 10.333 0.00 0.26 0.062 O | | | | 1.13 10.417 0.00 0.26 0.060 O | | | | 1.10 10.500 0.00 0.25 0.058 O | | | | 1.07 10.583 0.00 0.24 0.057 O | | | | 1.03 10.667 0.00 0.23 0.055 O | | | | 1.00 10.750 0.00 0.23 0.053 O | | | | 0.98 10.833 0.00 0.22 0.052 O | | | | 0.95 10.917 0.00 0.21 0.050 O | | | | 0.92 11.000 0.00 0.21 0.049 O | | | | 0.89 11.083 0.00 0.20 0.047 O | | | | 0.87 11.167 0.00 0.20 0.046 O | | | | 0.84 11.250 0.00 0.19 0.045 O | | | | 0.82 11.333 0.00 0.19 0.043 O | | | | 0.79 11.417 0.00 0.18 0.042 O | | | | 0.77 11.500 0.00 0.17 0.041 O | | | | 0.75 11.583 0.00 0.17 0.040 O | | | | 0.73 11.667 0.00 0.16 0.039 O | | | | 0.71 11.750 0.00 0.16 0.037 O | | | | 0.69 11.833 0.00 0.16 0.036 O | | | | 0.67 11.917 0.00 0.15 0.035 O | | | | 0.65 12.000 0.00 0.15 0.034 O | | | | 0.63 12.083 0.00 0.14 0.033 O | | | | 0.61 12.167 0.00 0.14 0.032 O | | | | 0.59 12.250 0.00 0.13 0.031 O | | | | 0.57 12.333 0.00 0.13 0.030 O | | | | 0.56 12.417 0.00 0.13 0.030 O | | | | 0.54 12.500 0.00 0.12 0.029 O | | | | 0.53 12.583 0.00 0.12 0.028 O | | | | 0.51 12.667 0.00 0.12 0.027 O | | | | 0.50 12.750 0.00 0.11 0.026 O | | | | 0.48 12.833 0.00 0.11 0.026 O | | | | 0.47 12.917 0.00 0.11 0.025 O | | | | 0.45 13.000 0.00 0.10 0.024 O | | | | 0.44 13.083 0.00 0.10 0.023 O | | | | 0.43 13.167 0.00 0.10 0.023 O | | | | 0.42 13.250 0.00 0.09 0.022 O | | | | 0.40 13.333 0.00 0.09 0.021 O | | | | 0.39 13.417 0.00 0.09 0.021 O | | | | 0.38 13.500 0.00 0.09 0.020 O | | | | 0.37 13.583 0.00 0.08 0.020 O | | | | 0.36 13.667 0.00 0.08 0.019 O | | | | 0.35 13.750 0.00 0.08 0.019 O | | | | 0.34 13.833 0.00 0.08 0.018 O | | | | 0.33 13.917 0.00 0.07 0.017 O | | | | 0.32 14.000 0.00 0.07 0.017 O | | | | 0.31 14.083 0.00 0.07 0.016 O | | | | 0.30 14.167 0.00 0.07 0.016 O | | | | 0.29 14.250 0.00 0.07 0.016 O | | | | 0.28 14.333 0.00 0.06 0.015 O | | | | 0.28 14.417 0.00 0.06 0.015 O | | | | 0.27 14.500 0.00 0.06 0.014 O | | | | 0.26 14.583 0.00 0.06 0.014 O | | | | 0.25 14.667 0.00 0.06 0.013 O | | | | 0.24 14.750 0.00 0.06 0.013 O | | | | 0.24 14.833 0.00 0.05 0.013 O | | | | 0.23 14.917 0.00 0.05 0.012 O | | | | 0.22 15.000 0.00 0.05 0.012 O | | | | 0.22 15.083 0.00 0.05 0.012 O | | | | 0.21 15.167 0.00 0.05 0.011 O | | | | 0.21 15.250 0.00 0.05 0.011 O | | | | 0.20 15.333 0.00 0.05 0.011 O | | | | 0.19 15.417 0.00 0.04 0.010 O | | | | 0.19 15.500 0.00 0.04 0.010 O | | | | 0.18 15.583 0.00 0.04 0.010 O | | | | 0.18 15.667 0.00 0.04 0.009 O | | | | 0.17 15.750 0.00 0.04 0.009 O | | | | 0.17 15.833 0.00 0.04 0.009 O | | | | 0.16 15.917 0.00 0.04 0.009 O | | | | 0.16 16.000 0.00 0.04 0.008 O | | | | 0.15 16.083 0.00 0.03 0.008 O | | | | 0.15 16.167 0.00 0.03 0.008 O | | | | 0.14 16.250 0.00 0.03 0.008 O | | | | 0.14 16.333 0.00 0.03 0.007 O | | | | 0.14 16.417 0.00 0.03 0.007 O | | | | 0.13 16.500 0.00 0.03 0.007 O | | | | 0.13 16.583 0.00 0.03 0.007 O | | | | 0.12 16.667 0.00 0.03 0.007 O | | | | 0.12 16.750 0.00 0.03 0.006 O | | | | 0.12 16.833 0.00 0.03 0.006 O | | | | 0.11 16.917 0.00 0.03 0.006 O | | | | 0.11 17.000 0.00 0.03 0.006 O | | | | 0.11 17.083 0.00 0.02 0.006 O | | | | 0.10 17.167 0.00 0.02 0.006 O | | | | 0.10 17.250 0.00 0.02 0.005 O | | | | 0.10 17.333 0.00 0.02 0.005 O | | | | 0.10 17.417 0.00 0.02 0.005 O | | | | 0.09 17.500 0.00 0.02 0.005 O | | | | 0.09 17.583 0.00 0.02 0.005 O | | | | 0.09 17.667 0.00 0.02 0.005 O | | | | 0.09 17.750 0.00 0.02 0.005 O | | | | 0.08 17.833 0.00 0.02 0.004 O | | | | 0.08 17.917 0.00 0.02 0.004 O | | | | 0.08 18.000 0.00 0.02 0.004 O | | | | 0.08 18.083 0.00 0.02 0.004 O | | | | 0.07 18.167 0.00 0.02 0.004 O | | | | 0.07 18.250 0.00 0.02 0.004 O | | | | 0.07 18.333 0.00 0.02 0.004 O | | | | 0.07 18.417 0.00 0.02 0.004 O | | | | 0.07 18.500 0.00 0.01 0.003 O | | | | 0.06 18.583 0.00 0.01 0.003 O | | | | 0.06 18.667 0.00 0.01 0.003 O | | | | 0.06 18.750 0.00 0.01 0.003 O | | | | 0.06 18.833 0.00 0.01 0.003 O | | | | 0.06 18.917 0.00 0.01 0.003 O | | | | 0.05 19.000 0.00 0.01 0.003 O | | | | 0.05 19.083 0.00 0.01 0.003 O | | | | 0.05 19.167 0.00 0.01 0.003 O | | | | 0.05 19.250 0.00 0.01 0.003 O | | | | 0.05 19.333 0.00 0.01 0.003 O | | | | 0.05 19.417 0.00 0.01 0.003 O | | | | 0.05 19.500 0.00 0.01 0.002 O | | | | 0.04 19.583 0.00 0.01 0.002 O | | | | 0.04 19.667 0.00 0.01 0.002 O | | | | 0.04 19.750 0.00 0.01 0.002 O | | | | 0.04 19.833 0.00 0.01 0.002 O | | | | 0.04 19.917 0.00 0.01 0.002 O | | | | 0.04 20.000 0.00 0.01 0.002 O | | | | 0.04 20.083 0.00 0.01 0.002 O | | | | 0.04 20.167 0.00 0.01 0.002 O | | | | 0.04 20.250 0.00 0.01 0.002 O | | | | 0.03 20.333 0.00 0.01 0.002 O | | | | 0.03 20.417 0.00 0.01 0.002 O | | | | 0.03 20.500 0.00 0.01 0.002 O | | | | 0.03 20.583 0.00 0.01 0.002 O | | | | 0.03 20.667 0.00 0.01 0.002 O | | | | 0.03 20.750 0.00 0.01 0.002 O | | | | 0.03 20.833 0.00 0.01 0.002 O | | | | 0.03 20.917 0.00 0.01 0.001 O | | | | 0.03 21.000 0.00 0.01 0.001 O | | | | 0.03 21.083 0.00 0.01 0.001 O | | | | 0.03 21.167 0.00 0.01 0.001 O | | | | 0.02 21.250 0.00 0.01 0.001 O | | | | 0.02 21.333 0.00 0.01 0.001 O | | | | 0.02 21.417 0.00 0.01 0.001 O | | | | 0.02 21.500 0.00 0.01 0.001 O | | | | 0.02 21.583 0.00 0.00 0.001 O | | | | 0.02 21.667 0.00 0.00 0.001 O | | | | 0.02 21.750 0.00 0.00 0.001 O | | | | 0.02 21.833 0.00 0.00 0.001 O | | | | 0.02 21.917 0.00 0.00 0.001 O | | | | 0.02 22.000 0.00 0.00 0.001 O | | | | 0.02 22.083 0.00 0.00 0.001 O | | | | 0.02 22.167 0.00 0.00 0.001 O | | | | 0.02 22.250 0.00 0.00 0.001 O | | | | 0.02 22.333 0.00 0.00 0.001 O | | | | 0.02 22.417 0.00 0.00 0.001 O | | | | 0.02 22.500 0.00 0.00 0.001 O | | | | 0.02 22.583 0.00 0.00 0.001 O | | | | 0.02 22.667 0.00 0.00 0.001 O | | | | 0.01 22.750 0.00 0.00 0.001 O | | | | 0.01 22.833 0.00 0.00 0.001 O | | | | 0.01 22.917 0.00 0.00 0.001 O | | | | 0.01 23.000 0.00 0.00 0.001 O | | | | 0.01 23.083 0.00 0.00 0.001 O | | | | 0.01 23.167 0.00 0.00 0.001 O | | | | 0.01 23.250 0.00 0.00 0.001 O | | | | 0.01 23.333 0.00 0.00 0.001 O | | | | 0.01 23.417 0.00 0.00 0.001 O | | | | 0.01 23.500 0.00 0.00 0.001 O | | | | 0.01 23.583 0.00 0.00 0.001 O | | | | 0.01 23.667 0.00 0.00 0.001 O | | | | 0.01 23.750 0.00 0.00 0.001 O | | | | 0.01 23.833 0.00 0.00 0.001 O | | | | 0.01 23.917 0.00 0.00 0.001 O | | | | 0.01 24.000 0.00 0.00 0.000 O | | | | 0.01 24.083 0.00 0.00 0.000 O | | | | 0.01 24.167 0.00 0.00 0.000 O | | | | 0.01 24.250 0.00 0.00 0.000 O | | | | 0.01 24.333 0.00 0.00 0.000 O | | | | 0.01 24.417 0.00 0.00 0.000 O | | | | 0.01 24.500 0.00 0.00 0.000 O | | | | 0.01 24.583 0.00 0.00 0.000 O | | | | 0.01 24.667 0.00 0.00 0.000 O | | | | 0.01 24.750 0.00 0.00 0.000 O | | | | 0.01 24.833 0.00 0.00 0.000 O | | | | 0.01 24.917 0.00 0.00 0.000 O | | | | 0.01 25.000 0.00 0.00 0.000 O | | | | 0.01 25.083 0.00 0.00 0.000 O | | | | 0.01 25.167 0.00 0.00 0.000 O | | | | 0.01 25.250 0.00 0.00 0.000 O | | | | 0.01 25.333 0.00 0.00 0.000 O | | | | 0.01 25.417 0.00 0.00 0.000 O | | | | 0.01 25.500 0.00 0.00 0.000 O | | | | 0.01 25.583 0.00 0.00 0.000 O | | | | 0.01 25.667 0.00 0.00 0.000 O | | | | 0.01 25.750 0.00 0.00 0.000 O | | | | 0.00 25.833 0.00 0.00 0.000 O | | | | 0.00 25.917 0.00 0.00 0.000 O | | | | 0.00 26.000 0.00 0.00 0.000 O | | | | 0.00 26.083 0.00 0.00 0.000 O | | | | 0.00 26.167 0.00 0.00 0.000 O | | | | 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 314 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 0.350 (CFS) Total volume = 0.348 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** -------------------------------------------------------------------- FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 10/25/24 --------------------------------------------------------------------- DEXTER VILLAGE AREA B 2-YR 3-HR -------------------------------------------------------------------- Program License Serial Number 6094 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: COVEB.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 38 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 7.404 (CFS) Total volume = 0.574 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 22.000 **** RETARDING BASIN ROUTING **** ______________________________________________________________________ User entry of depth-outflow-storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 38 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 1.500 0.082 0.350 0.081 0.083 8.000 0.609 0.350 0.608 0.610 9.000 0.661 0.480 0.659 0.663 10.000 0.731 1.350 0.726 0.736 11.000 0.822 5.100 0.804 0.840 12.000 0.935 10.460 0.899 0.971 13.000 1.072 13.750 1.025 1.119 14.000 1.234 16.320 1.178 1.290 14.500 1.326 17.460 1.266 1.386 -------------------------------------------------------------------- Hydrograph Detention Basin Routing --------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 1.9 3.70 5.55 7.40 (Ft.) 0.083 0.55 0.01 0.002 O I | | | | 0.03 0.167 0.95 0.03 0.007 O I | | | | 0.13 0.250 0.95 0.06 0.013 O I | | | | 0.24 0.333 1.05 0.08 0.020 O I | | | | 0.36 0.417 1.16 0.11 0.026 O I | | | | 0.48 0.500 1.32 0.15 0.034 O I | | | | 0.62 0.583 1.28 0.18 0.042 O I | | | | 0.77 0.667 1.33 0.21 0.050 O I | | | | 0.91 0.750 1.41 0.25 0.057 |O I | | | | 1.05 0.833 1.30 0.28 0.065 |O I | | | | 1.19 0.917 1.25 0.31 0.072 |O I | | | | 1.31 1.000 1.35 0.34 0.079 |O I | | | | 1.44 1.083 1.58 0.35 0.086 |O I | | | | 1.55 1.167 1.72 0.35 0.095 |O I| | | | 1.66 1.250 1.74 0.35 0.105 |O I| | | | 1.78 1.333 1.66 0.35 0.114 |O I| | | | 1.90 1.417 1.85 0.35 0.124 |O I| | | | 2.01 1.500 2.07 0.35 0.135 |O I | | | 2.15 1.583 2.01 0.35 0.146 |O I | | | 2.29 1.667 2.05 0.35 0.158 |O I | | | 2.44 1.750 2.37 0.35 0.171 |O | I | | | 2.60 1.833 2.49 0.35 0.185 |O | I | | | 2.77 1.917 2.39 0.35 0.200 |O | I | | | 2.95 2.000 2.35 0.35 0.213 |O | I | | | 3.12 2.083 2.41 0.35 0.227 |O | I | | | 3.29 2.167 2.91 0.35 0.243 |O | I | | | 3.49 2.250 3.68 0.35 0.264 |O | I| | | 3.74 2.333 3.34 0.35 0.285 |O | I | | | 4.01 2.417 4.74 0.35 0.311 |O | | I | | 4.32 2.500 6.32 0.35 0.347 |O | | | I | 4.76 2.583 7.40 0.35 0.391 |O | | | I 5.32 2.667 6.41 0.35 0.437 |O | | | I | 5.87 2.750 3.50 0.35 0.468 |O | I| | | 6.26 2.833 1.79 0.35 0.484 |O I| | | | 6.46 2.917 1.44 0.35 0.493 |O I | | | | 6.57 3.000 0.92 0.35 0.499 |O I | | | | 6.64 3.083 0.30 0.35 0.500 |O | | | | 6.66 3.167 0.04 0.35 0.499 IO | | | | 6.64 3.250 0.00 0.35 0.497 IO | | | | 6.62 3.333 0.00 0.35 0.494 IO | | | | 6.59 3.417 0.00 0.35 0.492 IO | | | | 6.56 3.500 0.00 0.35 0.490 IO | | | | 6.53 3.583 0.00 0.35 0.487 IO | | | | 6.50 3.667 0.00 0.35 0.485 IO | | | | 6.47 3.750 0.00 0.35 0.482 IO | | | | 6.44 3.833 0.00 0.35 0.480 IO | | | | 6.41 3.917 0.00 0.35 0.477 IO | | | | 6.38 4.000 0.00 0.35 0.475 IO | | | | 6.35 4.083 0.00 0.35 0.473 IO | | | | 6.32 4.167 0.00 0.35 0.470 IO | | | | 6.29 4.250 0.00 0.35 0.468 IO | | | | 6.26 4.333 0.00 0.35 0.465 IO | | | | 6.23 4.417 0.00 0.35 0.463 IO | | | | 6.20 4.500 0.00 0.35 0.461 IO | | | | 6.17 4.583 0.00 0.35 0.458 IO | | | | 6.14 4.667 0.00 0.35 0.456 IO | | | | 6.11 4.750 0.00 0.35 0.453 IO | | | | 6.08 4.833 0.00 0.35 0.451 IO | | | | 6.05 4.917 0.00 0.35 0.449 IO | | | | 6.02 5.000 0.00 0.35 0.446 IO | | | | 5.99 5.083 0.00 0.35 0.444 IO | | | | 5.96 5.167 0.00 0.35 0.441 IO | | | | 5.93 5.250 0.00 0.35 0.439 IO | | | | 5.90 5.333 0.00 0.35 0.437 IO | | | | 5.87 5.417 0.00 0.35 0.434 IO | | | | 5.84 5.500 0.00 0.35 0.432 IO | | | | 5.81 5.583 0.00 0.35 0.429 IO | | | | 5.78 5.667 0.00 0.35 0.427 IO | | | | 5.75 5.750 0.00 0.35 0.424 IO | | | | 5.72 5.833 0.00 0.35 0.422 IO | | | | 5.69 5.917 0.00 0.35 0.420 IO | | | | 5.66 6.000 0.00 0.35 0.417 IO | | | | 5.63 6.083 0.00 0.35 0.415 IO | | | | 5.61 6.167 0.00 0.35 0.412 IO | | | | 5.58 6.250 0.00 0.35 0.410 IO | | | | 5.55 6.333 0.00 0.35 0.408 IO | | | | 5.52 6.417 0.00 0.35 0.405 IO | | | | 5.49 6.500 0.00 0.35 0.403 IO | | | | 5.46 6.583 0.00 0.35 0.400 IO | | | | 5.43 6.667 0.00 0.35 0.398 IO | | | | 5.40 6.750 0.00 0.35 0.396 IO | | | | 5.37 6.833 0.00 0.35 0.393 IO | | | | 5.34 6.917 0.00 0.35 0.391 IO | | | | 5.31 7.000 0.00 0.35 0.388 IO | | | | 5.28 7.083 0.00 0.35 0.386 IO | | | | 5.25 7.167 0.00 0.35 0.383 IO | | | | 5.22 7.250 0.00 0.35 0.381 IO | | | | 5.19 7.333 0.00 0.35 0.379 IO | | | | 5.16 7.417 0.00 0.35 0.376 IO | | | | 5.13 7.500 0.00 0.35 0.374 IO | | | | 5.10 7.583 0.00 0.35 0.371 IO | | | | 5.07 7.667 0.00 0.35 0.369 IO | | | | 5.04 7.750 0.00 0.35 0.367 IO | | | | 5.01 7.833 0.00 0.35 0.364 IO | | | | 4.98 7.917 0.00 0.35 0.362 IO | | | | 4.95 8.000 0.00 0.35 0.359 IO | | | | 4.92 8.083 0.00 0.35 0.357 IO | | | | 4.89 8.167 0.00 0.35 0.355 IO | | | | 4.86 8.250 0.00 0.35 0.352 IO | | | | 4.83 8.333 0.00 0.35 0.350 IO | | | | 4.80 8.417 0.00 0.35 0.347 IO | | | | 4.77 8.500 0.00 0.35 0.345 IO | | | | 4.74 8.583 0.00 0.35 0.343 IO | | | | 4.71 8.667 0.00 0.35 0.340 IO | | | | 4.68 8.750 0.00 0.35 0.338 IO | | | | 4.65 8.833 0.00 0.35 0.335 IO | | | | 4.62 8.917 0.00 0.35 0.333 IO | | | | 4.59 9.000 0.00 0.35 0.330 IO | | | | 4.56 9.083 0.00 0.35 0.328 IO | | | | 4.53 9.167 0.00 0.35 0.326 IO | | | | 4.50 9.250 0.00 0.35 0.323 IO | | | | 4.48 9.333 0.00 0.35 0.321 IO | | | | 4.45 9.417 0.00 0.35 0.318 IO | | | | 4.42 9.500 0.00 0.35 0.316 IO | | | | 4.39 9.583 0.00 0.35 0.314 IO | | | | 4.36 9.667 0.00 0.35 0.311 IO | | | | 4.33 9.750 0.00 0.35 0.309 IO | | | | 4.30 9.833 0.00 0.35 0.306 IO | | | | 4.27 9.917 0.00 0.35 0.304 IO | | | | 4.24 10.000 0.00 0.35 0.302 IO | | | | 4.21 10.083 0.00 0.35 0.299 IO | | | | 4.18 10.167 0.00 0.35 0.297 IO | | | | 4.15 10.250 0.00 0.35 0.294 IO | | | | 4.12 10.333 0.00 0.35 0.292 IO | | | | 4.09 10.417 0.00 0.35 0.289 IO | | | | 4.06 10.500 0.00 0.35 0.287 IO | | | | 4.03 10.583 0.00 0.35 0.285 IO | | | | 4.00 10.667 0.00 0.35 0.282 IO | | | | 3.97 10.750 0.00 0.35 0.280 IO | | | | 3.94 10.833 0.00 0.35 0.277 IO | | | | 3.91 10.917 0.00 0.35 0.275 IO | | | | 3.88 11.000 0.00 0.35 0.273 IO | | | | 3.85 11.083 0.00 0.35 0.270 IO | | | | 3.82 11.167 0.00 0.35 0.268 IO | | | | 3.79 11.250 0.00 0.35 0.265 IO | | | | 3.76 11.333 0.00 0.35 0.263 IO | | | | 3.73 11.417 0.00 0.35 0.261 IO | | | | 3.70 11.500 0.00 0.35 0.258 IO | | | | 3.67 11.583 0.00 0.35 0.256 IO | | | | 3.64 11.667 0.00 0.35 0.253 IO | | | | 3.61 11.750 0.00 0.35 0.251 IO | | | | 3.58 11.833 0.00 0.35 0.249 IO | | | | 3.55 11.917 0.00 0.35 0.246 IO | | | | 3.52 12.000 0.00 0.35 0.244 IO | | | | 3.49 12.083 0.00 0.35 0.241 IO | | | | 3.46 12.167 0.00 0.35 0.239 IO | | | | 3.43 12.250 0.00 0.35 0.236 IO | | | | 3.40 12.333 0.00 0.35 0.234 IO | | | | 3.38 12.417 0.00 0.35 0.232 IO | | | | 3.35 12.500 0.00 0.35 0.229 IO | | | | 3.32 12.583 0.00 0.35 0.227 IO | | | | 3.29 12.667 0.00 0.35 0.224 IO | | | | 3.26 12.750 0.00 0.35 0.222 IO | | | | 3.23 12.833 0.00 0.35 0.220 IO | | | | 3.20 12.917 0.00 0.35 0.217 IO | | | | 3.17 13.000 0.00 0.35 0.215 IO | | | | 3.14 13.083 0.00 0.35 0.212 IO | | | | 3.11 13.167 0.00 0.35 0.210 IO | | | | 3.08 13.250 0.00 0.35 0.208 IO | | | | 3.05 13.333 0.00 0.35 0.205 IO | | | | 3.02 13.417 0.00 0.35 0.203 IO | | | | 2.99 13.500 0.00 0.35 0.200 IO | | | | 2.96 13.583 0.00 0.35 0.198 IO | | | | 2.93 13.667 0.00 0.35 0.195 IO | | | | 2.90 13.750 0.00 0.35 0.193 IO | | | | 2.87 13.833 0.00 0.35 0.191 IO | | | | 2.84 13.917 0.00 0.35 0.188 IO | | | | 2.81 14.000 0.00 0.35 0.186 IO | | | | 2.78 14.083 0.00 0.35 0.183 IO | | | | 2.75 14.167 0.00 0.35 0.181 IO | | | | 2.72 14.250 0.00 0.35 0.179 IO | | | | 2.69 14.333 0.00 0.35 0.176 IO | | | | 2.66 14.417 0.00 0.35 0.174 IO | | | | 2.63 14.500 0.00 0.35 0.171 IO | | | | 2.60 14.583 0.00 0.35 0.169 IO | | | | 2.57 14.667 0.00 0.35 0.167 IO | | | | 2.54 14.750 0.00 0.35 0.164 IO | | | | 2.51 14.833 0.00 0.35 0.162 IO | | | | 2.48 14.917 0.00 0.35 0.159 IO | | | | 2.45 15.000 0.00 0.35 0.157 IO | | | | 2.42 15.083 0.00 0.35 0.154 IO | | | | 2.39 15.167 0.00 0.35 0.152 IO | | | | 2.36 15.250 0.00 0.35 0.150 IO | | | | 2.33 15.333 0.00 0.35 0.147 IO | | | | 2.30 15.417 0.00 0.35 0.145 IO | | | | 2.28 15.500 0.00 0.35 0.142 IO | | | | 2.25 15.583 0.00 0.35 0.140 IO | | | | 2.22 15.667 0.00 0.35 0.138 IO | | | | 2.19 15.750 0.00 0.35 0.135 IO | | | | 2.16 15.833 0.00 0.35 0.133 IO | | | | 2.13 15.917 0.00 0.35 0.130 IO | | | | 2.10 16.000 0.00 0.35 0.128 IO | | | | 2.07 16.083 0.00 0.35 0.126 IO | | | | 2.04 16.167 0.00 0.35 0.123 IO | | | | 2.01 16.250 0.00 0.35 0.121 IO | | | | 1.98 16.333 0.00 0.35 0.118 IO | | | | 1.95 16.417 0.00 0.35 0.116 IO | | | | 1.92 16.500 0.00 0.35 0.114 IO | | | | 1.89 16.583 0.00 0.35 0.111 IO | | | | 1.86 16.667 0.00 0.35 0.109 IO | | | | 1.83 16.750 0.00 0.35 0.106 IO | | | | 1.80 16.833 0.00 0.35 0.104 IO | | | | 1.77 16.917 0.00 0.35 0.101 IO | | | | 1.74 17.000 0.00 0.35 0.099 IO | | | | 1.71 17.083 0.00 0.35 0.097 IO | | | | 1.68 17.167 0.00 0.35 0.094 IO | | | | 1.65 17.250 0.00 0.35 0.092 IO | | | | 1.62 17.333 0.00 0.35 0.089 IO | | | | 1.59 17.417 0.00 0.35 0.087 IO | | | | 1.56 17.500 0.00 0.35 0.085 IO | | | | 1.53 17.583 0.00 0.35 0.082 IO | | | | 1.50 17.667 0.00 0.34 0.080 IO | | | | 1.46 17.750 0.00 0.33 0.077 IO | | | | 1.42 17.833 0.00 0.32 0.075 IO | | | | 1.38 17.917 0.00 0.31 0.073 IO | | | | 1.34 18.000 0.00 0.30 0.071 IO | | | | 1.30 18.083 0.00 0.29 0.069 IO | | | | 1.26 18.167 0.00 0.29 0.067 IO | | | | 1.22 18.250 0.00 0.28 0.065 IO | | | | 1.19 18.333 0.00 0.27 0.063 IO | | | | 1.15 18.417 0.00 0.26 0.061 IO | | | | 1.12 18.500 0.00 0.25 0.059 IO | | | | 1.09 18.583 0.00 0.25 0.058 IO | | | | 1.06 18.667 0.00 0.24 0.056 IO | | | | 1.03 18.750 0.00 0.23 0.054 IO | | | | 1.00 18.833 0.00 0.23 0.053 O | | | | 0.97 18.917 0.00 0.22 0.051 O | | | | 0.94 19.000 0.00 0.21 0.050 O | | | | 0.91 19.083 0.00 0.21 0.048 O | | | | 0.89 19.167 0.00 0.20 0.047 O | | | | 0.86 19.250 0.00 0.19 0.046 O | | | | 0.84 19.333 0.00 0.19 0.044 O | | | | 0.81 19.417 0.00 0.18 0.043 O | | | | 0.79 19.500 0.00 0.18 0.042 O | | | | 0.76 19.583 0.00 0.17 0.041 O | | | | 0.74 19.667 0.00 0.17 0.039 O | | | | 0.72 19.750 0.00 0.16 0.038 O | | | | 0.70 19.833 0.00 0.16 0.037 O | | | | 0.68 19.917 0.00 0.15 0.036 O | | | | 0.66 20.000 0.00 0.15 0.035 O | | | | 0.64 20.083 0.00 0.15 0.034 O | | | | 0.62 20.167 0.00 0.14 0.033 O | | | | 0.60 20.250 0.00 0.14 0.032 O | | | | 0.59 20.333 0.00 0.13 0.031 O | | | | 0.57 20.417 0.00 0.13 0.030 O | | | | 0.55 20.500 0.00 0.13 0.029 O | | | | 0.54 20.583 0.00 0.12 0.029 O | | | | 0.52 20.667 0.00 0.12 0.028 O | | | | 0.51 20.750 0.00 0.11 0.027 O | | | | 0.49 20.833 0.00 0.11 0.026 O | | | | 0.48 20.917 0.00 0.11 0.025 O | | | | 0.46 21.000 0.00 0.11 0.025 O | | | | 0.45 21.083 0.00 0.10 0.024 O | | | | 0.44 21.167 0.00 0.10 0.023 O | | | | 0.42 21.250 0.00 0.10 0.023 O | | | | 0.41 21.333 0.00 0.09 0.022 O | | | | 0.40 21.417 0.00 0.09 0.021 O | | | | 0.39 21.500 0.00 0.09 0.021 O | | | | 0.38 21.583 0.00 0.09 0.020 O | | | | 0.37 21.667 0.00 0.08 0.019 O | | | | 0.36 21.750 0.00 0.08 0.019 O | | | | 0.35 21.833 0.00 0.08 0.018 O | | | | 0.34 21.917 0.00 0.08 0.018 O | | | | 0.33 22.000 0.00 0.07 0.017 O | | | | 0.32 22.083 0.00 0.07 0.017 O | | | | 0.31 22.167 0.00 0.07 0.016 O | | | | 0.30 22.250 0.00 0.07 0.016 O | | | | 0.29 22.333 0.00 0.07 0.015 O | | | | 0.28 22.417 0.00 0.06 0.015 O | | | | 0.27 22.500 0.00 0.06 0.015 O | | | | 0.27 22.583 0.00 0.06 0.014 O | | | | 0.26 22.667 0.00 0.06 0.014 O | | | | 0.25 22.750 0.00 0.06 0.013 O | | | | 0.24 22.833 0.00 0.06 0.013 O | | | | 0.24 22.917 0.00 0.05 0.013 O | | | | 0.23 23.000 0.00 0.05 0.012 O | | | | 0.22 23.083 0.00 0.05 0.012 O | | | | 0.22 23.167 0.00 0.05 0.011 O | | | | 0.21 23.250 0.00 0.05 0.011 O | | | | 0.20 23.333 0.00 0.05 0.011 O | | | | 0.20 23.417 0.00 0.04 0.010 O | | | | 0.19 23.500 0.00 0.04 0.010 O | | | | 0.19 23.583 0.00 0.04 0.010 O | | | | 0.18 23.667 0.00 0.04 0.010 O | | | | 0.18 23.750 0.00 0.04 0.009 O | | | | 0.17 23.833 0.00 0.04 0.009 O | | | | 0.17 23.917 0.00 0.04 0.009 O | | | | 0.16 24.000 0.00 0.04 0.009 O | | | | 0.16 24.083 0.00 0.04 0.008 O | | | | 0.15 24.167 0.00 0.03 0.008 O | | | | 0.15 24.250 0.00 0.03 0.008 O | | | | 0.14 24.333 0.00 0.03 0.008 O | | | | 0.14 24.417 0.00 0.03 0.007 O | | | | 0.13 24.500 0.00 0.03 0.007 O | | | | 0.13 24.583 0.00 0.03 0.007 O | | | | 0.13 24.667 0.00 0.03 0.007 O | | | | 0.12 24.750 0.00 0.03 0.007 O | | | | 0.12 24.833 0.00 0.03 0.006 O | | | | 0.12 24.917 0.00 0.03 0.006 O | | | | 0.11 25.000 0.00 0.03 0.006 O | | | | 0.11 25.083 0.00 0.02 0.006 O | | | | 0.11 25.167 0.00 0.02 0.006 O | | | | 0.10 25.250 0.00 0.02 0.005 O | | | | 0.10 25.333 0.00 0.02 0.005 O | | | | 0.10 25.417 0.00 0.02 0.005 O | | | | 0.09 25.500 0.00 0.02 0.005 O | | | | 0.09 25.583 0.00 0.02 0.005 O | | | | 0.09 25.667 0.00 0.02 0.005 O | | | | 0.09 25.750 0.00 0.02 0.005 O | | | | 0.08 25.833 0.00 0.02 0.004 O | | | | 0.08 25.917 0.00 0.02 0.004 O | | | | 0.08 26.000 0.00 0.02 0.004 O | | | | 0.08 26.083 0.00 0.02 0.004 O | | | | 0.07 26.167 0.00 0.02 0.004 O | | | | 0.07 26.250 0.00 0.02 0.004 O | | | | 0.07 26.333 0.00 0.02 0.004 O | | | | 0.07 26.417 0.00 0.02 0.004 O | | | | 0.07 26.500 0.00 0.02 0.004 O | | | | 0.06 26.583 0.00 0.01 0.003 O | | | | 0.06 26.667 0.00 0.01 0.003 O | | | | 0.06 26.750 0.00 0.01 0.003 O | | | | 0.06 26.833 0.00 0.01 0.003 O | | | | 0.06 26.917 0.00 0.01 0.003 O | | | | 0.06 27.000 0.00 0.01 0.003 O | | | | 0.05 27.083 0.00 0.01 0.003 O | | | | 0.05 27.167 0.00 0.01 0.003 O | | | | 0.05 27.250 0.00 0.01 0.003 O | | | | 0.05 27.333 0.00 0.01 0.003 O | | | | 0.05 27.417 0.00 0.01 0.003 O | | | | 0.05 27.500 0.00 0.01 0.002 O | | | | 0.05 27.583 0.00 0.01 0.002 O | | | | 0.04 27.667 0.00 0.01 0.002 O | | | | 0.04 27.750 0.00 0.01 0.002 O | | | | 0.04 27.833 0.00 0.01 0.002 O | | | | 0.04 27.917 0.00 0.01 0.002 O | | | | 0.04 28.000 0.00 0.01 0.002 O | | | | 0.04 28.083 0.00 0.01 0.002 O | | | | 0.04 28.167 0.00 0.01 0.002 O | | | | 0.04 28.250 0.00 0.01 0.002 O | | | | 0.03 28.333 0.00 0.01 0.002 O | | | | 0.03 28.417 0.00 0.01 0.002 O | | | | 0.03 28.500 0.00 0.01 0.002 O | | | | 0.03 28.583 0.00 0.01 0.002 O | | | | 0.03 28.667 0.00 0.01 0.002 O | | | | 0.03 28.750 0.00 0.01 0.002 O | | | | 0.03 28.833 0.00 0.01 0.002 O | | | | 0.03 28.917 0.00 0.01 0.002 O | | | | 0.03 29.000 0.00 0.01 0.001 O | | | | 0.03 29.083 0.00 0.01 0.001 O | | | | 0.03 29.167 0.00 0.01 0.001 O | | | | 0.03 29.250 0.00 0.01 0.001 O | | | | 0.02 29.333 0.00 0.01 0.001 O | | | | 0.02 29.417 0.00 0.01 0.001 O | | | | 0.02 29.500 0.00 0.01 0.001 O | | | | 0.02 29.583 0.00 0.01 0.001 O | | | | 0.02 29.667 0.00 0.00 0.001 O | | | | 0.02 29.750 0.00 0.00 0.001 O | | | | 0.02 29.833 0.00 0.00 0.001 O | | | | 0.02 29.917 0.00 0.00 0.001 O | | | | 0.02 30.000 0.00 0.00 0.001 O | | | | 0.02 30.083 0.00 0.00 0.001 O | | | | 0.02 30.167 0.00 0.00 0.001 O | | | | 0.02 30.250 0.00 0.00 0.001 O | | | | 0.02 30.333 0.00 0.00 0.001 O | | | | 0.02 30.417 0.00 0.00 0.001 O | | | | 0.02 30.500 0.00 0.00 0.001 O | | | | 0.02 30.583 0.00 0.00 0.001 O | | | | 0.02 30.667 0.00 0.00 0.001 O | | | | 0.01 30.750 0.00 0.00 0.001 O | | | | 0.01 30.833 0.00 0.00 0.001 O | | | | 0.01 30.917 0.00 0.00 0.001 O | | | | 0.01 31.000 0.00 0.00 0.001 O | | | | 0.01 31.083 0.00 0.00 0.001 O | | | | 0.01 31.167 0.00 0.00 0.001 O | | | | 0.01 31.250 0.00 0.00 0.001 O | | | | 0.01 31.333 0.00 0.00 0.001 O | | | | 0.01 31.417 0.00 0.00 0.001 O | | | | 0.01 31.500 0.00 0.00 0.001 O | | | | 0.01 31.583 0.00 0.00 0.001 O | | | | 0.01 31.667 0.00 0.00 0.001 O | | | | 0.01 31.750 0.00 0.00 0.001 O | | | | 0.01 31.833 0.00 0.00 0.001 O | | | | 0.01 31.917 0.00 0.00 0.001 O | | | | 0.01 32.000 0.00 0.00 0.001 O | | | | 0.01 32.083 0.00 0.00 0.000 O | | | | 0.01 32.167 0.00 0.00 0.000 O | | | | 0.01 32.250 0.00 0.00 0.000 O | | | | 0.01 32.333 0.00 0.00 0.000 O | | | | 0.01 32.417 0.00 0.00 0.000 O | | | | 0.01 32.500 0.00 0.00 0.000 O | | | | 0.01 32.583 0.00 0.00 0.000 O | | | | 0.01 32.667 0.00 0.00 0.000 O | | | | 0.01 32.750 0.00 0.00 0.000 O | | | | 0.01 32.833 0.00 0.00 0.000 O | | | | 0.01 32.917 0.00 0.00 0.000 O | | | | 0.01 33.000 0.00 0.00 0.000 O | | | | 0.01 33.083 0.00 0.00 0.000 O | | | | 0.01 33.167 0.00 0.00 0.000 O | | | | 0.01 33.250 0.00 0.00 0.000 O | | | | 0.01 33.333 0.00 0.00 0.000 O | | | | 0.01 33.417 0.00 0.00 0.000 O | | | | 0.01 33.500 0.00 0.00 0.000 O | | | | 0.01 33.583 0.00 0.00 0.000 O | | | | 0.01 33.667 0.00 0.00 0.000 O | | | | 0.01 33.750 0.00 0.00 0.000 O | | | | 0.01 33.833 0.00 0.00 0.000 O | | | | 0.00 33.917 0.00 0.00 0.000 O | | | | 0.00 34.000 0.00 0.00 0.000 O | | | | 0.00 34.083 0.00 0.00 0.000 O | | | | 0.00 34.167 0.00 0.00 0.000 O | | | | 0.00 34.250 0.00 0.00 0.000 O | | | | 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 411 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 0.350 (CFS) Total volume = 0.574 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** -------------------------------------------------------------------- FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 10/25/24 --------------------------------------------------------------------- DEXTER VILLAGE AREA B 2-YR 6-HR -------------------------------------------------------------------- Program License Serial Number 6094 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: COVEB.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 74 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 6.749 (CFS) Total volume = 0.786 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 22.000 **** RETARDING BASIN ROUTING **** ______________________________________________________________________ User entry of depth-outflow-storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 74 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 1.500 0.082 0.350 0.081 0.083 8.000 0.609 0.350 0.608 0.610 9.000 0.661 0.480 0.659 0.663 10.000 0.731 1.350 0.726 0.736 11.000 0.822 5.100 0.804 0.840 12.000 0.935 10.460 0.899 0.971 13.000 1.072 13.750 1.025 1.119 14.000 1.234 16.320 1.178 1.290 14.500 1.326 17.460 1.266 1.386 -------------------------------------------------------------------- Hydrograph Detention Basin Routing --------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 1.7 3.37 5.06 6.75 (Ft.) 0.083 0.29 0.00 0.001 OI | | | | 0.02 0.167 0.57 0.02 0.004 O I | | | | 0.07 0.250 0.66 0.03 0.008 O I | | | | 0.15 0.333 0.67 0.05 0.012 O I | | | | 0.22 0.417 0.67 0.07 0.016 O I | | | | 0.30 0.500 0.72 0.09 0.021 O I | | | | 0.38 0.583 0.77 0.11 0.025 O I | | | | 0.46 0.667 0.78 0.13 0.030 O I | | | | 0.54 0.750 0.78 0.15 0.034 O I | | | | 0.62 0.833 0.78 0.16 0.038 O I | | | | 0.70 0.917 0.78 0.18 0.042 O I | | | | 0.78 1.000 0.84 0.20 0.047 O I | | | | 0.85 1.083 0.88 0.22 0.051 |O I | | | | 0.94 1.167 0.89 0.24 0.056 |O I | | | | 1.02 1.250 0.89 0.26 0.060 |O I | | | | 1.10 1.333 0.89 0.27 0.064 |O I | | | | 1.18 1.417 0.89 0.29 0.069 |O I | | | | 1.25 1.500 0.89 0.31 0.073 |O I | | | | 1.33 1.583 0.89 0.33 0.077 |O I | | | | 1.40 1.667 0.89 0.34 0.080 |O I | | | | 1.47 1.750 0.89 0.35 0.084 |O I | | | | 1.53 1.833 0.89 0.35 0.088 |O I | | | | 1.57 1.917 0.89 0.35 0.091 |O I | | | | 1.62 2.000 0.95 0.35 0.095 |O I | | | | 1.67 2.083 0.93 0.35 0.099 |O I | | | | 1.72 2.167 0.96 0.35 0.104 |O I | | | | 1.77 2.250 0.99 0.35 0.108 |O I | | | | 1.82 2.333 1.00 0.35 0.112 |O I | | | | 1.87 2.417 1.00 0.35 0.117 |O I | | | | 1.93 2.500 1.00 0.35 0.121 |O I | | | | 1.98 2.583 1.00 0.35 0.126 |O I | | | | 2.04 2.667 1.00 0.35 0.130 |O I | | | | 2.09 2.750 1.06 0.35 0.135 |O I | | | | 2.15 2.833 1.10 0.35 0.140 |O I | | | | 2.21 2.917 1.11 0.35 0.145 |O I | | | | 2.28 3.000 1.11 0.35 0.150 |O I | | | | 2.34 3.083 1.11 0.35 0.156 |O I | | | | 2.41 3.167 1.17 0.35 0.161 |O I | | | | 2.47 3.250 1.21 0.35 0.167 |O I | | | | 2.55 3.333 1.22 0.35 0.173 |O I | | | | 2.62 3.417 1.28 0.35 0.179 |O I | | | | 2.70 3.500 1.38 0.35 0.186 |O I | | | | 2.78 3.583 1.49 0.35 0.193 |O I| | | | 2.87 3.667 1.55 0.35 0.201 |O I| | | | 2.97 3.750 1.61 0.35 0.210 |O I| | | | 3.08 3.833 1.66 0.35 0.219 |O I| | | | 3.18 3.917 1.72 0.35 0.228 |O I | | | 3.30 4.000 1.77 0.35 0.237 |O I | | | 3.42 4.083 1.84 0.35 0.247 |O I | | | 3.54 4.167 1.94 0.35 0.258 |O |I | | | 3.67 4.250 2.05 0.35 0.269 |O |I | | | 3.81 4.333 2.16 0.35 0.281 |O | I | | | 3.96 4.417 2.27 0.35 0.294 |O | I | | | 4.12 4.500 2.32 0.35 0.308 |O | I | | | 4.28 4.583 2.39 0.35 0.321 |O | I | | | 4.45 4.667 2.49 0.35 0.336 |O | I | | | 4.63 4.750 2.60 0.35 0.351 |O | I | | | 4.82 4.833 2.66 0.35 0.367 |O | I | | | 5.01 4.917 2.72 0.35 0.383 |O | I | | | 5.21 5.000 2.83 0.35 0.399 |O | I | | | 5.42 5.083 3.17 0.35 0.418 |O | I| | | 5.64 5.167 3.78 0.35 0.439 |O | |I | | 5.91 5.250 4.37 0.35 0.465 |O | | I | | 6.22 5.333 4.90 0.35 0.494 |O | | I| | 6.59 5.417 5.58 0.35 0.528 |O | | | I | 7.00 5.500 6.75 0.35 0.568 |O | | | I 7.50 5.583 4.53 0.35 0.605 |O | | I | | 7.95 5.667 1.95 0.39 0.624 |O |I | | | 8.30 5.750 0.91 0.41 0.631 |O I | | | | 8.43 5.833 0.63 0.41 0.634 |O I | | | | 8.48 5.917 0.45 0.41 0.635 |OI | | | | 8.50 6.000 0.29 0.41 0.635 |O | | | | 8.49 6.083 0.11 0.41 0.633 IO | | | | 8.46 6.167 0.02 0.40 0.631 IO | | | | 8.42 6.250 0.00 0.40 0.628 IO | | | | 8.37 6.333 0.00 0.39 0.625 IO | | | | 8.31 6.417 0.00 0.38 0.623 IO | | | | 8.26 6.500 0.00 0.38 0.620 IO | | | | 8.21 6.583 0.00 0.37 0.617 IO | | | | 8.16 6.667 0.00 0.36 0.615 IO | | | | 8.11 6.750 0.00 0.36 0.612 IO | | | | 8.07 6.833 0.00 0.35 0.610 IO | | | | 8.02 6.917 0.00 0.35 0.608 IO | | | | 7.98 7.000 0.00 0.35 0.605 IO | | | | 7.95 7.083 0.00 0.35 0.603 IO | | | | 7.92 7.167 0.00 0.35 0.600 IO | | | | 7.89 7.250 0.00 0.35 0.598 IO | | | | 7.86 7.333 0.00 0.35 0.596 IO | | | | 7.83 7.417 0.00 0.35 0.593 IO | | | | 7.80 7.500 0.00 0.35 0.591 IO | | | | 7.77 7.583 0.00 0.35 0.588 IO | | | | 7.74 7.667 0.00 0.35 0.586 IO | | | | 7.71 7.750 0.00 0.35 0.583 IO | | | | 7.68 7.833 0.00 0.35 0.581 IO | | | | 7.66 7.917 0.00 0.35 0.579 IO | | | | 7.63 8.000 0.00 0.35 0.576 IO | | | | 7.60 8.083 0.00 0.35 0.574 IO | | | | 7.57 8.167 0.00 0.35 0.571 IO | | | | 7.54 8.250 0.00 0.35 0.569 IO | | | | 7.51 8.333 0.00 0.35 0.567 IO | | | | 7.48 8.417 0.00 0.35 0.564 IO | | | | 7.45 8.500 0.00 0.35 0.562 IO | | | | 7.42 8.583 0.00 0.35 0.559 IO | | | | 7.39 8.667 0.00 0.35 0.557 IO | | | | 7.36 8.750 0.00 0.35 0.555 IO | | | | 7.33 8.833 0.00 0.35 0.552 IO | | | | 7.30 8.917 0.00 0.35 0.550 IO | | | | 7.27 9.000 0.00 0.35 0.547 IO | | | | 7.24 9.083 0.00 0.35 0.545 IO | | | | 7.21 9.167 0.00 0.35 0.542 IO | | | | 7.18 9.250 0.00 0.35 0.540 IO | | | | 7.15 9.333 0.00 0.35 0.538 IO | | | | 7.12 9.417 0.00 0.35 0.535 IO | | | | 7.09 9.500 0.00 0.35 0.533 IO | | | | 7.06 9.583 0.00 0.35 0.530 IO | | | | 7.03 9.667 0.00 0.35 0.528 IO | | | | 7.00 9.750 0.00 0.35 0.526 IO | | | | 6.97 9.833 0.00 0.35 0.523 IO | | | | 6.94 9.917 0.00 0.35 0.521 IO | | | | 6.91 10.000 0.00 0.35 0.518 IO | | | | 6.88 10.083 0.00 0.35 0.516 IO | | | | 6.85 10.167 0.00 0.35 0.514 IO | | | | 6.82 10.250 0.00 0.35 0.511 IO | | | | 6.79 10.333 0.00 0.35 0.509 IO | | | | 6.76 10.417 0.00 0.35 0.506 IO | | | | 6.73 10.500 0.00 0.35 0.504 IO | | | | 6.70 10.583 0.00 0.35 0.501 IO | | | | 6.67 10.667 0.00 0.35 0.499 IO | | | | 6.64 10.750 0.00 0.35 0.497 IO | | | | 6.61 10.833 0.00 0.35 0.494 IO | | | | 6.58 10.917 0.00 0.35 0.492 IO | | | | 6.56 11.000 0.00 0.35 0.489 IO | | | | 6.53 11.083 0.00 0.35 0.487 IO | | | | 6.50 11.167 0.00 0.35 0.485 IO | | | | 6.47 11.250 0.00 0.35 0.482 IO | | | | 6.44 11.333 0.00 0.35 0.480 IO | | | | 6.41 11.417 0.00 0.35 0.477 IO | | | | 6.38 11.500 0.00 0.35 0.475 IO | | | | 6.35 11.583 0.00 0.35 0.473 IO | | | | 6.32 11.667 0.00 0.35 0.470 IO | | | | 6.29 11.750 0.00 0.35 0.468 IO | | | | 6.26 11.833 0.00 0.35 0.465 IO | | | | 6.23 11.917 0.00 0.35 0.463 IO | | | | 6.20 12.000 0.00 0.35 0.461 IO | | | | 6.17 12.083 0.00 0.35 0.458 IO | | | | 6.14 12.167 0.00 0.35 0.456 IO | | | | 6.11 12.250 0.00 0.35 0.453 IO | | | | 6.08 12.333 0.00 0.35 0.451 IO | | | | 6.05 12.417 0.00 0.35 0.448 IO | | | | 6.02 12.500 0.00 0.35 0.446 IO | | | | 5.99 12.583 0.00 0.35 0.444 IO | | | | 5.96 12.667 0.00 0.35 0.441 IO | | | | 5.93 12.750 0.00 0.35 0.439 IO | | | | 5.90 12.833 0.00 0.35 0.436 IO | | | | 5.87 12.917 0.00 0.35 0.434 IO | | | | 5.84 13.000 0.00 0.35 0.432 IO | | | | 5.81 13.083 0.00 0.35 0.429 IO | | | | 5.78 13.167 0.00 0.35 0.427 IO | | | | 5.75 13.250 0.00 0.35 0.424 IO | | | | 5.72 13.333 0.00 0.35 0.422 IO | | | | 5.69 13.417 0.00 0.35 0.420 IO | | | | 5.66 13.500 0.00 0.35 0.417 IO | | | | 5.63 13.583 0.00 0.35 0.415 IO | | | | 5.60 13.667 0.00 0.35 0.412 IO | | | | 5.57 13.750 0.00 0.35 0.410 IO | | | | 5.54 13.833 0.00 0.35 0.407 IO | | | | 5.51 13.917 0.00 0.35 0.405 IO | | | | 5.48 14.000 0.00 0.35 0.403 IO | | | | 5.46 14.083 0.00 0.35 0.400 IO | | | | 5.43 14.167 0.00 0.35 0.398 IO | | | | 5.40 14.250 0.00 0.35 0.395 IO | | | | 5.37 14.333 0.00 0.35 0.393 IO | | | | 5.34 14.417 0.00 0.35 0.391 IO | | | | 5.31 14.500 0.00 0.35 0.388 IO | | | | 5.28 14.583 0.00 0.35 0.386 IO | | | | 5.25 14.667 0.00 0.35 0.383 IO | | | | 5.22 14.750 0.00 0.35 0.381 IO | | | | 5.19 14.833 0.00 0.35 0.379 IO | | | | 5.16 14.917 0.00 0.35 0.376 IO | | | | 5.13 15.000 0.00 0.35 0.374 IO | | | | 5.10 15.083 0.00 0.35 0.371 IO | | | | 5.07 15.167 0.00 0.35 0.369 IO | | | | 5.04 15.250 0.00 0.35 0.367 IO | | | | 5.01 15.333 0.00 0.35 0.364 IO | | | | 4.98 15.417 0.00 0.35 0.362 IO | | | | 4.95 15.500 0.00 0.35 0.359 IO | | | | 4.92 15.583 0.00 0.35 0.357 IO | | | | 4.89 15.667 0.00 0.35 0.354 IO | | | | 4.86 15.750 0.00 0.35 0.352 IO | | | | 4.83 15.833 0.00 0.35 0.350 IO | | | | 4.80 15.917 0.00 0.35 0.347 IO | | | | 4.77 16.000 0.00 0.35 0.345 IO | | | | 4.74 16.083 0.00 0.35 0.342 IO | | | | 4.71 16.167 0.00 0.35 0.340 IO | | | | 4.68 16.250 0.00 0.35 0.338 IO | | | | 4.65 16.333 0.00 0.35 0.335 IO | | | | 4.62 16.417 0.00 0.35 0.333 IO | | | | 4.59 16.500 0.00 0.35 0.330 IO | | | | 4.56 16.583 0.00 0.35 0.328 IO | | | | 4.53 16.667 0.00 0.35 0.326 IO | | | | 4.50 16.750 0.00 0.35 0.323 IO | | | | 4.47 16.833 0.00 0.35 0.321 IO | | | | 4.44 16.917 0.00 0.35 0.318 IO | | | | 4.41 17.000 0.00 0.35 0.316 IO | | | | 4.38 17.083 0.00 0.35 0.313 IO | | | | 4.36 17.167 0.00 0.35 0.311 IO | | | | 4.33 17.250 0.00 0.35 0.309 IO | | | | 4.30 17.333 0.00 0.35 0.306 IO | | | | 4.27 17.417 0.00 0.35 0.304 IO | | | | 4.24 17.500 0.00 0.35 0.301 IO | | | | 4.21 17.583 0.00 0.35 0.299 IO | | | | 4.18 17.667 0.00 0.35 0.297 IO | | | | 4.15 17.750 0.00 0.35 0.294 IO | | | | 4.12 17.833 0.00 0.35 0.292 IO | | | | 4.09 17.917 0.00 0.35 0.289 IO | | | | 4.06 18.000 0.00 0.35 0.287 IO | | | | 4.03 18.083 0.00 0.35 0.285 IO | | | | 4.00 18.167 0.00 0.35 0.282 IO | | | | 3.97 18.250 0.00 0.35 0.280 IO | | | | 3.94 18.333 0.00 0.35 0.277 IO | | | | 3.91 18.417 0.00 0.35 0.275 IO | | | | 3.88 18.500 0.00 0.35 0.273 IO | | | | 3.85 18.583 0.00 0.35 0.270 IO | | | | 3.82 18.667 0.00 0.35 0.268 IO | | | | 3.79 18.750 0.00 0.35 0.265 IO | | | | 3.76 18.833 0.00 0.35 0.263 IO | | | | 3.73 18.917 0.00 0.35 0.260 IO | | | | 3.70 19.000 0.00 0.35 0.258 IO | | | | 3.67 19.083 0.00 0.35 0.256 IO | | | | 3.64 19.167 0.00 0.35 0.253 IO | | | | 3.61 19.250 0.00 0.35 0.251 IO | | | | 3.58 19.333 0.00 0.35 0.248 IO | | | | 3.55 19.417 0.00 0.35 0.246 IO | | | | 3.52 19.500 0.00 0.35 0.244 IO | | | | 3.49 19.583 0.00 0.35 0.241 IO | | | | 3.46 19.667 0.00 0.35 0.239 IO | | | | 3.43 19.750 0.00 0.35 0.236 IO | | | | 3.40 19.833 0.00 0.35 0.234 IO | | | | 3.37 19.917 0.00 0.35 0.232 IO | | | | 3.34 20.000 0.00 0.35 0.229 IO | | | | 3.31 20.083 0.00 0.35 0.227 IO | | | | 3.28 20.167 0.00 0.35 0.224 IO | | | | 3.26 20.250 0.00 0.35 0.222 IO | | | | 3.23 20.333 0.00 0.35 0.219 IO | | | | 3.20 20.417 0.00 0.35 0.217 IO | | | | 3.17 20.500 0.00 0.35 0.215 IO | | | | 3.14 20.583 0.00 0.35 0.212 IO | | | | 3.11 20.667 0.00 0.35 0.210 IO | | | | 3.08 20.750 0.00 0.35 0.207 IO | | | | 3.05 20.833 0.00 0.35 0.205 IO | | | | 3.02 20.917 0.00 0.35 0.203 IO | | | | 2.99 21.000 0.00 0.35 0.200 IO | | | | 2.96 21.083 0.00 0.35 0.198 IO | | | | 2.93 21.167 0.00 0.35 0.195 IO | | | | 2.90 21.250 0.00 0.35 0.193 IO | | | | 2.87 21.333 0.00 0.35 0.191 IO | | | | 2.84 21.417 0.00 0.35 0.188 IO | | | | 2.81 21.500 0.00 0.35 0.186 IO | | | | 2.78 21.583 0.00 0.35 0.183 IO | | | | 2.75 21.667 0.00 0.35 0.181 IO | | | | 2.72 21.750 0.00 0.35 0.178 IO | | | | 2.69 21.833 0.00 0.35 0.176 IO | | | | 2.66 21.917 0.00 0.35 0.174 IO | | | | 2.63 22.000 0.00 0.35 0.171 IO | | | | 2.60 22.083 0.00 0.35 0.169 IO | | | | 2.57 22.167 0.00 0.35 0.166 IO | | | | 2.54 22.250 0.00 0.35 0.164 IO | | | | 2.51 22.333 0.00 0.35 0.162 IO | | | | 2.48 22.417 0.00 0.35 0.159 IO | | | | 2.45 22.500 0.00 0.35 0.157 IO | | | | 2.42 22.583 0.00 0.35 0.154 IO | | | | 2.39 22.667 0.00 0.35 0.152 IO | | | | 2.36 22.750 0.00 0.35 0.150 IO | | | | 2.33 22.833 0.00 0.35 0.147 IO | | | | 2.30 22.917 0.00 0.35 0.145 IO | | | | 2.27 23.000 0.00 0.35 0.142 IO | | | | 2.24 23.083 0.00 0.35 0.140 IO | | | | 2.21 23.167 0.00 0.35 0.138 IO | | | | 2.18 23.250 0.00 0.35 0.135 IO | | | | 2.16 23.333 0.00 0.35 0.133 IO | | | | 2.13 23.417 0.00 0.35 0.130 IO | | | | 2.10 23.500 0.00 0.35 0.128 IO | | | | 2.07 23.583 0.00 0.35 0.125 IO | | | | 2.04 23.667 0.00 0.35 0.123 IO | | | | 2.01 23.750 0.00 0.35 0.121 IO | | | | 1.98 23.833 0.00 0.35 0.118 IO | | | | 1.95 23.917 0.00 0.35 0.116 IO | | | | 1.92 24.000 0.00 0.35 0.113 IO | | | | 1.89 24.083 0.00 0.35 0.111 IO | | | | 1.86 24.167 0.00 0.35 0.109 IO | | | | 1.83 24.250 0.00 0.35 0.106 IO | | | | 1.80 24.333 0.00 0.35 0.104 IO | | | | 1.77 24.417 0.00 0.35 0.101 IO | | | | 1.74 24.500 0.00 0.35 0.099 IO | | | | 1.71 24.583 0.00 0.35 0.097 IO | | | | 1.68 24.667 0.00 0.35 0.094 IO | | | | 1.65 24.750 0.00 0.35 0.092 IO | | | | 1.62 24.833 0.00 0.35 0.089 IO | | | | 1.59 24.917 0.00 0.35 0.087 IO | | | | 1.56 25.000 0.00 0.35 0.084 IO | | | | 1.53 25.083 0.00 0.35 0.082 IO | | | | 1.50 25.167 0.00 0.34 0.080 IO | | | | 1.46 25.250 0.00 0.33 0.077 IO | | | | 1.42 25.333 0.00 0.32 0.075 IO | | | | 1.37 25.417 0.00 0.31 0.073 IO | | | | 1.33 25.500 0.00 0.30 0.071 IO | | | | 1.30 25.583 0.00 0.29 0.069 IO | | | | 1.26 25.667 0.00 0.29 0.067 IO | | | | 1.22 25.750 0.00 0.28 0.065 IO | | | | 1.19 25.833 0.00 0.27 0.063 IO | | | | 1.15 25.917 0.00 0.26 0.061 IO | | | | 1.12 26.000 0.00 0.25 0.059 IO | | | | 1.09 26.083 0.00 0.25 0.058 IO | | | | 1.06 26.167 0.00 0.24 0.056 IO | | | | 1.02 26.250 0.00 0.23 0.054 IO | | | | 0.99 26.333 0.00 0.23 0.053 IO | | | | 0.97 26.417 0.00 0.22 0.051 IO | | | | 0.94 26.500 0.00 0.21 0.050 IO | | | | 0.91 26.583 0.00 0.21 0.048 O | | | | 0.88 26.667 0.00 0.20 0.047 O | | | | 0.86 26.750 0.00 0.19 0.046 O | | | | 0.83 26.833 0.00 0.19 0.044 O | | | | 0.81 26.917 0.00 0.18 0.043 O | | | | 0.79 27.000 0.00 0.18 0.042 O | | | | 0.76 27.083 0.00 0.17 0.041 O | | | | 0.74 27.167 0.00 0.17 0.039 O | | | | 0.72 27.250 0.00 0.16 0.038 O | | | | 0.70 27.333 0.00 0.16 0.037 O | | | | 0.68 27.417 0.00 0.15 0.036 O | | | | 0.66 27.500 0.00 0.15 0.035 O | | | | 0.64 27.583 0.00 0.15 0.034 O | | | | 0.62 27.667 0.00 0.14 0.033 O | | | | 0.60 27.750 0.00 0.14 0.032 O | | | | 0.59 27.833 0.00 0.13 0.031 O | | | | 0.57 27.917 0.00 0.13 0.030 O | | | | 0.55 28.000 0.00 0.13 0.029 O | | | | 0.54 28.083 0.00 0.12 0.028 O | | | | 0.52 28.167 0.00 0.12 0.028 O | | | | 0.51 28.250 0.00 0.11 0.027 O | | | | 0.49 28.333 0.00 0.11 0.026 O | | | | 0.48 28.417 0.00 0.11 0.025 O | | | | 0.46 28.500 0.00 0.10 0.025 O | | | | 0.45 28.583 0.00 0.10 0.024 O | | | | 0.44 28.667 0.00 0.10 0.023 O | | | | 0.42 28.750 0.00 0.10 0.023 O | | | | 0.41 28.833 0.00 0.09 0.022 O | | | | 0.40 28.917 0.00 0.09 0.021 O | | | | 0.39 29.000 0.00 0.09 0.021 O | | | | 0.38 29.083 0.00 0.09 0.020 O | | | | 0.37 29.167 0.00 0.08 0.019 O | | | | 0.36 29.250 0.00 0.08 0.019 O | | | | 0.35 29.333 0.00 0.08 0.018 O | | | | 0.34 29.417 0.00 0.08 0.018 O | | | | 0.33 29.500 0.00 0.07 0.017 O | | | | 0.32 29.583 0.00 0.07 0.017 O | | | | 0.31 29.667 0.00 0.07 0.016 O | | | | 0.30 29.750 0.00 0.07 0.016 O | | | | 0.29 29.833 0.00 0.07 0.015 O | | | | 0.28 29.917 0.00 0.06 0.015 O | | | | 0.27 30.000 0.00 0.06 0.014 O | | | | 0.26 30.083 0.00 0.06 0.014 O | | | | 0.26 30.167 0.00 0.06 0.014 O | | | | 0.25 30.250 0.00 0.06 0.013 O | | | | 0.24 30.333 0.00 0.05 0.013 O | | | | 0.24 30.417 0.00 0.05 0.013 O | | | | 0.23 30.500 0.00 0.05 0.012 O | | | | 0.22 30.583 0.00 0.05 0.012 O | | | | 0.22 30.667 0.00 0.05 0.011 O | | | | 0.21 30.750 0.00 0.05 0.011 O | | | | 0.20 30.833 0.00 0.05 0.011 O | | | | 0.20 30.917 0.00 0.04 0.010 O | | | | 0.19 31.000 0.00 0.04 0.010 O | | | | 0.19 31.083 0.00 0.04 0.010 O | | | | 0.18 31.167 0.00 0.04 0.010 O | | | | 0.18 31.250 0.00 0.04 0.009 O | | | | 0.17 31.333 0.00 0.04 0.009 O | | | | 0.17 31.417 0.00 0.04 0.009 O | | | | 0.16 31.500 0.00 0.04 0.009 O | | | | 0.16 31.583 0.00 0.04 0.008 O | | | | 0.15 31.667 0.00 0.03 0.008 O | | | | 0.15 31.750 0.00 0.03 0.008 O | | | | 0.14 31.833 0.00 0.03 0.008 O | | | | 0.14 31.917 0.00 0.03 0.007 O | | | | 0.13 32.000 0.00 0.03 0.007 O | | | | 0.13 32.083 0.00 0.03 0.007 O | | | | 0.13 32.167 0.00 0.03 0.007 O | | | | 0.12 32.250 0.00 0.03 0.007 O | | | | 0.12 32.333 0.00 0.03 0.006 O | | | | 0.12 32.417 0.00 0.03 0.006 O | | | | 0.11 32.500 0.00 0.03 0.006 O | | | | 0.11 32.583 0.00 0.02 0.006 O | | | | 0.11 32.667 0.00 0.02 0.006 O | | | | 0.10 32.750 0.00 0.02 0.005 O | | | | 0.10 32.833 0.00 0.02 0.005 O | | | | 0.10 32.917 0.00 0.02 0.005 O | | | | 0.09 33.000 0.00 0.02 0.005 O | | | | 0.09 33.083 0.00 0.02 0.005 O | | | | 0.09 33.167 0.00 0.02 0.005 O | | | | 0.09 33.250 0.00 0.02 0.005 O | | | | 0.08 33.333 0.00 0.02 0.004 O | | | | 0.08 33.417 0.00 0.02 0.004 O | | | | 0.08 33.500 0.00 0.02 0.004 O | | | | 0.08 33.583 0.00 0.02 0.004 O | | | | 0.07 33.667 0.00 0.02 0.004 O | | | | 0.07 33.750 0.00 0.02 0.004 O | | | | 0.07 33.833 0.00 0.02 0.004 O | | | | 0.07 33.917 0.00 0.02 0.004 O | | | | 0.07 34.000 0.00 0.02 0.004 O | | | | 0.06 34.083 0.00 0.01 0.003 O | | | | 0.06 34.167 0.00 0.01 0.003 O | | | | 0.06 34.250 0.00 0.01 0.003 O | | | | 0.06 34.333 0.00 0.01 0.003 O | | | | 0.06 34.417 0.00 0.01 0.003 O | | | | 0.06 34.500 0.00 0.01 0.003 O | | | | 0.05 34.583 0.00 0.01 0.003 O | | | | 0.05 34.667 0.00 0.01 0.003 O | | | | 0.05 34.750 0.00 0.01 0.003 O | | | | 0.05 34.833 0.00 0.01 0.003 O | | | | 0.05 34.917 0.00 0.01 0.003 O | | | | 0.05 35.000 0.00 0.01 0.002 O | | | | 0.05 35.083 0.00 0.01 0.002 O | | | | 0.04 35.167 0.00 0.01 0.002 O | | | | 0.04 35.250 0.00 0.01 0.002 O | | | | 0.04 35.333 0.00 0.01 0.002 O | | | | 0.04 35.417 0.00 0.01 0.002 O | | | | 0.04 35.500 0.00 0.01 0.002 O | | | | 0.04 35.583 0.00 0.01 0.002 O | | | | 0.04 35.667 0.00 0.01 0.002 O | | | | 0.04 35.750 0.00 0.01 0.002 O | | | | 0.03 35.833 0.00 0.01 0.002 O | | | | 0.03 35.917 0.00 0.01 0.002 O | | | | 0.03 36.000 0.00 0.01 0.002 O | | | | 0.03 36.083 0.00 0.01 0.002 O | | | | 0.03 36.167 0.00 0.01 0.002 O | | | | 0.03 36.250 0.00 0.01 0.002 O | | | | 0.03 36.333 0.00 0.01 0.002 O | | | | 0.03 36.417 0.00 0.01 0.002 O | | | | 0.03 36.500 0.00 0.01 0.001 O | | | | 0.03 36.583 0.00 0.01 0.001 O | | | | 0.03 36.667 0.00 0.01 0.001 O | | | | 0.03 36.750 0.00 0.01 0.001 O | | | | 0.02 36.833 0.00 0.01 0.001 O | | | | 0.02 36.917 0.00 0.01 0.001 O | | | | 0.02 37.000 0.00 0.01 0.001 O | | | | 0.02 37.083 0.00 0.01 0.001 O | | | | 0.02 37.167 0.00 0.00 0.001 O | | | | 0.02 37.250 0.00 0.00 0.001 O | | | | 0.02 37.333 0.00 0.00 0.001 O | | | | 0.02 37.417 0.00 0.00 0.001 O | | | | 0.02 37.500 0.00 0.00 0.001 O | | | | 0.02 37.583 0.00 0.00 0.001 O | | | | 0.02 37.667 0.00 0.00 0.001 O | | | | 0.02 37.750 0.00 0.00 0.001 O | | | | 0.02 37.833 0.00 0.00 0.001 O | | | | 0.02 37.917 0.00 0.00 0.001 O | | | | 0.02 38.000 0.00 0.00 0.001 O | | | | 0.02 38.083 0.00 0.00 0.001 O | | | | 0.02 38.167 0.00 0.00 0.001 O | | | | 0.01 38.250 0.00 0.00 0.001 O | | | | 0.01 38.333 0.00 0.00 0.001 O | | | | 0.01 38.417 0.00 0.00 0.001 O | | | | 0.01 38.500 0.00 0.00 0.001 O | | | | 0.01 38.583 0.00 0.00 0.001 O | | | | 0.01 38.667 0.00 0.00 0.001 O | | | | 0.01 38.750 0.00 0.00 0.001 O | | | | 0.01 38.833 0.00 0.00 0.001 O | | | | 0.01 38.917 0.00 0.00 0.001 O | | | | 0.01 39.000 0.00 0.00 0.001 O | | | | 0.01 39.083 0.00 0.00 0.001 O | | | | 0.01 39.167 0.00 0.00 0.001 O | | | | 0.01 39.250 0.00 0.00 0.001 O | | | | 0.01 39.333 0.00 0.00 0.001 O | | | | 0.01 39.417 0.00 0.00 0.001 O | | | | 0.01 39.500 0.00 0.00 0.001 O | | | | 0.01 39.583 0.00 0.00 0.000 O | | | | 0.01 39.667 0.00 0.00 0.000 O | | | | 0.01 39.750 0.00 0.00 0.000 O | | | | 0.01 39.833 0.00 0.00 0.000 O | | | | 0.01 39.917 0.00 0.00 0.000 O | | | | 0.01 40.000 0.00 0.00 0.000 O | | | | 0.01 40.083 0.00 0.00 0.000 O | | | | 0.01 40.167 0.00 0.00 0.000 O | | | | 0.01 40.250 0.00 0.00 0.000 O | | | | 0.01 40.333 0.00 0.00 0.000 O | | | | 0.01 40.417 0.00 0.00 0.000 O | | | | 0.01 40.500 0.00 0.00 0.000 O | | | | 0.01 40.583 0.00 0.00 0.000 O | | | | 0.01 40.667 0.00 0.00 0.000 O | | | | 0.01 40.750 0.00 0.00 0.000 O | | | | 0.01 40.833 0.00 0.00 0.000 O | | | | 0.01 40.917 0.00 0.00 0.000 O | | | | 0.01 41.000 0.00 0.00 0.000 O | | | | 0.01 41.083 0.00 0.00 0.000 O | | | | 0.01 41.167 0.00 0.00 0.000 O | | | | 0.01 41.250 0.00 0.00 0.000 O | | | | 0.01 41.333 0.00 0.00 0.000 O | | | | 0.00 41.417 0.00 0.00 0.000 O | | | | 0.00 41.500 0.00 0.00 0.000 O | | | | 0.00 41.583 0.00 0.00 0.000 O | | | | 0.00 41.667 0.00 0.00 0.000 O | | | | 0.00 41.750 0.00 0.00 0.000 O | | | | 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 501 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 0.415 (CFS) Total volume = 0.786 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** -------------------------------------------------------------------- FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 10/25/24 --------------------------------------------------------------------- DEXTER VILLAGE AREA B 2-YR 24-HR -------------------------------------------------------------------- Program License Serial Number 6094 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: COVEB.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 290 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 2.247 (CFS) Total volume = 1.365 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 22.000 **** RETARDING BASIN ROUTING **** ______________________________________________________________________ User entry of depth-outflow-storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 290 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 1.500 0.082 0.350 0.081 0.083 8.000 0.609 0.350 0.608 0.610 9.000 0.661 0.480 0.659 0.663 10.000 0.731 1.350 0.726 0.736 11.000 0.822 5.100 0.804 0.840 12.000 0.935 10.460 0.899 0.971 13.000 1.072 13.750 1.025 1.119 14.000 1.234 16.320 1.178 1.290 14.500 1.326 17.460 1.266 1.386 -------------------------------------------------------------------- Hydrograph Detention Basin Routing --------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 0.6 1.12 1.69 2.25 (Ft.) 0.083 0.07 0.00 0.000 O | | | | 0.00 0.167 0.12 0.00 0.001 OI | | | | 0.02 0.250 0.13 0.01 0.002 OI | | | | 0.03 0.333 0.17 0.01 0.003 O I | | | | 0.05 0.417 0.19 0.02 0.004 O I | | | | 0.07 0.500 0.20 0.02 0.005 O I | | | | 0.09 0.583 0.20 0.03 0.006 O I | | | | 0.11 0.667 0.20 0.03 0.007 O I | | | | 0.14 0.750 0.20 0.04 0.009 O I | | | | 0.16 0.833 0.23 0.04 0.010 O I | | | | 0.18 0.917 0.26 0.05 0.011 O I | | | | 0.20 1.000 0.26 0.05 0.013 O I | | | | 0.23 1.083 0.23 0.06 0.014 O I | | | | 0.25 1.167 0.20 0.06 0.015 O I | | | | 0.27 1.250 0.20 0.07 0.016 O I | | | | 0.29 1.333 0.20 0.07 0.017 |OI | | | | 0.31 1.417 0.20 0.08 0.018 |OI | | | | 0.32 1.500 0.20 0.08 0.018 |OI | | | | 0.34 1.583 0.20 0.08 0.019 |OI | | | | 0.35 1.667 0.20 0.09 0.020 |OI | | | | 0.37 1.750 0.20 0.09 0.021 |OI | | | | 0.38 1.833 0.23 0.09 0.022 |O I | | | | 0.40 1.917 0.26 0.10 0.023 |O I | | | | 0.42 2.000 0.26 0.10 0.024 |O I | | | | 0.44 2.083 0.26 0.11 0.025 |O I | | | | 0.46 2.167 0.26 0.11 0.026 |O I | | | | 0.48 2.250 0.26 0.12 0.027 |O I | | | | 0.50 2.333 0.26 0.12 0.028 |O I | | | | 0.51 2.417 0.26 0.12 0.029 |O I | | | | 0.53 2.500 0.26 0.13 0.030 |O I | | | | 0.55 2.583 0.30 0.13 0.031 |O I | | | | 0.57 2.667 0.33 0.14 0.032 |O I | | | | 0.59 2.750 0.33 0.14 0.034 | O I | | | | 0.61 2.833 0.33 0.15 0.035 | O I | | | | 0.64 2.917 0.33 0.15 0.036 | O I | | | | 0.66 3.000 0.33 0.16 0.037 | O I | | | | 0.68 3.083 0.33 0.16 0.038 | O I | | | | 0.70 3.167 0.33 0.17 0.040 | O I | | | | 0.72 3.250 0.33 0.17 0.041 | O I | | | | 0.74 3.333 0.33 0.18 0.042 | O I | | | | 0.76 3.417 0.33 0.18 0.043 | O I | | | | 0.78 3.500 0.33 0.19 0.044 | O I | | | | 0.80 3.583 0.33 0.19 0.045 | O I | | | | 0.82 3.667 0.33 0.19 0.046 | O I | | | | 0.84 3.750 0.33 0.20 0.047 | O I | | | | 0.85 3.833 0.37 0.20 0.048 | O I | | | | 0.87 3.917 0.39 0.21 0.049 | O I | | | | 0.89 4.000 0.40 0.21 0.050 | O I | | | | 0.92 4.083 0.40 0.22 0.051 | O I | | | | 0.94 4.167 0.40 0.22 0.053 | O I | | | | 0.96 4.250 0.40 0.23 0.054 | O I | | | | 0.98 4.333 0.43 0.23 0.055 | O I | | | | 1.00 4.417 0.46 0.24 0.056 | O I | | | | 1.03 4.500 0.46 0.25 0.058 | O I | | | | 1.06 4.583 0.46 0.25 0.059 | O I | | | | 1.08 4.667 0.46 0.26 0.061 | O I | | | | 1.11 4.750 0.46 0.27 0.062 | O I | | | | 1.14 4.833 0.50 0.27 0.064 | O I| | | | 1.16 4.917 0.52 0.28 0.065 | O I| | | | 1.19 5.000 0.53 0.29 0.067 | O I| | | | 1.22 5.083 0.46 0.29 0.068 | O I | | | | 1.25 5.167 0.41 0.30 0.069 | OI | | | | 1.27 5.250 0.40 0.30 0.070 | OI | | | | 1.28 5.333 0.43 0.30 0.071 | O I | | | | 1.29 5.417 0.46 0.31 0.072 | O I | | | | 1.31 5.500 0.46 0.31 0.073 | O I | | | | 1.33 5.583 0.50 0.32 0.074 | O I| | | | 1.35 5.667 0.52 0.32 0.075 | O I| | | | 1.38 5.750 0.53 0.33 0.077 | O I| | | | 1.40 5.833 0.53 0.33 0.078 | O I| | | | 1.43 5.917 0.53 0.34 0.079 | O I| | | | 1.45 6.000 0.53 0.34 0.081 | O I| | | | 1.47 6.083 0.56 0.35 0.082 | O I | | | 1.50 6.167 0.59 0.35 0.084 | O I | | | 1.52 6.250 0.59 0.35 0.085 | O I | | | 1.54 6.333 0.59 0.35 0.087 | O I | | | 1.56 6.417 0.59 0.35 0.089 | O I | | | 1.58 6.500 0.59 0.35 0.090 | O I | | | 1.60 6.583 0.63 0.35 0.092 | O I | | | 1.62 6.667 0.66 0.35 0.094 | O |I | | | 1.65 6.750 0.66 0.35 0.096 | O |I | | | 1.68 6.833 0.66 0.35 0.098 | O |I | | | 1.70 6.917 0.66 0.35 0.100 | O |I | | | 1.73 7.000 0.66 0.35 0.103 | O |I | | | 1.75 7.083 0.66 0.35 0.105 | O |I | | | 1.78 7.167 0.66 0.35 0.107 | O |I | | | 1.81 7.250 0.66 0.35 0.109 | O |I | | | 1.83 7.333 0.70 0.35 0.111 | O |I | | | 1.86 7.417 0.72 0.35 0.114 | O | I | | | 1.89 7.500 0.73 0.35 0.116 | O | I | | | 1.92 7.583 0.76 0.35 0.119 | O | I | | | 1.96 7.667 0.79 0.35 0.122 | O | I | | | 1.99 7.750 0.79 0.35 0.125 | O | I | | | 2.03 7.833 0.83 0.35 0.128 | O | I | | | 2.07 7.917 0.85 0.35 0.132 | O | I | | | 2.11 8.000 0.86 0.35 0.135 | O | I | | | 2.15 8.083 0.93 0.35 0.139 | O | I | | | 2.20 8.167 0.98 0.35 0.143 | O | I | | | 2.25 8.250 0.99 0.35 0.147 | O | I | | | 2.31 8.333 0.99 0.35 0.152 | O | I | | | 2.36 8.417 0.99 0.35 0.156 | O | I | | | 2.42 8.500 0.99 0.35 0.161 | O | I | | | 2.47 8.583 1.03 0.35 0.165 | O | I | | | 2.53 8.667 1.05 0.35 0.170 | O | I | | | 2.58 8.750 1.06 0.35 0.175 | O | I| | | 2.64 8.833 1.09 0.35 0.180 | O | I| | | 2.71 8.917 1.12 0.35 0.185 | O | I| | | 2.77 9.000 1.12 0.35 0.190 | O | I | | 2.84 9.083 1.19 0.35 0.196 | O | I | | 2.90 9.167 1.25 0.35 0.202 | O | |I | | 2.98 9.250 1.26 0.35 0.208 | O | |I | | 3.05 9.333 1.29 0.35 0.214 | O | | I | | 3.13 9.417 1.32 0.35 0.221 | O | | I | | 3.21 9.500 1.32 0.35 0.228 | O | | I | | 3.30 9.583 1.36 0.35 0.234 | O | | I | | 3.38 9.667 1.38 0.35 0.241 | O | | I | | 3.47 9.750 1.39 0.35 0.249 | O | | I | | 3.55 9.833 1.42 0.35 0.256 | O | | I | | 3.64 9.917 1.45 0.35 0.263 | O | | I | | 3.74 10.000 1.45 0.35 0.271 | O | | I | | 3.83 10.083 1.21 0.35 0.278 | O | |I | | 3.91 10.167 1.03 0.35 0.283 | O | I | | | 3.98 10.250 0.99 0.35 0.288 | O | I | | | 4.03 10.333 0.99 0.35 0.292 | O | I | | | 4.09 10.417 0.99 0.35 0.296 | O | I | | | 4.14 10.500 0.99 0.35 0.301 | O | I | | | 4.20 10.583 1.17 0.35 0.306 | O | I | | 4.26 10.667 1.30 0.35 0.312 | O | | I | | 4.33 10.750 1.32 0.35 0.318 | O | | I | | 4.42 10.833 1.32 0.35 0.325 | O | | I | | 4.50 10.917 1.32 0.35 0.332 | O | | I | | 4.58 11.000 1.32 0.35 0.339 | O | | I | | 4.66 11.083 1.29 0.35 0.345 | O | | I | | 4.74 11.167 1.26 0.35 0.351 | O | |I | | 4.82 11.250 1.26 0.35 0.358 | O | |I | | 4.90 11.333 1.26 0.35 0.364 | O | |I | | 4.98 11.417 1.26 0.35 0.370 | O | |I | | 5.05 11.500 1.26 0.35 0.376 | O | |I | | 5.13 11.583 1.19 0.35 0.382 | O | I | | 5.21 11.667 1.13 0.35 0.388 | O | I | | 5.27 11.750 1.12 0.35 0.393 | O | I | | 5.34 11.833 1.16 0.35 0.399 | O | I | | 5.41 11.917 1.18 0.35 0.404 | O | I | | 5.48 12.000 1.19 0.35 0.410 | O | I | | 5.55 12.083 1.43 0.35 0.417 | O | | I | | 5.63 12.167 1.62 0.35 0.425 | O | | I| | 5.73 12.250 1.65 0.35 0.434 | O | | I| | 5.84 12.333 1.69 0.35 0.443 | O | | I | 5.95 12.417 1.71 0.35 0.452 | O | | I | 6.07 12.500 1.72 0.35 0.462 | O | | I | 6.18 12.583 1.79 0.35 0.471 | O | | |I | 6.30 12.667 1.84 0.35 0.481 | O | | | I | 6.43 12.750 1.85 0.35 0.492 | O | | | I | 6.55 12.833 1.89 0.35 0.502 | O | | | I | 6.68 12.917 1.91 0.35 0.513 | O | | | I | 6.81 13.000 1.92 0.35 0.523 | O | | | I | 6.95 13.083 2.09 0.35 0.535 | O | | | I | 7.09 13.167 2.22 0.35 0.547 | O | | | I| 7.24 13.250 2.25 0.35 0.560 | O | | | I 7.40 13.333 2.25 0.35 0.573 | O | | | I 7.56 13.417 2.25 0.35 0.586 | O | | | I 7.72 13.500 2.25 0.35 0.599 | O | | | I 7.88 13.583 1.86 0.36 0.611 | O | | | I | 8.04 13.667 1.58 0.38 0.621 | O | | I | | 8.22 13.750 1.52 0.40 0.629 | O | | I | | 8.38 13.833 1.52 0.42 0.636 | O | | I | | 8.52 13.917 1.52 0.44 0.644 | O | | I | | 8.67 14.000 1.52 0.46 0.651 | O | | I | | 8.81 14.083 1.66 0.47 0.659 | O | | I| | 8.96 14.167 1.76 0.56 0.667 | O| | |I | 9.09 14.250 1.78 0.66 0.675 | |O | |I | 9.20 14.333 1.75 0.75 0.682 | | O | I | 9.31 14.417 1.72 0.83 0.689 | | O | I | 9.40 14.500 1.72 0.90 0.695 | | O | I | 9.48 14.583 1.72 0.97 0.700 | | O | I | 9.56 14.667 1.72 1.03 0.705 | | O | I | 9.63 14.750 1.72 1.09 0.710 | | O| I | 9.70 14.833 1.68 1.14 0.714 | | O I| | 9.75 14.917 1.66 1.18 0.717 | | O I| | 9.81 15.000 1.65 1.22 0.720 | | |O I| | 9.85 15.083 1.62 1.25 0.723 | | |O I| | 9.89 15.167 1.59 1.28 0.726 | | | O I | | 9.92 15.250 1.59 1.31 0.728 | | | O I | | 9.95 15.333 1.55 1.33 0.729 | | | O I | | 9.98 15.417 1.53 1.35 0.731 | | | O I | | 10.00 15.500 1.52 1.38 0.732 | | | O I | | 10.01 15.583 1.38 1.40 0.732 | | | O | | 10.01 15.667 1.28 1.38 0.732 | | | IO | | 10.01 15.750 1.26 1.35 0.731 | | |I O | | 10.00 15.833 1.26 1.34 0.730 | | |I O | | 9.99 15.917 1.26 1.34 0.730 | | |I O | | 9.98 16.000 1.26 1.33 0.729 | | |IO | | 9.98 16.083 0.73 1.30 0.727 | | I | O | | 9.94 16.167 0.34 1.24 0.722 | I | |O | | 9.87 16.250 0.26 1.16 0.716 | I | O | | 9.78 16.333 0.26 1.09 0.710 | I | O| | | 9.70 16.417 0.26 1.02 0.705 | I | O | | | 9.62 16.500 0.26 0.96 0.700 | I | O | | | 9.55 16.583 0.23 0.90 0.695 | I | O | | | 9.48 16.667 0.20 0.84 0.690 | I | O | | | 9.42 16.750 0.20 0.79 0.686 | I | O | | | 9.36 16.833 0.20 0.74 0.682 | I | O | | | 9.30 16.917 0.20 0.70 0.679 | I |O | | | 9.25 17.000 0.20 0.66 0.675 | I |O | | | 9.20 17.083 0.27 0.62 0.672 | I O | | | 9.16 17.167 0.32 0.60 0.670 | I O | | | 9.13 17.250 0.33 0.57 0.668 | I O | | | 9.11 17.333 0.33 0.55 0.667 | I O| | | | 9.08 17.417 0.33 0.53 0.665 | I O| | | | 9.06 17.500 0.33 0.52 0.664 | I O| | | | 9.04 17.583 0.33 0.50 0.663 | I O| | | | 9.03 17.667 0.33 0.49 0.662 | I O | | | | 9.01 17.750 0.33 0.48 0.661 | I O | | | | 8.99 17.833 0.30 0.48 0.659 | I O | | | | 8.97 17.917 0.27 0.47 0.658 | I O | | | | 8.95 18.000 0.26 0.47 0.657 | I O | | | | 8.92 18.083 0.26 0.47 0.655 | I O | | | | 8.89 18.167 0.26 0.46 0.654 | I O | | | | 8.87 18.250 0.26 0.46 0.653 | I O | | | | 8.84 18.333 0.26 0.46 0.651 | I O | | | | 8.81 18.417 0.26 0.45 0.650 | I O | | | | 8.79 18.500 0.26 0.45 0.649 | I O | | | | 8.76 18.583 0.23 0.45 0.647 | I O | | | | 8.74 18.667 0.20 0.44 0.646 | I O | | | | 8.71 18.750 0.20 0.44 0.644 | I O | | | | 8.68 18.833 0.16 0.43 0.642 | I O | | | | 8.64 18.917 0.14 0.43 0.640 |I O | | | | 8.60 19.000 0.13 0.42 0.638 |I O | | | | 8.57 19.083 0.17 0.42 0.637 | I O | | | | 8.53 19.167 0.19 0.41 0.635 | I O | | | | 8.50 19.250 0.20 0.41 0.633 | I O | | | | 8.47 19.333 0.23 0.41 0.632 | I O | | | | 8.44 19.417 0.26 0.40 0.631 | I O | | | | 8.42 19.500 0.26 0.40 0.630 | I O | | | | 8.40 19.583 0.23 0.40 0.629 | I O | | | | 8.38 19.667 0.20 0.40 0.628 | I O | | | | 8.36 19.750 0.20 0.39 0.626 | I O | | | | 8.33 19.833 0.16 0.39 0.625 | I O | | | | 8.31 19.917 0.14 0.39 0.623 |I O | | | | 8.27 20.000 0.13 0.38 0.622 |I O | | | | 8.24 20.083 0.17 0.38 0.620 | I O | | | | 8.21 20.167 0.19 0.37 0.619 | I O | | | | 8.19 20.250 0.20 0.37 0.617 | I O | | | | 8.16 20.333 0.20 0.37 0.616 | I O | | | | 8.14 20.417 0.20 0.37 0.615 | I O | | | | 8.12 20.500 0.20 0.36 0.614 | I O | | | | 8.09 20.583 0.20 0.36 0.613 | I O | | | | 8.07 20.667 0.20 0.36 0.612 | I O | | | | 8.05 20.750 0.20 0.35 0.611 | I O | | | | 8.03 20.833 0.16 0.35 0.609 | I O | | | | 8.01 20.917 0.14 0.35 0.608 |I O | | | | 7.99 21.000 0.13 0.35 0.607 |I O | | | | 7.97 21.083 0.17 0.35 0.605 | I O | | | | 7.95 21.167 0.19 0.35 0.604 | I O | | | | 7.94 21.250 0.20 0.35 0.603 | I O | | | | 7.93 21.333 0.16 0.35 0.602 | I O | | | | 7.91 21.417 0.14 0.35 0.600 |I O | | | | 7.89 21.500 0.13 0.35 0.599 |I O | | | | 7.88 21.583 0.17 0.35 0.598 | I O | | | | 7.86 21.667 0.19 0.35 0.596 | I O | | | | 7.84 21.750 0.20 0.35 0.595 | I O | | | | 7.83 21.833 0.16 0.35 0.594 | I O | | | | 7.82 21.917 0.14 0.35 0.593 |I O | | | | 7.80 22.000 0.13 0.35 0.591 |I O | | | | 7.78 22.083 0.17 0.35 0.590 | I O | | | | 7.76 22.167 0.19 0.35 0.589 | I O | | | | 7.75 22.250 0.20 0.35 0.588 | I O | | | | 7.74 22.333 0.16 0.35 0.587 | I O | | | | 7.72 22.417 0.14 0.35 0.585 |I O | | | | 7.71 22.500 0.13 0.35 0.584 |I O | | | | 7.69 22.583 0.13 0.35 0.582 |I O | | | | 7.67 22.667 0.13 0.35 0.581 |I O | | | | 7.65 22.750 0.13 0.35 0.579 |I O | | | | 7.63 22.833 0.13 0.35 0.578 |I O | | | | 7.61 22.917 0.13 0.35 0.576 |I O | | | | 7.60 23.000 0.13 0.35 0.575 |I O | | | | 7.58 23.083 0.13 0.35 0.573 |I O | | | | 7.56 23.167 0.13 0.35 0.572 |I O | | | | 7.54 23.250 0.13 0.35 0.570 |I O | | | | 7.52 23.333 0.13 0.35 0.569 |I O | | | | 7.50 23.417 0.13 0.35 0.567 |I O | | | | 7.48 23.500 0.13 0.35 0.566 |I O | | | | 7.47 23.583 0.13 0.35 0.564 |I O | | | | 7.45 23.667 0.13 0.35 0.563 |I O | | | | 7.43 23.750 0.13 0.35 0.561 |I O | | | | 7.41 23.833 0.13 0.35 0.560 |I O | | | | 7.39 23.917 0.13 0.35 0.558 |I O | | | | 7.37 24.000 0.13 0.35 0.557 |I O | | | | 7.35 24.083 0.06 0.35 0.555 I O | | | | 7.33 24.167 0.01 0.35 0.553 I O | | | | 7.31 24.250 0.00 0.35 0.550 I O | | | | 7.28 24.333 0.00 0.35 0.548 I O | | | | 7.25 24.417 0.00 0.35 0.546 I O | | | | 7.22 24.500 0.00 0.35 0.543 I O | | | | 7.19 24.583 0.00 0.35 0.541 I O | | | | 7.16 24.667 0.00 0.35 0.538 I O | | | | 7.13 24.750 0.00 0.35 0.536 I O | | | | 7.10 24.833 0.00 0.35 0.534 I O | | | | 7.07 24.917 0.00 0.35 0.531 I O | | | | 7.04 25.000 0.00 0.35 0.529 I O | | | | 7.01 25.083 0.00 0.35 0.526 I O | | | | 6.98 25.167 0.00 0.35 0.524 I O | | | | 6.95 25.250 0.00 0.35 0.521 I O | | | | 6.92 25.333 0.00 0.35 0.519 I O | | | | 6.89 25.417 0.00 0.35 0.517 I O | | | | 6.86 25.500 0.00 0.35 0.514 I O | | | | 6.83 25.583 0.00 0.35 0.512 I O | | | | 6.80 25.667 0.00 0.35 0.509 I O | | | | 6.77 25.750 0.00 0.35 0.507 I O | | | | 6.74 25.833 0.00 0.35 0.505 I O | | | | 6.71 25.917 0.00 0.35 0.502 I O | | | | 6.68 26.000 0.00 0.35 0.500 I O | | | | 6.65 26.083 0.00 0.35 0.497 I O | | | | 6.62 26.167 0.00 0.35 0.495 I O | | | | 6.59 26.250 0.00 0.35 0.493 I O | | | | 6.56 26.333 0.00 0.35 0.490 I O | | | | 6.53 26.417 0.00 0.35 0.488 I O | | | | 6.50 26.500 0.00 0.35 0.485 I O | | | | 6.47 26.583 0.00 0.35 0.483 I O | | | | 6.44 26.667 0.00 0.35 0.480 I O | | | | 6.41 26.750 0.00 0.35 0.478 I O | | | | 6.39 26.833 0.00 0.35 0.476 I O | | | | 6.36 26.917 0.00 0.35 0.473 I O | | | | 6.33 27.000 0.00 0.35 0.471 I O | | | | 6.30 27.083 0.00 0.35 0.468 I O | | | | 6.27 27.167 0.00 0.35 0.466 I O | | | | 6.24 27.250 0.00 0.35 0.464 I O | | | | 6.21 27.333 0.00 0.35 0.461 I O | | | | 6.18 27.417 0.00 0.35 0.459 I O | | | | 6.15 27.500 0.00 0.35 0.456 I O | | | | 6.12 27.583 0.00 0.35 0.454 I O | | | | 6.09 27.667 0.00 0.35 0.452 I O | | | | 6.06 27.750 0.00 0.35 0.449 I O | | | | 6.03 27.833 0.00 0.35 0.447 I O | | | | 6.00 27.917 0.00 0.35 0.444 I O | | | | 5.97 28.000 0.00 0.35 0.442 I O | | | | 5.94 28.083 0.00 0.35 0.440 I O | | | | 5.91 28.167 0.00 0.35 0.437 I O | | | | 5.88 28.250 0.00 0.35 0.435 I O | | | | 5.85 28.333 0.00 0.35 0.432 I O | | | | 5.82 28.417 0.00 0.35 0.430 I O | | | | 5.79 28.500 0.00 0.35 0.427 I O | | | | 5.76 28.583 0.00 0.35 0.425 I O | | | | 5.73 28.667 0.00 0.35 0.423 I O | | | | 5.70 28.750 0.00 0.35 0.420 I O | | | | 5.67 28.833 0.00 0.35 0.418 I O | | | | 5.64 28.917 0.00 0.35 0.415 I O | | | | 5.61 29.000 0.00 0.35 0.413 I O | | | | 5.58 29.083 0.00 0.35 0.411 I O | | | | 5.55 29.167 0.00 0.35 0.408 I O | | | | 5.52 29.250 0.00 0.35 0.406 I O | | | | 5.49 29.333 0.00 0.35 0.403 I O | | | | 5.46 29.417 0.00 0.35 0.401 I O | | | | 5.43 29.500 0.00 0.35 0.399 I O | | | | 5.40 29.583 0.00 0.35 0.396 I O | | | | 5.37 29.667 0.00 0.35 0.394 I O | | | | 5.34 29.750 0.00 0.35 0.391 I O | | | | 5.31 29.833 0.00 0.35 0.389 I O | | | | 5.29 29.917 0.00 0.35 0.386 I O | | | | 5.26 30.000 0.00 0.35 0.384 I O | | | | 5.23 30.083 0.00 0.35 0.382 I O | | | | 5.20 30.167 0.00 0.35 0.379 I O | | | | 5.17 30.250 0.00 0.35 0.377 I O | | | | 5.14 30.333 0.00 0.35 0.374 I O | | | | 5.11 30.417 0.00 0.35 0.372 I O | | | | 5.08 30.500 0.00 0.35 0.370 I O | | | | 5.05 30.583 0.00 0.35 0.367 I O | | | | 5.02 30.667 0.00 0.35 0.365 I O | | | | 4.99 30.750 0.00 0.35 0.362 I O | | | | 4.96 30.833 0.00 0.35 0.360 I O | | | | 4.93 30.917 0.00 0.35 0.358 I O | | | | 4.90 31.000 0.00 0.35 0.355 I O | | | | 4.87 31.083 0.00 0.35 0.353 I O | | | | 4.84 31.167 0.00 0.35 0.350 I O | | | | 4.81 31.250 0.00 0.35 0.348 I O | | | | 4.78 31.333 0.00 0.35 0.346 I O | | | | 4.75 31.417 0.00 0.35 0.343 I O | | | | 4.72 31.500 0.00 0.35 0.341 I O | | | | 4.69 31.583 0.00 0.35 0.338 I O | | | | 4.66 31.667 0.00 0.35 0.336 I O | | | | 4.63 31.750 0.00 0.35 0.333 I O | | | | 4.60 31.833 0.00 0.35 0.331 I O | | | | 4.57 31.917 0.00 0.35 0.329 I O | | | | 4.54 32.000 0.00 0.35 0.326 I O | | | | 4.51 32.083 0.00 0.35 0.324 I O | | | | 4.48 32.167 0.00 0.35 0.321 I O | | | | 4.45 32.250 0.00 0.35 0.319 I O | | | | 4.42 32.333 0.00 0.35 0.317 I O | | | | 4.39 32.417 0.00 0.35 0.314 I O | | | | 4.36 32.500 0.00 0.35 0.312 I O | | | | 4.33 32.583 0.00 0.35 0.309 I O | | | | 4.30 32.667 0.00 0.35 0.307 I O | | | | 4.27 32.750 0.00 0.35 0.305 I O | | | | 4.24 32.833 0.00 0.35 0.302 I O | | | | 4.21 32.917 0.00 0.35 0.300 I O | | | | 4.19 33.000 0.00 0.35 0.297 I O | | | | 4.16 33.083 0.00 0.35 0.295 I O | | | | 4.13 33.167 0.00 0.35 0.292 I O | | | | 4.10 33.250 0.00 0.35 0.290 I O | | | | 4.07 33.333 0.00 0.35 0.288 I O | | | | 4.04 33.417 0.00 0.35 0.285 I O | | | | 4.01 33.500 0.00 0.35 0.283 I O | | | | 3.98 33.583 0.00 0.35 0.280 I O | | | | 3.95 33.667 0.00 0.35 0.278 I O | | | | 3.92 33.750 0.00 0.35 0.276 I O | | | | 3.89 33.833 0.00 0.35 0.273 I O | | | | 3.86 33.917 0.00 0.35 0.271 I O | | | | 3.83 34.000 0.00 0.35 0.268 I O | | | | 3.80 34.083 0.00 0.35 0.266 I O | | | | 3.77 34.167 0.00 0.35 0.264 I O | | | | 3.74 34.250 0.00 0.35 0.261 I O | | | | 3.71 34.333 0.00 0.35 0.259 I O | | | | 3.68 34.417 0.00 0.35 0.256 I O | | | | 3.65 34.500 0.00 0.35 0.254 I O | | | | 3.62 34.583 0.00 0.35 0.251 I O | | | | 3.59 34.667 0.00 0.35 0.249 I O | | | | 3.56 34.750 0.00 0.35 0.247 I O | | | | 3.53 34.833 0.00 0.35 0.244 I O | | | | 3.50 34.917 0.00 0.35 0.242 I O | | | | 3.47 35.000 0.00 0.35 0.239 I O | | | | 3.44 35.083 0.00 0.35 0.237 I O | | | | 3.41 35.167 0.00 0.35 0.235 I O | | | | 3.38 35.250 0.00 0.35 0.232 I O | | | | 3.35 35.333 0.00 0.35 0.230 I O | | | | 3.32 35.417 0.00 0.35 0.227 I O | | | | 3.29 35.500 0.00 0.35 0.225 I O | | | | 3.26 35.583 0.00 0.35 0.223 I O | | | | 3.23 35.667 0.00 0.35 0.220 I O | | | | 3.20 35.750 0.00 0.35 0.218 I O | | | | 3.17 35.833 0.00 0.35 0.215 I O | | | | 3.14 35.917 0.00 0.35 0.213 I O | | | | 3.11 36.000 0.00 0.35 0.211 I O | | | | 3.09 36.083 0.00 0.35 0.208 I O | | | | 3.06 36.167 0.00 0.35 0.206 I O | | | | 3.03 36.250 0.00 0.35 0.203 I O | | | | 3.00 36.333 0.00 0.35 0.201 I O | | | | 2.97 36.417 0.00 0.35 0.198 I O | | | | 2.94 36.500 0.00 0.35 0.196 I O | | | | 2.91 36.583 0.00 0.35 0.194 I O | | | | 2.88 36.667 0.00 0.35 0.191 I O | | | | 2.85 36.750 0.00 0.35 0.189 I O | | | | 2.82 36.833 0.00 0.35 0.186 I O | | | | 2.79 36.917 0.00 0.35 0.184 I O | | | | 2.76 37.000 0.00 0.35 0.182 I O | | | | 2.73 37.083 0.00 0.35 0.179 I O | | | | 2.70 37.167 0.00 0.35 0.177 I O | | | | 2.67 37.250 0.00 0.35 0.174 I O | | | | 2.64 37.333 0.00 0.35 0.172 I O | | | | 2.61 37.417 0.00 0.35 0.170 I O | | | | 2.58 37.500 0.00 0.35 0.167 I O | | | | 2.55 37.583 0.00 0.35 0.165 I O | | | | 2.52 37.667 0.00 0.35 0.162 I O | | | | 2.49 37.750 0.00 0.35 0.160 I O | | | | 2.46 37.833 0.00 0.35 0.157 I O | | | | 2.43 37.917 0.00 0.35 0.155 I O | | | | 2.40 38.000 0.00 0.35 0.153 I O | | | | 2.37 38.083 0.00 0.35 0.150 I O | | | | 2.34 38.167 0.00 0.35 0.148 I O | | | | 2.31 38.250 0.00 0.35 0.145 I O | | | | 2.28 38.333 0.00 0.35 0.143 I O | | | | 2.25 38.417 0.00 0.35 0.141 I O | | | | 2.22 38.500 0.00 0.35 0.138 I O | | | | 2.19 38.583 0.00 0.35 0.136 I O | | | | 2.16 38.667 0.00 0.35 0.133 I O | | | | 2.13 38.750 0.00 0.35 0.131 I O | | | | 2.10 38.833 0.00 0.35 0.129 I O | | | | 2.07 38.917 0.00 0.35 0.126 I O | | | | 2.04 39.000 0.00 0.35 0.124 I O | | | | 2.01 39.083 0.00 0.35 0.121 I O | | | | 1.99 39.167 0.00 0.35 0.119 I O | | | | 1.96 39.250 0.00 0.35 0.117 I O | | | | 1.93 39.333 0.00 0.35 0.114 I O | | | | 1.90 39.417 0.00 0.35 0.112 I O | | | | 1.87 39.500 0.00 0.35 0.109 I O | | | | 1.84 39.583 0.00 0.35 0.107 I O | | | | 1.81 39.667 0.00 0.35 0.104 I O | | | | 1.78 39.750 0.00 0.35 0.102 I O | | | | 1.75 39.833 0.00 0.35 0.100 I O | | | | 1.72 39.917 0.00 0.35 0.097 I O | | | | 1.69 40.000 0.00 0.35 0.095 I O | | | | 1.66 40.083 0.00 0.35 0.092 I O | | | | 1.63 40.167 0.00 0.35 0.090 I O | | | | 1.60 40.250 0.00 0.35 0.088 I O | | | | 1.57 40.333 0.00 0.35 0.085 I O | | | | 1.54 40.417 0.00 0.35 0.083 I O | | | | 1.51 40.500 0.00 0.34 0.080 I O | | | | 1.47 40.583 0.00 0.33 0.078 I O | | | | 1.43 40.667 0.00 0.32 0.076 I O | | | | 1.39 40.750 0.00 0.31 0.074 I O | | | | 1.35 40.833 0.00 0.31 0.071 I O | | | | 1.31 40.917 0.00 0.30 0.069 I O | | | | 1.27 41.000 0.00 0.29 0.067 I O | | | | 1.23 41.083 0.00 0.28 0.065 I O | | | | 1.20 41.167 0.00 0.27 0.064 I O | | | | 1.16 41.250 0.00 0.26 0.062 I O | | | | 1.13 41.333 0.00 0.26 0.060 I O | | | | 1.10 41.417 0.00 0.25 0.058 I O | | | | 1.06 41.500 0.00 0.24 0.056 I O | | | | 1.03 41.583 0.00 0.23 0.055 I O | | | | 1.00 41.667 0.00 0.23 0.053 I O | | | | 0.97 41.750 0.00 0.22 0.052 I O | | | | 0.95 41.833 0.00 0.21 0.050 I O | | | | 0.92 41.917 0.00 0.21 0.049 I O | | | | 0.89 42.000 0.00 0.20 0.047 I O | | | | 0.87 42.083 0.00 0.20 0.046 I O | | | | 0.84 42.167 0.00 0.19 0.045 I O | | | | 0.82 42.250 0.00 0.19 0.043 I O | | | | 0.79 42.333 0.00 0.18 0.042 I O | | | | 0.77 42.417 0.00 0.17 0.041 I O | | | | 0.75 42.500 0.00 0.17 0.040 I O | | | | 0.73 42.583 0.00 0.16 0.039 I O | | | | 0.71 42.667 0.00 0.16 0.037 I O | | | | 0.68 42.750 0.00 0.16 0.036 I O | | | | 0.66 42.833 0.00 0.15 0.035 I O | | | | 0.65 42.917 0.00 0.15 0.034 I O | | | | 0.63 43.000 0.00 0.14 0.033 I O | | | | 0.61 43.083 0.00 0.14 0.032 IO | | | | 0.59 43.167 0.00 0.13 0.031 IO | | | | 0.57 43.250 0.00 0.13 0.030 IO | | | | 0.56 43.333 0.00 0.13 0.030 IO | | | | 0.54 43.417 0.00 0.12 0.029 IO | | | | 0.53 43.500 0.00 0.12 0.028 IO | | | | 0.51 43.583 0.00 0.12 0.027 IO | | | | 0.50 43.667 0.00 0.11 0.026 IO | | | | 0.48 43.750 0.00 0.11 0.026 IO | | | | 0.47 43.833 0.00 0.11 0.025 IO | | | | 0.45 43.917 0.00 0.10 0.024 IO | | | | 0.44 44.000 0.00 0.10 0.023 IO | | | | 0.43 44.083 0.00 0.10 0.023 IO | | | | 0.42 44.167 0.00 0.09 0.022 IO | | | | 0.40 44.250 0.00 0.09 0.021 IO | | | | 0.39 44.333 0.00 0.09 0.021 IO | | | | 0.38 44.417 0.00 0.09 0.020 IO | | | | 0.37 44.500 0.00 0.08 0.020 IO | | | | 0.36 44.583 0.00 0.08 0.019 IO | | | | 0.35 44.667 0.00 0.08 0.018 IO | | | | 0.34 44.750 0.00 0.08 0.018 IO | | | | 0.33 44.833 0.00 0.07 0.017 IO | | | | 0.32 44.917 0.00 0.07 0.017 IO | | | | 0.31 45.000 0.00 0.07 0.016 O | | | | 0.30 45.083 0.00 0.07 0.016 O | | | | 0.29 45.167 0.00 0.07 0.015 O | | | | 0.28 45.250 0.00 0.06 0.015 O | | | | 0.28 45.333 0.00 0.06 0.015 O | | | | 0.27 45.417 0.00 0.06 0.014 O | | | | 0.26 45.500 0.00 0.06 0.014 O | | | | 0.25 45.583 0.00 0.06 0.013 O | | | | 0.24 45.667 0.00 0.06 0.013 O | | | | 0.24 45.750 0.00 0.05 0.013 O | | | | 0.23 45.833 0.00 0.05 0.012 O | | | | 0.22 45.917 0.00 0.05 0.012 O | | | | 0.22 46.000 0.00 0.05 0.012 O | | | | 0.21 46.083 0.00 0.05 0.011 O | | | | 0.21 46.167 0.00 0.05 0.011 O | | | | 0.20 46.250 0.00 0.05 0.011 O | | | | 0.19 46.333 0.00 0.04 0.010 O | | | | 0.19 46.417 0.00 0.04 0.010 O | | | | 0.18 46.500 0.00 0.04 0.010 O | | | | 0.18 46.583 0.00 0.04 0.009 O | | | | 0.17 46.667 0.00 0.04 0.009 O | | | | 0.17 46.750 0.00 0.04 0.009 O | | | | 0.16 46.833 0.00 0.04 0.009 O | | | | 0.16 46.917 0.00 0.04 0.008 O | | | | 0.15 47.000 0.00 0.03 0.008 O | | | | 0.15 47.083 0.00 0.03 0.008 O | | | | 0.14 47.167 0.00 0.03 0.008 O | | | | 0.14 47.250 0.00 0.03 0.007 O | | | | 0.14 47.333 0.00 0.03 0.007 O | | | | 0.13 47.417 0.00 0.03 0.007 O | | | | 0.13 47.500 0.00 0.03 0.007 O | | | | 0.12 47.583 0.00 0.03 0.007 O | | | | 0.12 47.667 0.00 0.03 0.006 O | | | | 0.12 47.750 0.00 0.03 0.006 O | | | | 0.11 47.833 0.00 0.03 0.006 O | | | | 0.11 47.917 0.00 0.03 0.006 O | | | | 0.11 48.000 0.00 0.02 0.006 O | | | | 0.10 48.083 0.00 0.02 0.006 O | | | | 0.10 48.167 0.00 0.02 0.005 O | | | | 0.10 48.250 0.00 0.02 0.005 O | | | | 0.10 48.333 0.00 0.02 0.005 O | | | | 0.09 48.417 0.00 0.02 0.005 O | | | | 0.09 48.500 0.00 0.02 0.005 O | | | | 0.09 48.583 0.00 0.02 0.005 O | | | | 0.08 48.667 0.00 0.02 0.005 O | | | | 0.08 48.750 0.00 0.02 0.004 O | | | | 0.08 48.833 0.00 0.02 0.004 O | | | | 0.08 48.917 0.00 0.02 0.004 O | | | | 0.08 49.000 0.00 0.02 0.004 O | | | | 0.07 49.083 0.00 0.02 0.004 O | | | | 0.07 49.167 0.00 0.02 0.004 O | | | | 0.07 49.250 0.00 0.02 0.004 O | | | | 0.07 49.333 0.00 0.02 0.004 O | | | | 0.07 49.417 0.00 0.01 0.003 O | | | | 0.06 49.500 0.00 0.01 0.003 O | | | | 0.06 49.583 0.00 0.01 0.003 O | | | | 0.06 49.667 0.00 0.01 0.003 O | | | | 0.06 49.750 0.00 0.01 0.003 O | | | | 0.06 49.833 0.00 0.01 0.003 O | | | | 0.05 49.917 0.00 0.01 0.003 O | | | | 0.05 50.000 0.00 0.01 0.003 O | | | | 0.05 50.083 0.00 0.01 0.003 O | | | | 0.05 50.167 0.00 0.01 0.003 O | | | | 0.05 50.250 0.00 0.01 0.003 O | | | | 0.05 50.333 0.00 0.01 0.003 O | | | | 0.05 50.417 0.00 0.01 0.002 O | | | | 0.04 50.500 0.00 0.01 0.002 O | | | | 0.04 50.583 0.00 0.01 0.002 O | | | | 0.04 50.667 0.00 0.01 0.002 O | | | | 0.04 50.750 0.00 0.01 0.002 O | | | | 0.04 50.833 0.00 0.01 0.002 O | | | | 0.04 50.917 0.00 0.01 0.002 O | | | | 0.04 51.000 0.00 0.01 0.002 O | | | | 0.04 51.083 0.00 0.01 0.002 O | | | | 0.04 51.167 0.00 0.01 0.002 O | | | | 0.03 51.250 0.00 0.01 0.002 O | | | | 0.03 51.333 0.00 0.01 0.002 O | | | | 0.03 51.417 0.00 0.01 0.002 O | | | | 0.03 51.500 0.00 0.01 0.002 O | | | | 0.03 51.583 0.00 0.01 0.002 O | | | | 0.03 51.667 0.00 0.01 0.002 O | | | | 0.03 51.750 0.00 0.01 0.002 O | | | | 0.03 51.833 0.00 0.01 0.001 O | | | | 0.03 51.917 0.00 0.01 0.001 O | | | | 0.03 52.000 0.00 0.01 0.001 O | | | | 0.03 52.083 0.00 0.01 0.001 O | | | | 0.02 52.167 0.00 0.01 0.001 O | | | | 0.02 52.250 0.00 0.01 0.001 O | | | | 0.02 52.333 0.00 0.01 0.001 O | | | | 0.02 52.417 0.00 0.01 0.001 O | | | | 0.02 52.500 0.00 0.00 0.001 O | | | | 0.02 52.583 0.00 0.00 0.001 O | | | | 0.02 52.667 0.00 0.00 0.001 O | | | | 0.02 52.750 0.00 0.00 0.001 O | | | | 0.02 52.833 0.00 0.00 0.001 O | | | | 0.02 52.917 0.00 0.00 0.001 O | | | | 0.02 53.000 0.00 0.00 0.001 O | | | | 0.02 53.083 0.00 0.00 0.001 O | | | | 0.02 53.167 0.00 0.00 0.001 O | | | | 0.02 53.250 0.00 0.00 0.001 O | | | | 0.02 53.333 0.00 0.00 0.001 O | | | | 0.02 53.417 0.00 0.00 0.001 O | | | | 0.02 53.500 0.00 0.00 0.001 O | | | | 0.01 53.583 0.00 0.00 0.001 O | | | | 0.01 53.667 0.00 0.00 0.001 O | | | | 0.01 53.750 0.00 0.00 0.001 O | | | | 0.01 53.833 0.00 0.00 0.001 O | | | | 0.01 53.917 0.00 0.00 0.001 O | | | | 0.01 54.000 0.00 0.00 0.001 O | | | | 0.01 54.083 0.00 0.00 0.001 O | | | | 0.01 54.167 0.00 0.00 0.001 O | | | | 0.01 54.250 0.00 0.00 0.001 O | | | | 0.01 54.333 0.00 0.00 0.001 O | | | | 0.01 54.417 0.00 0.00 0.001 O | | | | 0.01 54.500 0.00 0.00 0.001 O | | | | 0.01 54.583 0.00 0.00 0.001 O | | | | 0.01 54.667 0.00 0.00 0.001 O | | | | 0.01 54.750 0.00 0.00 0.001 O | | | | 0.01 54.833 0.00 0.00 0.001 O | | | | 0.01 54.917 0.00 0.00 0.000 O | | | | 0.01 55.000 0.00 0.00 0.000 O | | | | 0.01 55.083 0.00 0.00 0.000 O | | | | 0.01 55.167 0.00 0.00 0.000 O | | | | 0.01 55.250 0.00 0.00 0.000 O | | | | 0.01 55.333 0.00 0.00 0.000 O | | | | 0.01 55.417 0.00 0.00 0.000 O | | | | 0.01 55.500 0.00 0.00 0.000 O | | | | 0.01 55.583 0.00 0.00 0.000 O | | | | 0.01 55.667 0.00 0.00 0.000 O | | | | 0.01 55.750 0.00 0.00 0.000 O | | | | 0.01 55.833 0.00 0.00 0.000 O | | | | 0.01 55.917 0.00 0.00 0.000 O | | | | 0.01 56.000 0.00 0.00 0.000 O | | | | 0.01 56.083 0.00 0.00 0.000 O | | | | 0.01 56.167 0.00 0.00 0.000 O | | | | 0.01 56.250 0.00 0.00 0.000 O | | | | 0.01 56.333 0.00 0.00 0.000 O | | | | 0.01 56.417 0.00 0.00 0.000 O | | | | 0.01 56.500 0.00 0.00 0.000 O | | | | 0.01 56.583 0.00 0.00 0.000 O | | | | 0.01 56.667 0.00 0.00 0.000 O | | | | 0.00 56.750 0.00 0.00 0.000 O | | | | 0.00 56.833 0.00 0.00 0.000 O | | | | 0.00 56.917 0.00 0.00 0.000 O | | | | 0.00 57.000 0.00 0.00 0.000 O | | | | 0.00 57.083 0.00 0.00 0.000 O | | | | 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 685 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 1.399 (CFS) Total volume = 1.365 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** -------------------------------------------------------------------- FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 10/25/24 --------------------------------------------------------------------- DEXTER VILLAGE AREA C 2-YR 1-HR -------------------------------------------------------------------- Program License Serial Number 6094 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: COVEAREAC.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 14 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 8.780 (CFS) Total volume = 0.252 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 32.000 **** RETARDING BASIN ROUTING **** ______________________________________________________________________ User entry of depth-outflow-storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 14 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 1.500 0.102 0.640 0.100 0.104 9.000 0.819 0.640 0.817 0.821 9.500 0.837 0.640 0.835 0.839 10.500 0.887 0.640 0.885 0.889 11.500 0.958 0.640 0.956 0.960 12.500 1.051 0.640 1.049 1.053 13.500 1.168 0.640 1.166 1.170 14.500 1.311 0.640 1.309 1.313 15.500 1.489 0.640 1.487 1.491 -------------------------------------------------------------------- Hydrograph Detention Basin Routing --------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 2.2 4.39 6.58 8.78 (Ft.) 0.083 0.83 0.02 0.003 O I | | | | 0.04 0.167 1.35 0.06 0.010 O I | | | | 0.15 0.250 1.61 0.12 0.020 O I | | | | 0.29 0.333 1.71 0.19 0.030 O I | | | | 0.44 0.417 1.78 0.25 0.040 O I | | | | 0.59 0.500 1.95 0.32 0.051 |O I| | | | 0.75 0.583 2.34 0.40 0.064 |O I | | | 0.94 0.667 2.90 0.49 0.079 |O | I | | | 1.16 0.750 4.25 0.62 0.099 | O | I| | | 1.46 0.833 8.78 0.64 0.140 | O | | | I 1.90 0.917 5.93 0.64 0.186 | O | | I | | 2.38 1.000 2.45 0.64 0.211 | O I | | | 2.64 1.083 0.70 0.64 0.217 | O | | | | 2.70 1.167 0.08 0.64 0.215 I O | | | | 2.68 1.250 0.00 0.64 0.211 I O | | | | 2.64 1.333 0.00 0.64 0.207 I O | | | | 2.59 1.417 0.00 0.64 0.202 I O | | | | 2.55 1.500 0.00 0.64 0.198 I O | | | | 2.50 1.583 0.00 0.64 0.193 I O | | | | 2.46 1.667 0.00 0.64 0.189 I O | | | | 2.41 1.750 0.00 0.64 0.185 I O | | | | 2.36 1.833 0.00 0.64 0.180 I O | | | | 2.32 1.917 0.00 0.64 0.176 I O | | | | 2.27 2.000 0.00 0.64 0.171 I O | | | | 2.23 2.083 0.00 0.64 0.167 I O | | | | 2.18 2.167 0.00 0.64 0.163 I O | | | | 2.13 2.250 0.00 0.64 0.158 I O | | | | 2.09 2.333 0.00 0.64 0.154 I O | | | | 2.04 2.417 0.00 0.64 0.149 I O | | | | 2.00 2.500 0.00 0.64 0.145 I O | | | | 1.95 2.583 0.00 0.64 0.141 I O | | | | 1.90 2.667 0.00 0.64 0.136 I O | | | | 1.86 2.750 0.00 0.64 0.132 I O | | | | 1.81 2.833 0.00 0.64 0.127 I O | | | | 1.77 2.917 0.00 0.64 0.123 I O | | | | 1.72 3.000 0.00 0.64 0.119 I O | | | | 1.67 3.083 0.00 0.64 0.114 I O | | | | 1.63 3.167 0.00 0.64 0.110 I O | | | | 1.58 3.250 0.00 0.64 0.105 I O | | | | 1.53 3.333 0.00 0.63 0.101 I O | | | | 1.48 3.417 0.00 0.61 0.097 I O | | | | 1.42 3.500 0.00 0.58 0.093 I O | | | | 1.36 3.583 0.00 0.56 0.089 I O | | | | 1.30 3.667 0.00 0.53 0.085 IO | | | | 1.25 3.750 0.00 0.51 0.081 IO | | | | 1.20 3.833 0.00 0.49 0.078 IO | | | | 1.15 3.917 0.00 0.47 0.075 IO | | | | 1.10 4.000 0.00 0.45 0.071 IO | | | | 1.05 4.083 0.00 0.43 0.068 IO | | | | 1.01 4.167 0.00 0.41 0.066 IO | | | | 0.96 4.250 0.00 0.39 0.063 IO | | | | 0.92 4.333 0.00 0.38 0.060 IO | | | | 0.88 4.417 0.00 0.36 0.058 IO | | | | 0.85 4.500 0.00 0.35 0.055 IO | | | | 0.81 4.583 0.00 0.33 0.053 IO | | | | 0.78 4.667 0.00 0.32 0.051 IO | | | | 0.74 4.750 0.00 0.30 0.048 IO | | | | 0.71 4.833 0.00 0.29 0.046 IO | | | | 0.68 4.917 0.00 0.28 0.044 IO | | | | 0.65 5.000 0.00 0.27 0.043 O | | | | 0.63 5.083 0.00 0.26 0.041 O | | | | 0.60 5.167 0.00 0.24 0.039 O | | | | 0.57 5.250 0.00 0.23 0.037 O | | | | 0.55 5.333 0.00 0.22 0.036 O | | | | 0.53 5.417 0.00 0.21 0.034 O | | | | 0.50 5.500 0.00 0.21 0.033 O | | | | 0.48 5.583 0.00 0.20 0.031 O | | | | 0.46 5.667 0.00 0.19 0.030 O | | | | 0.44 5.750 0.00 0.18 0.029 O | | | | 0.42 5.833 0.00 0.17 0.028 O | | | | 0.41 5.917 0.00 0.17 0.026 O | | | | 0.39 6.000 0.00 0.16 0.025 O | | | | 0.37 6.083 0.00 0.15 0.024 O | | | | 0.36 6.167 0.00 0.15 0.023 O | | | | 0.34 6.250 0.00 0.14 0.022 O | | | | 0.33 6.333 0.00 0.13 0.021 O | | | | 0.31 6.417 0.00 0.13 0.020 O | | | | 0.30 6.500 0.00 0.12 0.020 O | | | | 0.29 6.583 0.00 0.12 0.019 O | | | | 0.28 6.667 0.00 0.11 0.018 O | | | | 0.26 6.750 0.00 0.11 0.017 O | | | | 0.25 6.833 0.00 0.10 0.016 O | | | | 0.24 6.917 0.00 0.10 0.016 O | | | | 0.23 7.000 0.00 0.09 0.015 O | | | | 0.22 7.083 0.00 0.09 0.014 O | | | | 0.21 7.167 0.00 0.09 0.014 O | | | | 0.20 7.250 0.00 0.08 0.013 O | | | | 0.19 7.333 0.00 0.08 0.013 O | | | | 0.19 7.417 0.00 0.08 0.012 O | | | | 0.18 7.500 0.00 0.07 0.012 O | | | | 0.17 7.583 0.00 0.07 0.011 O | | | | 0.16 7.667 0.00 0.07 0.011 O | | | | 0.16 7.750 0.00 0.06 0.010 O | | | | 0.15 7.833 0.00 0.06 0.010 O | | | | 0.14 7.917 0.00 0.06 0.009 O | | | | 0.14 8.000 0.00 0.06 0.009 O | | | | 0.13 8.083 0.00 0.05 0.009 O | | | | 0.13 8.167 0.00 0.05 0.008 O | | | | 0.12 8.250 0.00 0.05 0.008 O | | | | 0.12 8.333 0.00 0.05 0.008 O | | | | 0.11 8.417 0.00 0.05 0.007 O | | | | 0.11 8.500 0.00 0.04 0.007 O | | | | 0.10 8.583 0.00 0.04 0.007 O | | | | 0.10 8.667 0.00 0.04 0.006 O | | | | 0.09 8.750 0.00 0.04 0.006 O | | | | 0.09 8.833 0.00 0.04 0.006 O | | | | 0.09 8.917 0.00 0.03 0.006 O | | | | 0.08 9.000 0.00 0.03 0.005 O | | | | 0.08 9.083 0.00 0.03 0.005 O | | | | 0.08 9.167 0.00 0.03 0.005 O | | | | 0.07 9.250 0.00 0.03 0.005 O | | | | 0.07 9.333 0.00 0.03 0.004 O | | | | 0.07 9.417 0.00 0.03 0.004 O | | | | 0.06 9.500 0.00 0.03 0.004 O | | | | 0.06 9.583 0.00 0.02 0.004 O | | | | 0.06 9.667 0.00 0.02 0.004 O | | | | 0.06 9.750 0.00 0.02 0.004 O | | | | 0.05 9.833 0.00 0.02 0.003 O | | | | 0.05 9.917 0.00 0.02 0.003 O | | | | 0.05 10.000 0.00 0.02 0.003 O | | | | 0.05 10.083 0.00 0.02 0.003 O | | | | 0.04 10.167 0.00 0.02 0.003 O | | | | 0.04 10.250 0.00 0.02 0.003 O | | | | 0.04 10.333 0.00 0.02 0.003 O | | | | 0.04 10.417 0.00 0.02 0.003 O | | | | 0.04 10.500 0.00 0.02 0.002 O | | | | 0.04 10.583 0.00 0.01 0.002 O | | | | 0.03 10.667 0.00 0.01 0.002 O | | | | 0.03 10.750 0.00 0.01 0.002 O | | | | 0.03 10.833 0.00 0.01 0.002 O | | | | 0.03 10.917 0.00 0.01 0.002 O | | | | 0.03 11.000 0.00 0.01 0.002 O | | | | 0.03 11.083 0.00 0.01 0.002 O | | | | 0.03 11.167 0.00 0.01 0.002 O | | | | 0.03 11.250 0.00 0.01 0.002 O | | | | 0.02 11.333 0.00 0.01 0.002 O | | | | 0.02 11.417 0.00 0.01 0.002 O | | | | 0.02 11.500 0.00 0.01 0.001 O | | | | 0.02 11.583 0.00 0.01 0.001 O | | | | 0.02 11.667 0.00 0.01 0.001 O | | | | 0.02 11.750 0.00 0.01 0.001 O | | | | 0.02 11.833 0.00 0.01 0.001 O | | | | 0.02 11.917 0.00 0.01 0.001 O | | | | 0.02 12.000 0.00 0.01 0.001 O | | | | 0.02 12.083 0.00 0.01 0.001 O | | | | 0.02 12.167 0.00 0.01 0.001 O | | | | 0.02 12.250 0.00 0.01 0.001 O | | | | 0.01 12.333 0.00 0.01 0.001 O | | | | 0.01 12.417 0.00 0.01 0.001 O | | | | 0.01 12.500 0.00 0.01 0.001 O | | | | 0.01 12.583 0.00 0.01 0.001 O | | | | 0.01 12.667 0.00 0.01 0.001 O | | | | 0.01 12.750 0.00 0.00 0.001 O | | | | 0.01 12.833 0.00 0.00 0.001 O | | | | 0.01 12.917 0.00 0.00 0.001 O | | | | 0.01 13.000 0.00 0.00 0.001 O | | | | 0.01 13.083 0.00 0.00 0.001 O | | | | 0.01 13.167 0.00 0.00 0.001 O | | | | 0.01 13.250 0.00 0.00 0.001 O | | | | 0.01 13.333 0.00 0.00 0.001 O | | | | 0.01 13.417 0.00 0.00 0.001 O | | | | 0.01 13.500 0.00 0.00 0.001 O | | | | 0.01 13.583 0.00 0.00 0.000 O | | | | 0.01 13.667 0.00 0.00 0.000 O | | | | 0.01 13.750 0.00 0.00 0.000 O | | | | 0.01 13.833 0.00 0.00 0.000 O | | | | 0.01 13.917 0.00 0.00 0.000 O | | | | 0.01 14.000 0.00 0.00 0.000 O | | | | 0.01 14.083 0.00 0.00 0.000 O | | | | 0.01 14.167 0.00 0.00 0.000 O | | | | 0.01 14.250 0.00 0.00 0.000 O | | | | 0.01 14.333 0.00 0.00 0.000 O | | | | 0.00 14.417 0.00 0.00 0.000 O | | | | 0.00 14.500 0.00 0.00 0.000 O | | | | 0.00 14.583 0.00 0.00 0.000 O | | | | 0.00 14.667 0.00 0.00 0.000 O | | | | 0.00 14.750 0.00 0.00 0.000 O | | | | 0.00 14.833 0.00 0.00 0.000 O | | | | 0.00 14.917 0.00 0.00 0.000 O | | | | 0.00 15.000 0.00 0.00 0.000 O | | | | 0.00 15.083 0.00 0.00 0.000 O | | | | 0.00 15.167 0.00 0.00 0.000 O | | | | 0.00 15.250 0.00 0.00 0.000 O | | | | 0.00 15.333 0.00 0.00 0.000 O | | | | 0.00 15.417 0.00 0.00 0.000 O | | | | 0.00 15.500 0.00 0.00 0.000 O | | | | 0.00 15.583 0.00 0.00 0.000 O | | | | 0.00 15.667 0.00 0.00 0.000 O | | | | 0.00 15.750 0.00 0.00 0.000 O | | | | 0.00 15.833 0.00 0.00 0.000 O | | | | 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 190 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 0.640 (CFS) Total volume = 0.252 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** -------------------------------------------------------------------- FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 10/25/24 --------------------------------------------------------------------- DEXTER VILLAGE AREA C 2-YR 3-HR -------------------------------------------------------------------- Program License Serial Number 6094 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: COVEAREAC.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 38 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 5.271 (CFS) Total volume = 0.396 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 32.000 **** RETARDING BASIN ROUTING **** ______________________________________________________________________ User entry of depth-outflow-storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 38 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 1.500 0.102 0.640 0.100 0.104 9.000 0.819 0.640 0.817 0.821 9.500 0.837 0.640 0.835 0.839 10.500 0.887 0.640 0.885 0.889 11.500 0.958 0.640 0.956 0.960 12.500 1.051 0.640 1.049 1.053 13.500 1.168 0.640 1.166 1.170 14.500 1.311 0.640 1.309 1.313 15.500 1.489 0.640 1.487 1.491 -------------------------------------------------------------------- Hydrograph Detention Basin Routing --------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 1.3 2.64 3.95 5.27 (Ft.) 0.083 0.41 0.01 0.001 O I | | | | 0.02 0.167 0.67 0.03 0.005 O I | | | | 0.07 0.250 0.64 0.06 0.009 O I | | | | 0.14 0.333 0.73 0.08 0.013 O I | | | | 0.20 0.417 0.80 0.11 0.018 O I | | | | 0.26 0.500 0.91 0.14 0.023 O I | | | | 0.34 0.583 0.87 0.18 0.028 |O I | | | | 0.41 0.667 0.92 0.21 0.033 |O I | | | | 0.48 0.750 0.97 0.24 0.038 |O I | | | | 0.56 0.833 0.88 0.27 0.042 |O I | | | | 0.62 0.917 0.85 0.29 0.047 |O I | | | | 0.68 1.000 0.93 0.32 0.051 |O I | | | | 0.74 1.083 1.10 0.35 0.055 | O I | | | | 0.81 1.167 1.18 0.38 0.061 | O I| | | | 0.89 1.250 1.19 0.41 0.066 | O I| | | | 0.97 1.333 1.13 0.45 0.071 | O I | | | | 1.04 1.417 1.28 0.48 0.076 | O I| | | | 1.12 1.500 1.42 0.51 0.082 | O I | | | 1.21 1.583 1.36 0.55 0.088 | O I | | | 1.29 1.667 1.40 0.59 0.094 | O I | | | 1.38 1.750 1.65 0.63 0.100 | O |I | | | 1.47 1.833 1.71 0.64 0.107 | O | I | | | 1.55 1.917 1.62 0.64 0.114 | O |I | | | 1.63 2.000 1.61 0.64 0.121 | O |I | | | 1.70 2.083 1.66 0.64 0.128 | O | I | | | 1.77 2.167 2.03 0.64 0.136 | O | I | | | 1.86 2.250 2.59 0.64 0.147 | O | I| | | 1.98 2.333 2.26 0.64 0.160 | O | I | | | 2.10 2.417 3.42 0.64 0.175 | O | | I | | 2.26 2.500 4.53 0.64 0.198 | O | | | I | 2.50 2.583 5.27 0.64 0.227 | O | | | I 2.81 2.667 4.41 0.64 0.256 | O | | | I | 3.11 2.750 2.24 0.64 0.275 | O | I | | | 3.31 2.833 1.15 0.64 0.282 | O I | | | | 3.38 2.917 0.98 0.64 0.285 | O I | | | | 3.41 3.000 0.59 0.64 0.286 | O | | | | 3.42 3.083 0.17 0.64 0.284 |I O | | | | 3.40 3.167 0.02 0.64 0.280 I O | | | | 3.37 3.250 0.00 0.64 0.276 I O | | | | 3.32 3.333 0.00 0.64 0.272 I O | | | | 3.27 3.417 0.00 0.64 0.267 I O | | | | 3.23 3.500 0.00 0.64 0.263 I O | | | | 3.18 3.583 0.00 0.64 0.258 I O | | | | 3.14 3.667 0.00 0.64 0.254 I O | | | | 3.09 3.750 0.00 0.64 0.250 I O | | | | 3.04 3.833 0.00 0.64 0.245 I O | | | | 3.00 3.917 0.00 0.64 0.241 I O | | | | 2.95 4.000 0.00 0.64 0.236 I O | | | | 2.91 4.083 0.00 0.64 0.232 I O | | | | 2.86 4.167 0.00 0.64 0.228 I O | | | | 2.81 4.250 0.00 0.64 0.223 I O | | | | 2.77 4.333 0.00 0.64 0.219 I O | | | | 2.72 4.417 0.00 0.64 0.214 I O | | | | 2.67 4.500 0.00 0.64 0.210 I O | | | | 2.63 4.583 0.00 0.64 0.205 I O | | | | 2.58 4.667 0.00 0.64 0.201 I O | | | | 2.54 4.750 0.00 0.64 0.197 I O | | | | 2.49 4.833 0.00 0.64 0.192 I O | | | | 2.44 4.917 0.00 0.64 0.188 I O | | | | 2.40 5.000 0.00 0.64 0.183 I O | | | | 2.35 5.083 0.00 0.64 0.179 I O | | | | 2.31 5.167 0.00 0.64 0.175 I O | | | | 2.26 5.250 0.00 0.64 0.170 I O | | | | 2.21 5.333 0.00 0.64 0.166 I O | | | | 2.17 5.417 0.00 0.64 0.161 I O | | | | 2.12 5.500 0.00 0.64 0.157 I O | | | | 2.08 5.583 0.00 0.64 0.153 I O | | | | 2.03 5.667 0.00 0.64 0.148 I O | | | | 1.98 5.750 0.00 0.64 0.144 I O | | | | 1.94 5.833 0.00 0.64 0.139 I O | | | | 1.89 5.917 0.00 0.64 0.135 I O | | | | 1.84 6.000 0.00 0.64 0.131 I O | | | | 1.80 6.083 0.00 0.64 0.126 I O | | | | 1.75 6.167 0.00 0.64 0.122 I O | | | | 1.71 6.250 0.00 0.64 0.117 I O | | | | 1.66 6.333 0.00 0.64 0.113 I O | | | | 1.61 6.417 0.00 0.64 0.108 I O | | | | 1.57 6.500 0.00 0.64 0.104 I O | | | | 1.52 6.583 0.00 0.63 0.100 I O | | | | 1.47 6.667 0.00 0.60 0.096 I O | | | | 1.40 6.750 0.00 0.57 0.091 I O | | | | 1.35 6.833 0.00 0.55 0.088 I O | | | | 1.29 6.917 0.00 0.53 0.084 I O | | | | 1.23 7.000 0.00 0.50 0.080 I O | | | | 1.18 7.083 0.00 0.48 0.077 I O | | | | 1.13 7.167 0.00 0.46 0.074 I O | | | | 1.08 7.250 0.00 0.44 0.071 I O | | | | 1.04 7.333 0.00 0.42 0.068 I O | | | | 0.99 7.417 0.00 0.41 0.065 I O | | | | 0.95 7.500 0.00 0.39 0.062 I O | | | | 0.91 7.583 0.00 0.37 0.059 I O | | | | 0.87 7.667 0.00 0.36 0.057 I O | | | | 0.84 7.750 0.00 0.34 0.054 I O | | | | 0.80 7.833 0.00 0.33 0.052 IO | | | | 0.77 7.917 0.00 0.31 0.050 IO | | | | 0.73 8.000 0.00 0.30 0.048 IO | | | | 0.70 8.083 0.00 0.29 0.046 IO | | | | 0.67 8.167 0.00 0.28 0.044 IO | | | | 0.65 8.250 0.00 0.26 0.042 IO | | | | 0.62 8.333 0.00 0.25 0.040 IO | | | | 0.59 8.417 0.00 0.24 0.039 IO | | | | 0.57 8.500 0.00 0.23 0.037 IO | | | | 0.54 8.583 0.00 0.22 0.035 IO | | | | 0.52 8.667 0.00 0.21 0.034 IO | | | | 0.50 8.750 0.00 0.20 0.032 IO | | | | 0.48 8.833 0.00 0.19 0.031 IO | | | | 0.46 8.917 0.00 0.19 0.030 IO | | | | 0.44 9.000 0.00 0.18 0.028 IO | | | | 0.42 9.083 0.00 0.17 0.027 IO | | | | 0.40 9.167 0.00 0.16 0.026 O | | | | 0.38 9.250 0.00 0.16 0.025 O | | | | 0.37 9.333 0.00 0.15 0.024 O | | | | 0.35 9.417 0.00 0.14 0.023 O | | | | 0.34 9.500 0.00 0.14 0.022 O | | | | 0.32 9.583 0.00 0.13 0.021 O | | | | 0.31 9.667 0.00 0.13 0.020 O | | | | 0.30 9.750 0.00 0.12 0.019 O | | | | 0.28 9.833 0.00 0.12 0.018 O | | | | 0.27 9.917 0.00 0.11 0.018 O | | | | 0.26 10.000 0.00 0.11 0.017 O | | | | 0.25 10.083 0.00 0.10 0.016 O | | | | 0.24 10.167 0.00 0.10 0.016 O | | | | 0.23 10.250 0.00 0.09 0.015 O | | | | 0.22 10.333 0.00 0.09 0.014 O | | | | 0.21 10.417 0.00 0.09 0.014 O | | | | 0.20 10.500 0.00 0.08 0.013 O | | | | 0.19 10.583 0.00 0.08 0.013 O | | | | 0.18 10.667 0.00 0.08 0.012 O | | | | 0.18 10.750 0.00 0.07 0.011 O | | | | 0.17 10.833 0.00 0.07 0.011 O | | | | 0.16 10.917 0.00 0.07 0.011 O | | | | 0.15 11.000 0.00 0.06 0.010 O | | | | 0.15 11.083 0.00 0.06 0.010 O | | | | 0.14 11.167 0.00 0.06 0.009 O | | | | 0.14 11.250 0.00 0.06 0.009 O | | | | 0.13 11.333 0.00 0.05 0.008 O | | | | 0.12 11.417 0.00 0.05 0.008 O | | | | 0.12 11.500 0.00 0.05 0.008 O | | | | 0.11 11.583 0.00 0.05 0.007 O | | | | 0.11 11.667 0.00 0.04 0.007 O | | | | 0.11 11.750 0.00 0.04 0.007 O | | | | 0.10 11.833 0.00 0.04 0.007 O | | | | 0.10 11.917 0.00 0.04 0.006 O | | | | 0.09 12.000 0.00 0.04 0.006 O | | | | 0.09 12.083 0.00 0.04 0.006 O | | | | 0.08 12.167 0.00 0.03 0.006 O | | | | 0.08 12.250 0.00 0.03 0.005 O | | | | 0.08 12.333 0.00 0.03 0.005 O | | | | 0.07 12.417 0.00 0.03 0.005 O | | | | 0.07 12.500 0.00 0.03 0.005 O | | | | 0.07 12.583 0.00 0.03 0.004 O | | | | 0.07 12.667 0.00 0.03 0.004 O | | | | 0.06 12.750 0.00 0.03 0.004 O | | | | 0.06 12.833 0.00 0.02 0.004 O | | | | 0.06 12.917 0.00 0.02 0.004 O | | | | 0.05 13.000 0.00 0.02 0.004 O | | | | 0.05 13.083 0.00 0.02 0.003 O | | | | 0.05 13.167 0.00 0.02 0.003 O | | | | 0.05 13.250 0.00 0.02 0.003 O | | | | 0.05 13.333 0.00 0.02 0.003 O | | | | 0.04 13.417 0.00 0.02 0.003 O | | | | 0.04 13.500 0.00 0.02 0.003 O | | | | 0.04 13.583 0.00 0.02 0.003 O | | | | 0.04 13.667 0.00 0.02 0.003 O | | | | 0.04 13.750 0.00 0.02 0.002 O | | | | 0.04 13.833 0.00 0.01 0.002 O | | | | 0.03 13.917 0.00 0.01 0.002 O | | | | 0.03 14.000 0.00 0.01 0.002 O | | | | 0.03 14.083 0.00 0.01 0.002 O | | | | 0.03 14.167 0.00 0.01 0.002 O | | | | 0.03 14.250 0.00 0.01 0.002 O | | | | 0.03 14.333 0.00 0.01 0.002 O | | | | 0.03 14.417 0.00 0.01 0.002 O | | | | 0.03 14.500 0.00 0.01 0.002 O | | | | 0.02 14.583 0.00 0.01 0.002 O | | | | 0.02 14.667 0.00 0.01 0.002 O | | | | 0.02 14.750 0.00 0.01 0.001 O | | | | 0.02 14.833 0.00 0.01 0.001 O | | | | 0.02 14.917 0.00 0.01 0.001 O | | | | 0.02 15.000 0.00 0.01 0.001 O | | | | 0.02 15.083 0.00 0.01 0.001 O | | | | 0.02 15.167 0.00 0.01 0.001 O | | | | 0.02 15.250 0.00 0.01 0.001 O | | | | 0.02 15.333 0.00 0.01 0.001 O | | | | 0.02 15.417 0.00 0.01 0.001 O | | | | 0.02 15.500 0.00 0.01 0.001 O | | | | 0.01 15.583 0.00 0.01 0.001 O | | | | 0.01 15.667 0.00 0.01 0.001 O | | | | 0.01 15.750 0.00 0.01 0.001 O | | | | 0.01 15.833 0.00 0.01 0.001 O | | | | 0.01 15.917 0.00 0.00 0.001 O | | | | 0.01 16.000 0.00 0.00 0.001 O | | | | 0.01 16.083 0.00 0.00 0.001 O | | | | 0.01 16.167 0.00 0.00 0.001 O | | | | 0.01 16.250 0.00 0.00 0.001 O | | | | 0.01 16.333 0.00 0.00 0.001 O | | | | 0.01 16.417 0.00 0.00 0.001 O | | | | 0.01 16.500 0.00 0.00 0.001 O | | | | 0.01 16.583 0.00 0.00 0.001 O | | | | 0.01 16.667 0.00 0.00 0.001 O | | | | 0.01 16.750 0.00 0.00 0.001 O | | | | 0.01 16.833 0.00 0.00 0.000 O | | | | 0.01 16.917 0.00 0.00 0.000 O | | | | 0.01 17.000 0.00 0.00 0.000 O | | | | 0.01 17.083 0.00 0.00 0.000 O | | | | 0.01 17.167 0.00 0.00 0.000 O | | | | 0.01 17.250 0.00 0.00 0.000 O | | | | 0.01 17.333 0.00 0.00 0.000 O | | | | 0.01 17.417 0.00 0.00 0.000 O | | | | 0.01 17.500 0.00 0.00 0.000 O | | | | 0.01 17.583 0.00 0.00 0.000 O | | | | 0.00 17.667 0.00 0.00 0.000 O | | | | 0.00 17.750 0.00 0.00 0.000 O | | | | 0.00 17.833 0.00 0.00 0.000 O | | | | 0.00 17.917 0.00 0.00 0.000 O | | | | 0.00 18.000 0.00 0.00 0.000 O | | | | 0.00 18.083 0.00 0.00 0.000 O | | | | 0.00 18.167 0.00 0.00 0.000 O | | | | 0.00 18.250 0.00 0.00 0.000 O | | | | 0.00 18.333 0.00 0.00 0.000 O | | | | 0.00 18.417 0.00 0.00 0.000 O | | | | 0.00 18.500 0.00 0.00 0.000 O | | | | 0.00 18.583 0.00 0.00 0.000 O | | | | 0.00 18.667 0.00 0.00 0.000 O | | | | 0.00 18.750 0.00 0.00 0.000 O | | | | 0.00 18.833 0.00 0.00 0.000 O | | | | 0.00 18.917 0.00 0.00 0.000 O | | | | 0.00 19.000 0.00 0.00 0.000 O | | | | 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 228 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 0.640 (CFS) Total volume = 0.396 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** -------------------------------------------------------------------- FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 10/25/24 --------------------------------------------------------------------- DEXTER VILLAGE AREA C 2-YR 6HR -------------------------------------------------------------------- Program License Serial Number 6094 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: COVEAREAC.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 74 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 4.825 (CFS) Total volume = 0.540 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 32.000 **** RETARDING BASIN ROUTING **** ______________________________________________________________________ User entry of depth-outflow-storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 74 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 1.500 0.102 0.640 0.100 0.104 9.000 0.819 0.640 0.817 0.821 9.500 0.837 0.640 0.835 0.839 10.500 0.887 0.640 0.885 0.889 11.500 0.958 0.640 0.956 0.960 12.500 1.051 0.640 1.049 1.053 13.500 1.168 0.640 1.166 1.170 14.500 1.311 0.640 1.309 1.313 15.500 1.489 0.640 1.487 1.491 -------------------------------------------------------------------- Hydrograph Detention Basin Routing --------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 1.2 2.41 3.62 4.82 (Ft.) 0.083 0.22 0.00 0.001 OI | | | | 0.01 0.167 0.40 0.02 0.003 O I | | | | 0.04 0.250 0.45 0.04 0.006 O I | | | | 0.08 0.333 0.46 0.05 0.008 O I | | | | 0.12 0.417 0.46 0.07 0.011 O I | | | | 0.16 0.500 0.50 0.09 0.014 O I | | | | 0.20 0.583 0.53 0.11 0.017 O I | | | | 0.25 0.667 0.53 0.12 0.020 O I | | | | 0.29 0.750 0.53 0.14 0.022 O I | | | | 0.33 0.833 0.53 0.16 0.025 |O I | | | | 0.37 0.917 0.53 0.17 0.028 |O I | | | | 0.40 1.000 0.58 0.19 0.030 |O I | | | | 0.44 1.083 0.60 0.21 0.033 |O I | | | | 0.48 1.167 0.61 0.22 0.035 |O I | | | | 0.52 1.250 0.61 0.24 0.038 |O I | | | | 0.56 1.333 0.61 0.25 0.041 |O I | | | | 0.60 1.417 0.61 0.27 0.043 |O I | | | | 0.63 1.500 0.61 0.28 0.045 |O I | | | | 0.66 1.583 0.61 0.30 0.047 |O I | | | | 0.70 1.667 0.61 0.31 0.049 | O I | | | | 0.73 1.750 0.61 0.32 0.051 | O I | | | | 0.76 1.833 0.61 0.33 0.053 | O I | | | | 0.79 1.917 0.61 0.35 0.055 | O I | | | | 0.81 2.000 0.65 0.36 0.057 | O I | | | | 0.84 2.083 0.63 0.37 0.059 | O I | | | | 0.87 2.167 0.66 0.38 0.061 | O I | | | | 0.90 2.250 0.68 0.39 0.063 | O I | | | | 0.92 2.333 0.68 0.41 0.065 | O I | | | | 0.95 2.417 0.68 0.42 0.067 | O I | | | | 0.98 2.500 0.68 0.43 0.068 | O I | | | | 1.01 2.583 0.68 0.44 0.070 | O I | | | | 1.03 2.667 0.68 0.45 0.072 | O I | | | | 1.06 2.750 0.73 0.46 0.073 | OI | | | | 1.08 2.833 0.75 0.47 0.075 | O I | | | | 1.11 2.917 0.76 0.48 0.077 | O I | | | | 1.14 3.000 0.76 0.50 0.079 | O I | | | | 1.16 3.083 0.76 0.51 0.081 | O I | | | | 1.19 3.167 0.80 0.52 0.083 | O I | | | | 1.22 3.250 0.83 0.53 0.085 | O I | | | | 1.25 3.333 0.83 0.54 0.087 | O I | | | | 1.28 3.417 0.88 0.56 0.089 | O I | | | | 1.31 3.500 0.95 0.57 0.091 | O I | | | | 1.34 3.583 1.03 0.59 0.094 | O I | | | | 1.38 3.667 1.06 0.61 0.097 | O I| | | | 1.43 3.750 1.11 0.63 0.100 | O I| | | | 1.48 3.833 1.13 0.64 0.104 | O I| | | | 1.52 3.917 1.18 0.64 0.107 | O I| | | | 1.55 4.000 1.21 0.64 0.111 | O I | | | 1.60 4.083 1.26 0.64 0.115 | O I | | | 1.64 4.167 1.33 0.64 0.120 | O I | | | 1.69 4.250 1.41 0.64 0.125 | O |I | | | 1.74 4.333 1.48 0.64 0.130 | O |I | | | 1.80 4.417 1.56 0.64 0.136 | O | I | | | 1.86 4.500 1.59 0.64 0.143 | O | I | | | 1.93 4.583 1.64 0.64 0.149 | O | I | | | 2.00 4.667 1.71 0.64 0.157 | O | I | | | 2.07 4.750 1.79 0.64 0.164 | O | I | | | 2.15 4.833 1.82 0.64 0.172 | O | I | | | 2.23 4.917 1.87 0.64 0.180 | O | I | | | 2.32 5.000 1.94 0.64 0.189 | O | I | | | 2.41 5.083 2.19 0.64 0.199 | O | I | | | 2.51 5.167 2.65 0.64 0.211 | O | |I | | 2.64 5.250 3.08 0.64 0.227 | O | | I | | 2.80 5.333 3.45 0.64 0.245 | O | | I | | 2.99 5.417 3.95 0.64 0.266 | O | | | I | 3.21 5.500 4.82 0.64 0.292 | O | | | I 3.48 5.583 2.97 0.64 0.314 | O | | I | | 3.72 5.667 1.20 0.64 0.324 | O I| | | | 3.82 5.750 0.59 0.64 0.326 | IO | | | | 3.84 5.833 0.42 0.64 0.325 | I O | | | | 3.83 5.917 0.29 0.64 0.323 |I O | | | | 3.81 6.000 0.19 0.64 0.320 |I O | | | | 3.78 6.083 0.07 0.64 0.317 I O | | | | 3.74 6.167 0.01 0.64 0.312 I O | | | | 3.70 6.250 0.00 0.64 0.308 I O | | | | 3.65 6.333 0.00 0.64 0.304 I O | | | | 3.61 6.417 0.00 0.64 0.299 I O | | | | 3.56 6.500 0.00 0.64 0.295 I O | | | | 3.52 6.583 0.00 0.64 0.290 I O | | | | 3.47 6.667 0.00 0.64 0.286 I O | | | | 3.42 6.750 0.00 0.64 0.282 I O | | | | 3.38 6.833 0.00 0.64 0.277 I O | | | | 3.33 6.917 0.00 0.64 0.273 I O | | | | 3.29 7.000 0.00 0.64 0.268 I O | | | | 3.24 7.083 0.00 0.64 0.264 I O | | | | 3.19 7.167 0.00 0.64 0.260 I O | | | | 3.15 7.250 0.00 0.64 0.255 I O | | | | 3.10 7.333 0.00 0.64 0.251 I O | | | | 3.06 7.417 0.00 0.64 0.246 I O | | | | 3.01 7.500 0.00 0.64 0.242 I O | | | | 2.96 7.583 0.00 0.64 0.237 I O | | | | 2.92 7.667 0.00 0.64 0.233 I O | | | | 2.87 7.750 0.00 0.64 0.229 I O | | | | 2.82 7.833 0.00 0.64 0.224 I O | | | | 2.78 7.917 0.00 0.64 0.220 I O | | | | 2.73 8.000 0.00 0.64 0.215 I O | | | | 2.69 8.083 0.00 0.64 0.211 I O | | | | 2.64 8.167 0.00 0.64 0.207 I O | | | | 2.59 8.250 0.00 0.64 0.202 I O | | | | 2.55 8.333 0.00 0.64 0.198 I O | | | | 2.50 8.417 0.00 0.64 0.193 I O | | | | 2.46 8.500 0.00 0.64 0.189 I O | | | | 2.41 8.583 0.00 0.64 0.185 I O | | | | 2.36 8.667 0.00 0.64 0.180 I O | | | | 2.32 8.750 0.00 0.64 0.176 I O | | | | 2.27 8.833 0.00 0.64 0.171 I O | | | | 2.23 8.917 0.00 0.64 0.167 I O | | | | 2.18 9.000 0.00 0.64 0.163 I O | | | | 2.13 9.083 0.00 0.64 0.158 I O | | | | 2.09 9.167 0.00 0.64 0.154 I O | | | | 2.04 9.250 0.00 0.64 0.149 I O | | | | 2.00 9.333 0.00 0.64 0.145 I O | | | | 1.95 9.417 0.00 0.64 0.141 I O | | | | 1.90 9.500 0.00 0.64 0.136 I O | | | | 1.86 9.583 0.00 0.64 0.132 I O | | | | 1.81 9.667 0.00 0.64 0.127 I O | | | | 1.76 9.750 0.00 0.64 0.123 I O | | | | 1.72 9.833 0.00 0.64 0.118 I O | | | | 1.67 9.917 0.00 0.64 0.114 I O | | | | 1.63 10.000 0.00 0.64 0.110 I O | | | | 1.58 10.083 0.00 0.64 0.105 I O | | | | 1.53 10.167 0.00 0.63 0.101 I O | | | | 1.48 10.250 0.00 0.61 0.097 I O | | | | 1.42 10.333 0.00 0.58 0.093 I O | | | | 1.36 10.417 0.00 0.56 0.089 I O | | | | 1.30 10.500 0.00 0.53 0.085 I O | | | | 1.25 10.583 0.00 0.51 0.081 I O | | | | 1.20 10.667 0.00 0.49 0.078 I O | | | | 1.14 10.750 0.00 0.47 0.075 I O | | | | 1.10 10.833 0.00 0.45 0.071 I O | | | | 1.05 10.917 0.00 0.43 0.068 I O | | | | 1.01 11.000 0.00 0.41 0.065 I O | | | | 0.96 11.083 0.00 0.39 0.063 I O | | | | 0.92 11.167 0.00 0.38 0.060 I O | | | | 0.88 11.250 0.00 0.36 0.058 I O | | | | 0.85 11.333 0.00 0.35 0.055 I O | | | | 0.81 11.417 0.00 0.33 0.053 I O | | | | 0.78 11.500 0.00 0.32 0.051 I O | | | | 0.74 11.583 0.00 0.30 0.048 I O | | | | 0.71 11.667 0.00 0.29 0.046 IO | | | | 0.68 11.750 0.00 0.28 0.044 IO | | | | 0.65 11.833 0.00 0.27 0.042 IO | | | | 0.62 11.917 0.00 0.26 0.041 IO | | | | 0.60 12.000 0.00 0.24 0.039 IO | | | | 0.57 12.083 0.00 0.23 0.037 IO | | | | 0.55 12.167 0.00 0.22 0.036 IO | | | | 0.53 12.250 0.00 0.21 0.034 IO | | | | 0.50 12.333 0.00 0.21 0.033 IO | | | | 0.48 12.417 0.00 0.20 0.031 IO | | | | 0.46 12.500 0.00 0.19 0.030 IO | | | | 0.44 12.583 0.00 0.18 0.029 IO | | | | 0.42 12.667 0.00 0.17 0.028 IO | | | | 0.41 12.750 0.00 0.17 0.026 IO | | | | 0.39 12.833 0.00 0.16 0.025 IO | | | | 0.37 12.917 0.00 0.15 0.024 IO | | | | 0.36 13.000 0.00 0.15 0.023 O | | | | 0.34 13.083 0.00 0.14 0.022 O | | | | 0.33 13.167 0.00 0.13 0.021 O | | | | 0.31 13.250 0.00 0.13 0.020 O | | | | 0.30 13.333 0.00 0.12 0.020 O | | | | 0.29 13.417 0.00 0.12 0.019 O | | | | 0.27 13.500 0.00 0.11 0.018 O | | | | 0.26 13.583 0.00 0.11 0.017 O | | | | 0.25 13.667 0.00 0.10 0.016 O | | | | 0.24 13.750 0.00 0.10 0.016 O | | | | 0.23 13.833 0.00 0.09 0.015 O | | | | 0.22 13.917 0.00 0.09 0.014 O | | | | 0.21 14.000 0.00 0.09 0.014 O | | | | 0.20 14.083 0.00 0.08 0.013 O | | | | 0.19 14.167 0.00 0.08 0.013 O | | | | 0.19 14.250 0.00 0.08 0.012 O | | | | 0.18 14.333 0.00 0.07 0.012 O | | | | 0.17 14.417 0.00 0.07 0.011 O | | | | 0.16 14.500 0.00 0.07 0.011 O | | | | 0.16 14.583 0.00 0.06 0.010 O | | | | 0.15 14.667 0.00 0.06 0.010 O | | | | 0.14 14.750 0.00 0.06 0.009 O | | | | 0.14 14.833 0.00 0.06 0.009 O | | | | 0.13 14.917 0.00 0.05 0.009 O | | | | 0.13 15.000 0.00 0.05 0.008 O | | | | 0.12 15.083 0.00 0.05 0.008 O | | | | 0.12 15.167 0.00 0.05 0.008 O | | | | 0.11 15.250 0.00 0.05 0.007 O | | | | 0.11 15.333 0.00 0.04 0.007 O | | | | 0.10 15.417 0.00 0.04 0.007 O | | | | 0.10 15.500 0.00 0.04 0.006 O | | | | 0.09 15.583 0.00 0.04 0.006 O | | | | 0.09 15.667 0.00 0.04 0.006 O | | | | 0.09 15.750 0.00 0.03 0.006 O | | | | 0.08 15.833 0.00 0.03 0.005 O | | | | 0.08 15.917 0.00 0.03 0.005 O | | | | 0.08 16.000 0.00 0.03 0.005 O | | | | 0.07 16.083 0.00 0.03 0.005 O | | | | 0.07 16.167 0.00 0.03 0.004 O | | | | 0.07 16.250 0.00 0.03 0.004 O | | | | 0.06 16.333 0.00 0.03 0.004 O | | | | 0.06 16.417 0.00 0.02 0.004 O | | | | 0.06 16.500 0.00 0.02 0.004 O | | | | 0.06 16.583 0.00 0.02 0.004 O | | | | 0.05 16.667 0.00 0.02 0.003 O | | | | 0.05 16.750 0.00 0.02 0.003 O | | | | 0.05 16.833 0.00 0.02 0.003 O | | | | 0.05 16.917 0.00 0.02 0.003 O | | | | 0.04 17.000 0.00 0.02 0.003 O | | | | 0.04 17.083 0.00 0.02 0.003 O | | | | 0.04 17.167 0.00 0.02 0.003 O | | | | 0.04 17.250 0.00 0.02 0.003 O | | | | 0.04 17.333 0.00 0.02 0.002 O | | | | 0.04 17.417 0.00 0.01 0.002 O | | | | 0.03 17.500 0.00 0.01 0.002 O | | | | 0.03 17.583 0.00 0.01 0.002 O | | | | 0.03 17.667 0.00 0.01 0.002 O | | | | 0.03 17.750 0.00 0.01 0.002 O | | | | 0.03 17.833 0.00 0.01 0.002 O | | | | 0.03 17.917 0.00 0.01 0.002 O | | | | 0.03 18.000 0.00 0.01 0.002 O | | | | 0.03 18.083 0.00 0.01 0.002 O | | | | 0.02 18.167 0.00 0.01 0.002 O | | | | 0.02 18.250 0.00 0.01 0.002 O | | | | 0.02 18.333 0.00 0.01 0.001 O | | | | 0.02 18.417 0.00 0.01 0.001 O | | | | 0.02 18.500 0.00 0.01 0.001 O | | | | 0.02 18.583 0.00 0.01 0.001 O | | | | 0.02 18.667 0.00 0.01 0.001 O | | | | 0.02 18.750 0.00 0.01 0.001 O | | | | 0.02 18.833 0.00 0.01 0.001 O | | | | 0.02 18.917 0.00 0.01 0.001 O | | | | 0.02 19.000 0.00 0.01 0.001 O | | | | 0.02 19.083 0.00 0.01 0.001 O | | | | 0.01 19.167 0.00 0.01 0.001 O | | | | 0.01 19.250 0.00 0.01 0.001 O | | | | 0.01 19.333 0.00 0.01 0.001 O | | | | 0.01 19.417 0.00 0.01 0.001 O | | | | 0.01 19.500 0.00 0.01 0.001 O | | | | 0.01 19.583 0.00 0.00 0.001 O | | | | 0.01 19.667 0.00 0.00 0.001 O | | | | 0.01 19.750 0.00 0.00 0.001 O | | | | 0.01 19.833 0.00 0.00 0.001 O | | | | 0.01 19.917 0.00 0.00 0.001 O | | | | 0.01 20.000 0.00 0.00 0.001 O | | | | 0.01 20.083 0.00 0.00 0.001 O | | | | 0.01 20.167 0.00 0.00 0.001 O | | | | 0.01 20.250 0.00 0.00 0.001 O | | | | 0.01 20.333 0.00 0.00 0.001 O | | | | 0.01 20.417 0.00 0.00 0.000 O | | | | 0.01 20.500 0.00 0.00 0.000 O | | | | 0.01 20.583 0.00 0.00 0.000 O | | | | 0.01 20.667 0.00 0.00 0.000 O | | | | 0.01 20.750 0.00 0.00 0.000 O | | | | 0.01 20.833 0.00 0.00 0.000 O | | | | 0.01 20.917 0.00 0.00 0.000 O | | | | 0.01 21.000 0.00 0.00 0.000 O | | | | 0.01 21.083 0.00 0.00 0.000 O | | | | 0.01 21.167 0.00 0.00 0.000 O | | | | 0.00 21.250 0.00 0.00 0.000 O | | | | 0.00 21.333 0.00 0.00 0.000 O | | | | 0.00 21.417 0.00 0.00 0.000 O | | | | 0.00 21.500 0.00 0.00 0.000 O | | | | 0.00 21.583 0.00 0.00 0.000 O | | | | 0.00 21.667 0.00 0.00 0.000 O | | | | 0.00 21.750 0.00 0.00 0.000 O | | | | 0.00 21.833 0.00 0.00 0.000 O | | | | 0.00 21.917 0.00 0.00 0.000 O | | | | 0.00 22.000 0.00 0.00 0.000 O | | | | 0.00 22.083 0.00 0.00 0.000 O | | | | 0.00 22.167 0.00 0.00 0.000 O | | | | 0.00 22.250 0.00 0.00 0.000 O | | | | 0.00 22.333 0.00 0.00 0.000 O | | | | 0.00 22.417 0.00 0.00 0.000 O | | | | 0.00 22.500 0.00 0.00 0.000 O | | | | 0.00 22.583 0.00 0.00 0.000 O | | | | 0.00 22.667 0.00 0.00 0.000 O | | | | 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 272 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 0.640 (CFS) Total volume = 0.540 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** -------------------------------------------------------------------- FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 10/25/24 --------------------------------------------------------------------- DEXTER VILLAGE AREA C 2-YR 24-HR -------------------------------------------------------------------- Program License Serial Number 6094 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: COVEAREAC.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 290 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 1.536 (CFS) Total volume = 0.933 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 32.000 **** RETARDING BASIN ROUTING **** ______________________________________________________________________ User entry of depth-outflow-storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 290 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 1.500 0.102 0.640 0.100 0.104 9.000 0.819 0.640 0.817 0.821 9.500 0.837 0.640 0.835 0.839 10.500 0.887 0.640 0.885 0.889 11.500 0.958 0.640 0.956 0.960 12.500 1.051 0.640 1.049 1.053 13.500 1.168 0.640 1.166 1.170 14.500 1.311 0.640 1.309 1.313 15.500 1.489 0.640 1.487 1.491 -------------------------------------------------------------------- Hydrograph Detention Basin Routing --------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 0.4 0.77 1.15 1.54 (Ft.) 0.083 0.05 0.00 0.000 OI | | | | 0.00 0.167 0.09 0.00 0.001 OI | | | | 0.01 0.250 0.09 0.01 0.001 OI | | | | 0.02 0.333 0.12 0.01 0.002 O I | | | | 0.03 0.417 0.13 0.02 0.003 O I | | | | 0.04 0.500 0.14 0.02 0.003 O I | | | | 0.05 0.583 0.14 0.03 0.004 O I | | | | 0.06 0.667 0.14 0.03 0.005 O I | | | | 0.07 0.750 0.14 0.04 0.006 O I | | | | 0.08 0.833 0.16 0.04 0.006 O I | | | | 0.09 0.917 0.18 0.05 0.007 O I | | | | 0.11 1.000 0.18 0.05 0.008 |O I | | | | 0.12 1.083 0.15 0.06 0.009 |O I | | | | 0.13 1.167 0.14 0.06 0.010 |OI | | | | 0.14 1.250 0.14 0.06 0.010 |OI | | | | 0.15 1.333 0.14 0.07 0.011 |OI | | | | 0.16 1.417 0.14 0.07 0.011 |OI | | | | 0.16 1.500 0.14 0.07 0.011 |OI | | | | 0.17 1.583 0.14 0.07 0.012 |OI | | | | 0.18 1.667 0.14 0.08 0.012 |OI | | | | 0.18 1.750 0.14 0.08 0.013 |OI | | | | 0.19 1.833 0.16 0.08 0.013 |O I | | | | 0.19 1.917 0.18 0.09 0.014 |O I | | | | 0.20 2.000 0.18 0.09 0.014 |O I | | | | 0.21 2.083 0.18 0.09 0.015 |O I | | | | 0.22 2.167 0.18 0.10 0.016 | OI | | | | 0.23 2.250 0.18 0.10 0.016 | OI | | | | 0.24 2.333 0.18 0.10 0.017 | OI | | | | 0.25 2.417 0.18 0.11 0.017 | OI | | | | 0.25 2.500 0.18 0.11 0.018 | OI | | | | 0.26 2.583 0.21 0.11 0.018 | O I | | | | 0.27 2.667 0.22 0.12 0.019 | O I | | | | 0.28 2.750 0.23 0.12 0.020 | O I | | | | 0.29 2.833 0.23 0.13 0.020 | O I | | | | 0.30 2.917 0.23 0.13 0.021 | O I | | | | 0.31 3.000 0.23 0.14 0.022 | O I | | | | 0.32 3.083 0.23 0.14 0.022 | O I | | | | 0.33 3.167 0.23 0.14 0.023 | O I | | | | 0.34 3.250 0.23 0.15 0.023 | OI | | | | 0.34 3.333 0.23 0.15 0.024 | OI | | | | 0.35 3.417 0.23 0.15 0.024 | OI | | | | 0.36 3.500 0.23 0.16 0.025 | OI | | | | 0.37 3.583 0.23 0.16 0.025 | OI | | | | 0.37 3.667 0.23 0.16 0.026 | OI | | | | 0.38 3.750 0.23 0.16 0.026 | OI | | | | 0.39 3.833 0.25 0.17 0.027 | O I | | | | 0.39 3.917 0.27 0.17 0.027 | O I | | | | 0.40 4.000 0.27 0.18 0.028 | O I | | | | 0.41 4.083 0.27 0.18 0.029 | O I | | | | 0.42 4.167 0.27 0.18 0.029 | O I | | | | 0.43 4.250 0.27 0.19 0.030 | O I | | | | 0.44 4.333 0.30 0.19 0.031 | O I | | | | 0.45 4.417 0.31 0.20 0.031 | O I | | | | 0.46 4.500 0.32 0.20 0.032 | O I | | | | 0.47 4.583 0.32 0.21 0.033 | O I | | | | 0.48 4.667 0.32 0.21 0.034 | O I | | | | 0.49 4.750 0.32 0.22 0.034 | O I | | | | 0.50 4.833 0.34 0.22 0.035 | O I| | | | 0.52 4.917 0.36 0.23 0.036 | O I| | | | 0.53 5.000 0.36 0.23 0.037 | O I| | | | 0.54 5.083 0.31 0.24 0.038 | O I | | | | 0.55 5.167 0.28 0.24 0.038 | OI | | | | 0.56 5.250 0.27 0.24 0.038 | OI | | | | 0.56 5.333 0.30 0.24 0.038 | OI | | | | 0.57 5.417 0.31 0.24 0.039 | OI | | | | 0.57 5.500 0.32 0.25 0.039 | OI | | | | 0.58 5.583 0.34 0.25 0.040 | O I| | | | 0.59 5.667 0.36 0.25 0.041 | O I| | | | 0.60 5.750 0.36 0.26 0.041 | O I| | | | 0.61 5.833 0.36 0.26 0.042 | O I| | | | 0.62 5.917 0.36 0.27 0.043 | O I| | | | 0.63 6.000 0.36 0.27 0.043 | O I| | | | 0.64 6.083 0.39 0.28 0.044 | O I | | | 0.65 6.167 0.40 0.28 0.045 | O I | | | 0.66 6.250 0.41 0.29 0.046 | O I | | | 0.67 6.333 0.41 0.29 0.046 | O I | | | 0.68 6.417 0.41 0.30 0.047 | O I | | | 0.69 6.500 0.41 0.30 0.048 | O I | | | 0.71 6.583 0.43 0.31 0.049 | O |I | | | 0.72 6.667 0.45 0.31 0.050 | O |I | | | 0.73 6.750 0.45 0.32 0.051 | O |I | | | 0.74 6.833 0.45 0.32 0.052 | O |I | | | 0.76 6.917 0.45 0.33 0.052 | O |I | | | 0.77 7.000 0.45 0.33 0.053 | O |I | | | 0.78 7.083 0.45 0.34 0.054 | O|I | | | 0.79 7.167 0.45 0.34 0.055 | O|I | | | 0.81 7.250 0.45 0.35 0.056 | O|I | | | 0.82 7.333 0.48 0.35 0.056 | O|I | | | 0.83 7.417 0.49 0.36 0.057 | O| I | | | 0.84 7.500 0.50 0.36 0.058 | O| I | | | 0.85 7.583 0.52 0.37 0.059 | O| I | | | 0.87 7.667 0.54 0.38 0.060 | O| I | | | 0.88 7.750 0.54 0.38 0.061 | O I | | | 0.90 7.833 0.57 0.39 0.062 | O I | | | 0.92 7.917 0.58 0.40 0.064 | O I | | | 0.94 8.000 0.59 0.41 0.065 | O I | | | 0.95 8.083 0.64 0.42 0.066 | O I | | | 0.98 8.167 0.67 0.43 0.068 | O I | | | 1.00 8.250 0.68 0.44 0.070 | |O I | | | 1.02 8.333 0.68 0.45 0.071 | |O I | | | 1.05 8.417 0.68 0.46 0.073 | |O I | | | 1.07 8.500 0.68 0.47 0.074 | |O I | | | 1.09 8.583 0.70 0.48 0.076 | |O I | | | 1.11 8.667 0.72 0.49 0.077 | | O I| | | 1.14 8.750 0.72 0.50 0.079 | | O I| | | 1.16 8.833 0.75 0.51 0.081 | | O I| | | 1.19 8.917 0.77 0.52 0.082 | | O I| | | 1.21 9.000 0.77 0.53 0.084 | | O I | | 1.24 9.083 0.82 0.54 0.086 | | O |I | | 1.26 9.167 0.85 0.55 0.088 | | O |I | | 1.29 9.250 0.86 0.56 0.090 | | O |I | | 1.32 9.333 0.88 0.58 0.092 | | O | I | | 1.35 9.417 0.90 0.59 0.094 | | O | I | | 1.38 9.500 0.90 0.60 0.096 | | O | I | | 1.41 9.583 0.93 0.62 0.098 | | O | I | | 1.45 9.667 0.95 0.63 0.100 | | O | I | | 1.48 9.750 0.95 0.64 0.103 | | O | I | | 1.51 9.833 0.98 0.64 0.105 | | O | I | | 1.53 9.917 0.99 0.64 0.107 | | O | I | | 1.55 10.000 0.99 0.64 0.110 | | O | I | | 1.58 10.083 0.81 0.64 0.111 | | O I | | 1.60 10.167 0.69 0.64 0.112 | | OI | | | 1.61 10.250 0.68 0.64 0.112 | | OI | | | 1.61 10.333 0.68 0.64 0.113 | | OI | | | 1.61 10.417 0.68 0.64 0.113 | | OI | | | 1.61 10.500 0.68 0.64 0.113 | | OI | | | 1.62 10.583 0.81 0.64 0.114 | | O I | | 1.63 10.667 0.89 0.64 0.115 | | O | I | | 1.64 10.750 0.90 0.64 0.117 | | O | I | | 1.66 10.833 0.90 0.64 0.119 | | O | I | | 1.68 10.917 0.90 0.64 0.121 | | O | I | | 1.70 11.000 0.90 0.64 0.123 | | O | I | | 1.72 11.083 0.88 0.64 0.124 | | O | I | | 1.73 11.167 0.86 0.64 0.126 | | O |I | | 1.75 11.250 0.86 0.64 0.127 | | O |I | | 1.77 11.333 0.86 0.64 0.129 | | O |I | | 1.78 11.417 0.86 0.64 0.130 | | O |I | | 1.80 11.500 0.86 0.64 0.132 | | O |I | | 1.81 11.583 0.80 0.64 0.133 | | O I | | 1.83 11.667 0.77 0.64 0.134 | | O I | | 1.84 11.750 0.77 0.64 0.135 | | O I | | 1.85 11.833 0.79 0.64 0.136 | | O I | | 1.86 11.917 0.81 0.64 0.137 | | O I | | 1.87 12.000 0.81 0.64 0.138 | | O I | | 1.88 12.083 1.00 0.64 0.140 | | O | I | | 1.90 12.167 1.11 0.64 0.143 | | O | I| | 1.93 12.250 1.13 0.64 0.146 | | O | I| | 1.97 12.333 1.16 0.64 0.150 | | O | I | 2.00 12.417 1.17 0.64 0.154 | | O | I | 2.04 12.500 1.17 0.64 0.157 | | O | I | 2.08 12.583 1.23 0.64 0.161 | | O | |I | 2.12 12.667 1.26 0.64 0.165 | | O | | I | 2.16 12.750 1.26 0.64 0.170 | | O | | I | 2.21 12.833 1.29 0.64 0.174 | | O | | I | 2.25 12.917 1.31 0.64 0.178 | | O | | I | 2.30 13.000 1.31 0.64 0.183 | | O | | I | 2.35 13.083 1.44 0.64 0.188 | | O | | I | 2.40 13.167 1.52 0.64 0.194 | | O | | I| 2.46 13.250 1.54 0.64 0.200 | | O | | I 2.53 13.333 1.54 0.64 0.206 | | O | | I 2.59 13.417 1.54 0.64 0.212 | | O | | I 2.65 13.500 1.54 0.64 0.219 | | O | | I 2.72 13.583 1.24 0.64 0.224 | | O | |I | 2.77 13.667 1.06 0.64 0.227 | | O | I | | 2.81 13.750 1.04 0.64 0.230 | | O | I | | 2.84 13.833 1.04 0.64 0.233 | | O | I | | 2.87 13.917 1.04 0.64 0.236 | | O | I | | 2.90 14.000 1.04 0.64 0.238 | | O | I | | 2.93 14.083 1.15 0.64 0.241 | | O | I| | 2.96 14.167 1.21 0.64 0.245 | | O | |I | 3.00 14.250 1.22 0.64 0.249 | | O | |I | 3.04 14.333 1.19 0.64 0.253 | | O | I | 3.08 14.417 1.18 0.64 0.257 | | O | I | 3.12 14.500 1.17 0.64 0.260 | | O | I | 3.16 14.583 1.17 0.64 0.264 | | O | I | 3.20 14.667 1.17 0.64 0.268 | | O | I | 3.23 14.750 1.17 0.64 0.271 | | O | I | 3.27 14.833 1.15 0.64 0.275 | | O | I| | 3.31 14.917 1.13 0.64 0.279 | | O | I| | 3.35 15.000 1.13 0.64 0.282 | | O | I| | 3.38 15.083 1.10 0.64 0.285 | | O | I | | 3.42 15.167 1.09 0.64 0.288 | | O | I | | 3.45 15.250 1.08 0.64 0.291 | | O | I | | 3.48 15.333 1.06 0.64 0.294 | | O | I | | 3.51 15.417 1.04 0.64 0.297 | | O | I | | 3.54 15.500 1.04 0.64 0.300 | | O | I | | 3.57 15.583 0.93 0.64 0.302 | | O | I | | 3.60 15.667 0.87 0.64 0.304 | | O | I | | 3.61 15.750 0.86 0.64 0.306 | | O |I | | 3.63 15.833 0.86 0.64 0.307 | | O |I | | 3.65 15.917 0.86 0.64 0.309 | | O |I | | 3.66 16.000 0.86 0.64 0.310 | | O |I | | 3.68 16.083 0.46 0.64 0.310 | |I O | | | 3.68 16.167 0.22 0.64 0.308 | I | O | | | 3.66 16.250 0.18 0.64 0.305 | I | O | | | 3.62 16.333 0.18 0.64 0.302 | I | O | | | 3.59 16.417 0.18 0.64 0.299 | I | O | | | 3.56 16.500 0.18 0.64 0.296 | I | O | | | 3.53 16.583 0.15 0.64 0.292 | I | O | | | 3.49 16.667 0.14 0.64 0.289 | I | O | | | 3.46 16.750 0.14 0.64 0.286 | I | O | | | 3.42 16.833 0.14 0.64 0.282 | I | O | | | 3.38 16.917 0.14 0.64 0.279 | I | O | | | 3.35 17.000 0.14 0.64 0.275 | I | O | | | 3.31 17.083 0.19 0.64 0.272 | I | O | | | 3.28 17.167 0.22 0.64 0.269 | I | O | | | 3.24 17.250 0.23 0.64 0.266 | I | O | | | 3.21 17.333 0.23 0.64 0.263 | I | O | | | 3.18 17.417 0.23 0.64 0.260 | I | O | | | 3.16 17.500 0.23 0.64 0.257 | I | O | | | 3.13 17.583 0.23 0.64 0.255 | I | O | | | 3.10 17.667 0.23 0.64 0.252 | I | O | | | 3.07 17.750 0.23 0.64 0.249 | I | O | | | 3.04 17.833 0.20 0.64 0.246 | I | O | | | 3.00 17.917 0.18 0.64 0.243 | I | O | | | 2.97 18.000 0.18 0.64 0.240 | I | O | | | 2.94 18.083 0.18 0.64 0.236 | I | O | | | 2.91 18.167 0.18 0.64 0.233 | I | O | | | 2.87 18.250 0.18 0.64 0.230 | I | O | | | 2.84 18.333 0.18 0.64 0.227 | I | O | | | 2.81 18.417 0.18 0.64 0.224 | I | O | | | 2.77 18.500 0.18 0.64 0.221 | I | O | | | 2.74 18.583 0.15 0.64 0.217 | I | O | | | 2.71 18.667 0.14 0.64 0.214 | I | O | | | 2.67 18.750 0.14 0.64 0.211 | I | O | | | 2.64 18.833 0.11 0.64 0.207 | I | O | | | 2.60 18.917 0.09 0.64 0.203 |I | O | | | 2.56 19.000 0.09 0.64 0.199 |I | O | | | 2.52 19.083 0.12 0.64 0.196 | I | O | | | 2.48 19.167 0.13 0.64 0.192 | I | O | | | 2.44 19.250 0.14 0.64 0.189 | I | O | | | 2.41 19.333 0.16 0.64 0.185 | I | O | | | 2.37 19.417 0.18 0.64 0.182 | I | O | | | 2.34 19.500 0.18 0.64 0.179 | I | O | | | 2.30 19.583 0.15 0.64 0.176 | I | O | | | 2.27 19.667 0.14 0.64 0.172 | I | O | | | 2.24 19.750 0.14 0.64 0.169 | I | O | | | 2.20 19.833 0.11 0.64 0.165 | I | O | | | 2.16 19.917 0.09 0.64 0.162 |I | O | | | 2.12 20.000 0.09 0.64 0.158 |I | O | | | 2.08 20.083 0.12 0.64 0.154 | I | O | | | 2.04 20.167 0.13 0.64 0.151 | I | O | | | 2.01 20.250 0.14 0.64 0.147 | I | O | | | 1.97 20.333 0.14 0.64 0.144 | I | O | | | 1.93 20.417 0.14 0.64 0.140 | I | O | | | 1.90 20.500 0.14 0.64 0.137 | I | O | | | 1.86 20.583 0.14 0.64 0.133 | I | O | | | 1.83 20.667 0.14 0.64 0.130 | I | O | | | 1.79 20.750 0.14 0.64 0.126 | I | O | | | 1.75 20.833 0.11 0.64 0.123 | I | O | | | 1.72 20.917 0.09 0.64 0.119 |I | O | | | 1.68 21.000 0.09 0.64 0.115 |I | O | | | 1.64 21.083 0.12 0.64 0.111 | I | O | | | 1.60 21.167 0.13 0.64 0.108 | I | O | | | 1.56 21.250 0.14 0.64 0.104 | I | O | | | 1.53 21.333 0.11 0.63 0.101 | I | O | | | 1.48 21.417 0.09 0.61 0.097 |I | O | | | 1.43 21.500 0.09 0.59 0.094 |I | O | | | 1.38 21.583 0.12 0.57 0.091 | I | O | | | 1.33 21.667 0.13 0.55 0.088 | I | O | | | 1.29 21.750 0.14 0.53 0.085 | I | O | | | 1.25 21.833 0.11 0.51 0.082 | I | O | | | 1.21 21.917 0.09 0.50 0.079 |I | O | | | 1.16 22.000 0.09 0.48 0.076 |I |O | | | 1.12 22.083 0.12 0.46 0.074 | I |O | | | 1.09 22.167 0.13 0.45 0.072 | I |O | | | 1.05 22.250 0.14 0.44 0.070 | I |O | | | 1.02 22.333 0.11 0.42 0.067 | I O | | | 0.99 22.417 0.09 0.41 0.065 |I O | | | 0.96 22.500 0.09 0.40 0.063 |I O | | | 0.93 22.583 0.09 0.38 0.061 |I O| | | | 0.90 22.667 0.09 0.37 0.059 |I O| | | | 0.87 22.750 0.09 0.36 0.057 |I O| | | | 0.84 22.833 0.09 0.35 0.055 |I O| | | | 0.81 22.917 0.09 0.34 0.054 |I O| | | | 0.79 23.000 0.09 0.33 0.052 |I O | | | | 0.76 23.083 0.09 0.32 0.050 |I O | | | | 0.74 23.167 0.09 0.31 0.049 |I O | | | | 0.72 23.250 0.09 0.30 0.047 |I O | | | | 0.70 23.333 0.09 0.29 0.046 |I O | | | | 0.68 23.417 0.09 0.28 0.045 |I O | | | | 0.66 23.500 0.09 0.27 0.043 |I O | | | | 0.64 23.583 0.09 0.26 0.042 |I O | | | | 0.62 23.667 0.09 0.26 0.041 |I O | | | | 0.60 23.750 0.09 0.25 0.040 |I O | | | | 0.59 23.833 0.09 0.24 0.039 |I O | | | | 0.57 23.917 0.09 0.24 0.038 |I O | | | | 0.56 24.000 0.09 0.23 0.037 |I O | | | | 0.54 24.083 0.04 0.22 0.036 I O | | | | 0.52 24.167 0.00 0.22 0.034 I O | | | | 0.50 24.250 0.00 0.21 0.033 I O | | | | 0.48 24.333 0.00 0.20 0.031 I O | | | | 0.46 24.417 0.00 0.19 0.030 I O | | | | 0.44 24.500 0.00 0.18 0.029 I O | | | | 0.42 24.583 0.00 0.17 0.028 I O | | | | 0.41 24.667 0.00 0.17 0.026 I O | | | | 0.39 24.750 0.00 0.16 0.025 I O | | | | 0.37 24.833 0.00 0.15 0.024 I O | | | | 0.36 24.917 0.00 0.15 0.023 I O | | | | 0.34 25.000 0.00 0.14 0.022 I O | | | | 0.33 25.083 0.00 0.13 0.021 I O | | | | 0.31 25.167 0.00 0.13 0.020 I O | | | | 0.30 25.250 0.00 0.12 0.020 I O | | | | 0.29 25.333 0.00 0.12 0.019 I O | | | | 0.28 25.417 0.00 0.11 0.018 I O | | | | 0.26 25.500 0.00 0.11 0.017 I O | | | | 0.25 25.583 0.00 0.10 0.016 I O | | | | 0.24 25.667 0.00 0.10 0.016 I O | | | | 0.23 25.750 0.00 0.09 0.015 IO | | | | 0.22 25.833 0.00 0.09 0.014 IO | | | | 0.21 25.917 0.00 0.09 0.014 IO | | | | 0.20 26.000 0.00 0.08 0.013 IO | | | | 0.19 26.083 0.00 0.08 0.013 IO | | | | 0.19 26.167 0.00 0.08 0.012 IO | | | | 0.18 26.250 0.00 0.07 0.012 IO | | | | 0.17 26.333 0.00 0.07 0.011 IO | | | | 0.16 26.417 0.00 0.07 0.011 IO | | | | 0.16 26.500 0.00 0.06 0.010 IO | | | | 0.15 26.583 0.00 0.06 0.010 IO | | | | 0.14 26.667 0.00 0.06 0.009 IO | | | | 0.14 26.750 0.00 0.06 0.009 IO | | | | 0.13 26.833 0.00 0.05 0.009 IO | | | | 0.13 26.917 0.00 0.05 0.008 IO | | | | 0.12 27.000 0.00 0.05 0.008 IO | | | | 0.12 27.083 0.00 0.05 0.008 O | | | | 0.11 27.167 0.00 0.05 0.007 O | | | | 0.11 27.250 0.00 0.04 0.007 O | | | | 0.10 27.333 0.00 0.04 0.007 O | | | | 0.10 27.417 0.00 0.04 0.006 O | | | | 0.09 27.500 0.00 0.04 0.006 O | | | | 0.09 27.583 0.00 0.04 0.006 O | | | | 0.09 27.667 0.00 0.04 0.006 O | | | | 0.08 27.750 0.00 0.03 0.005 O | | | | 0.08 27.833 0.00 0.03 0.005 O | | | | 0.08 27.917 0.00 0.03 0.005 O | | | | 0.07 28.000 0.00 0.03 0.005 O | | | | 0.07 28.083 0.00 0.03 0.004 O | | | | 0.07 28.167 0.00 0.03 0.004 O | | | | 0.06 28.250 0.00 0.03 0.004 O | | | | 0.06 28.333 0.00 0.02 0.004 O | | | | 0.06 28.417 0.00 0.02 0.004 O | | | | 0.06 28.500 0.00 0.02 0.004 O | | | | 0.05 28.583 0.00 0.02 0.003 O | | | | 0.05 28.667 0.00 0.02 0.003 O | | | | 0.05 28.750 0.00 0.02 0.003 O | | | | 0.05 28.833 0.00 0.02 0.003 O | | | | 0.04 28.917 0.00 0.02 0.003 O | | | | 0.04 29.000 0.00 0.02 0.003 O | | | | 0.04 29.083 0.00 0.02 0.003 O | | | | 0.04 29.167 0.00 0.02 0.003 O | | | | 0.04 29.250 0.00 0.02 0.002 O | | | | 0.04 29.333 0.00 0.01 0.002 O | | | | 0.03 29.417 0.00 0.01 0.002 O | | | | 0.03 29.500 0.00 0.01 0.002 O | | | | 0.03 29.583 0.00 0.01 0.002 O | | | | 0.03 29.667 0.00 0.01 0.002 O | | | | 0.03 29.750 0.00 0.01 0.002 O | | | | 0.03 29.833 0.00 0.01 0.002 O | | | | 0.03 29.917 0.00 0.01 0.002 O | | | | 0.03 30.000 0.00 0.01 0.002 O | | | | 0.02 30.083 0.00 0.01 0.002 O | | | | 0.02 30.167 0.00 0.01 0.002 O | | | | 0.02 30.250 0.00 0.01 0.001 O | | | | 0.02 30.333 0.00 0.01 0.001 O | | | | 0.02 30.417 0.00 0.01 0.001 O | | | | 0.02 30.500 0.00 0.01 0.001 O | | | | 0.02 30.583 0.00 0.01 0.001 O | | | | 0.02 30.667 0.00 0.01 0.001 O | | | | 0.02 30.750 0.00 0.01 0.001 O | | | | 0.02 30.833 0.00 0.01 0.001 O | | | | 0.02 30.917 0.00 0.01 0.001 O | | | | 0.02 31.000 0.00 0.01 0.001 O | | | | 0.01 31.083 0.00 0.01 0.001 O | | | | 0.01 31.167 0.00 0.01 0.001 O | | | | 0.01 31.250 0.00 0.01 0.001 O | | | | 0.01 31.333 0.00 0.01 0.001 O | | | | 0.01 31.417 0.00 0.01 0.001 O | | | | 0.01 31.500 0.00 0.00 0.001 O | | | | 0.01 31.583 0.00 0.00 0.001 O | | | | 0.01 31.667 0.00 0.00 0.001 O | | | | 0.01 31.750 0.00 0.00 0.001 O | | | | 0.01 31.833 0.00 0.00 0.001 O | | | | 0.01 31.917 0.00 0.00 0.001 O | | | | 0.01 32.000 0.00 0.00 0.001 O | | | | 0.01 32.083 0.00 0.00 0.001 O | | | | 0.01 32.167 0.00 0.00 0.001 O | | | | 0.01 32.250 0.00 0.00 0.001 O | | | | 0.01 32.333 0.00 0.00 0.000 O | | | | 0.01 32.417 0.00 0.00 0.000 O | | | | 0.01 32.500 0.00 0.00 0.000 O | | | | 0.01 32.583 0.00 0.00 0.000 O | | | | 0.01 32.667 0.00 0.00 0.000 O | | | | 0.01 32.750 0.00 0.00 0.000 O | | | | 0.01 32.833 0.00 0.00 0.000 O | | | | 0.01 32.917 0.00 0.00 0.000 O | | | | 0.01 33.000 0.00 0.00 0.000 O | | | | 0.01 33.083 0.00 0.00 0.000 O | | | | 0.00 33.167 0.00 0.00 0.000 O | | | | 0.00 33.250 0.00 0.00 0.000 O | | | | 0.00 33.333 0.00 0.00 0.000 O | | | | 0.00 33.417 0.00 0.00 0.000 O | | | | 0.00 33.500 0.00 0.00 0.000 O | | | | 0.00 33.583 0.00 0.00 0.000 O | | | | 0.00 33.667 0.00 0.00 0.000 O | | | | 0.00 33.750 0.00 0.00 0.000 O | | | | 0.00 33.833 0.00 0.00 0.000 O | | | | 0.00 33.917 0.00 0.00 0.000 O | | | | 0.00 34.000 0.00 0.00 0.000 O | | | | 0.00 34.083 0.00 0.00 0.000 O | | | | 0.00 34.167 0.00 0.00 0.000 O | | | | 0.00 34.250 0.00 0.00 0.000 O | | | | 0.00 34.333 0.00 0.00 0.000 O | | | | 0.00 34.417 0.00 0.00 0.000 O | | | | 0.00 34.500 0.00 0.00 0.000 O | | | | 0.00 34.583 0.00 0.00 0.000 O | | | | 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 415 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 0.640 (CFS) Total volume = 0.933 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** -------------------------------------------------------------------- - 38 - Appendix 8: Source Control Pollutant Sources/Source Control Checklist - 39 - Appendix 9: O&M Operation and Maintenance Plan and Documentation of Finance, Maintenance and Recording Mechanisms - 6 - Appendix 10:Educational Materials BMP Fact Sheets, Maintenance Guidelines and Other End-User BMP Information Pure Basin & Curb Inlet Filters Pure basin and curb inlet filters are the preferred choice for permanent inlet protection and stormwater runoff control. Constructed of versatile stainless steel, Pure inlet filters will fit any drainage structure and are available with site- specific filter bags providing various levels of filtration. Applications • Car washes • Commercial • Loading ramps • Industrial Features • Custom stainless steel frames are configured to fit into any drainage structure • Flow and bypass rates meet specific inlet requirements • Filter bags target site specific removal of trash, leaves, small particles, oil and grease • Works below grade with bypass to drain area if bag is full • Installs quickly and maintained with removal tool • Gas stations • Parking lots • Dock drains • Maintenance Features • Stainless steel frame provides extended service life • Replaceable filter bags handle loads with a safety factor of five • Meets stringent removal requirements: - FX bags rated >80% removal efficiency of street sweep-size particles - PC/PC+ bags have been tested to 99% TSS removal of OK-110 US Silica Sand and 97% TPH (total petroleum hydrocarbon) removal ADS N-12® ST IB Pipe (per ASTM F2648)Pure Inlet Filters Specification Identification The installer shall inspect the plans and/or worksite to determine the quantity of each drainage structure casting type. The foundry casting number, exact grate size and clear opening size or other information will be necessary to finalize the part number and dimensions. Material and performance The filter is comprised of a stainless steel frame and a replaceable geotextile filter bag attached to the frame with a stainless steel locking band. The filter bag hangs suspended below the grate that shall allow full bypass flow into the drainage structure if the bag is completely filled with sediment. The standard woven polypropylene FX filters bags are rated for 200 gpm/sqft with a removal efficiency of 82% when filtering a USDA Sandy Loam sediment load. The post-construction PC filter bags are rated for 137 gpm/sqft and have been third-party tested at 99% TSS removal to 110 micron and 97% TPH removal of used motor oil hydrocarbon mix. Installation Remove the grate and clean the ledge of the frame to ensure it is free of stone and dirt. Hang the inlet filter’s suspension hangers firmly on the casting’s inside ledge. Replace the grate and confirm it is elevated no more than ⅛” (3 mm). For wall mount units, follow instructions for attaching the stainless steel mounting brackets using the provided concrete fasteners. Inspection Frequency Construction site inspection should occur following each ½” (12 mm) or more rain event. Post construction inspections should occur three times per year in areas with mild year round rainfall and four times per year in areas with summer rains. Industrial application site inspections should occur on a regular scheduled basis no less than three times per year. Maintenance guidelines Empty the filter bag if more than half filled with sediment and debris or as directed by the engineer. Remove the grate, engage the lifting bars or handles with the removal tool and lift from the structure. Dispose of the sediment or debris as directed by the engineer or maintenance contract in accordance with EPA guidelines. As an alternative , an industrial vacuum may be used to collect the accumulated sediment. Remove any caked-on silt from the sediment bag and reverse flush the bag with medium spray for optimal filtration. Replace the bag if torn or punctured to ½” (12 mm) diameter or greater on the lower half of the bag. Post-construction PC/PC+ bags should be maintained prior to 50% oil saturation. The average 2’x2’ PC filter bag will retain approximately 96 oz (2.8 l) of oil at which time it should be serviced or replaced. When utilizing the Cleartec Rubberizer Pouches in the PC+ bags note that these oil skimmers will gradually turn brown and solidify, indicating replacement is needed. Each pouch will absorb approximately 62 oz. (1.8 l) of oil before requiring replacement. The spent media may be recycled for its fuel value through waster to energy incineration. Dispose of oil-contaminated products in accordance with EPA guidelines. Filter bag replacement Remove the bag by loosening or cutting off the clamping band. Take the new filter bag, which is equipped with a stainless steel worm drive clamping band and use a screwdriver to tighten the bag around the frame channel. Ensure the bag is secure and there is not slack around the perimeter of the band. ADS “Terms and Conditions of Sale” are available on the ADS website, www.adspipe.com. ADSTM and the Green Stripe are registered trademarks of Advanced Drainage Systems, Inc. © 2021 Advanced Drainage Systems, Inc. #10892 10/21 MH adspipe.com 800-821-6710 Modular Wetlands® Linear A Stormwater Biofiltration Solution OPERATION & MAINTENANCE MANUAL www.modularwetlands.com Inspection Guidelines for Modular Wetland System - Linear Inspection Summary o Inspect Pre-Treatment, Biofiltration and Discharge Chambers – average inspection interval is 6 to 12 months. (15 minute average inspection time). o NOTE: Pollutant loading varies greatly from site to site and no two sites are the same. Therefore, the first year requires inspection monthly during the wet season and every other month during the dry season in order to observe and record the amount of pollutant loading the system is receiving. System Diagram Access to separation chamber and pre-filter cartridges 1 Pre-treatment Chamber 2 Biofiltration Chamber 3 Discharge Chamber Access to discharge chamber and orifice control www.modularwetlands.com Inspection Overview As with all stormwater BMPs inspection and maintenance on the MWS Linear is necessary. Stormwater regulations require that all BMPs be inspected and maintained to ensure th ey are operating as designed to allow for effective pollutant removal and provide protection to receiving water bodies. It is recommended that inspections be performed multiple times during the first year to assess the site specific loading conditions. This is recommended because pollutant loading and pollutant characteristics can vary greatly from site to site. Variables such as nearby soil erosion or construction sites, winter sanding on roads, amount of daily traffic and land use can increase pollutant loading on the system. The first year of inspections can be used to set inspection and maintenance intervals for subsequent years to ensure appropriate maintenance is provided. Without appropriate maintenance a BMP will exceed its storage capacity which can negatively affect its continued performance in removing and retaining captured pollutants. Inspection Equipment Following is a list of equipment to allow for simple and effective inspection of the MWS Linear: Modular Wetland Inspection Form Flashlight Manhole hook or appropriate tools to remove access hatches and covers Appropriate traffic control signage and procedures Measuring pole and/or tape measure. Protective clothing and eye protection. 7/16” open or closed ended wrench. Large permanent black marker (initial inspections only – first year) Note: entering a confined space requires appropriate safety and certification. It is generally not required for routine inspections of the system. www.modularwetlands.com Inspection Steps The core to any successful stormwater BMP maintenance program is routine inspections. The inspection steps required on the MWS Linear are quick and easy. As mentioned above the first year should be seen as the maintenance interval establishment phase. During the first year more frequent inspections should occur in order to gather loading data and maintenance requirements for that specific site. This information can be used to establish a base for long term inspection and maintenance interval requirements. The MWS Linear can be inspected though visual observation without entry into the system. All necessary pre-inspection steps must be carried out before inspection occurs, especially traffic control and other safety measures to protect the inspector and near-by pedestrians from any dangers associated with an open access hatch or manhole. Once these access covers have been safely opened the inspection process can proceed: Prepare the inspection form by writing in the necessary information including project name, location, date & time, unit number and other info (see inspection form). Observe the inside of the system through the access hatches. If minimal light is available and vision into the unit is impaired utilize a flashlight to see inside the system and all of its chambers. Look for any out of the ordinary obstructions in the inflow pipe, pre-treatment chamber, biofiltration chamber, discharge chamber or outflow pipe. Write down any observations on the inspection form. Through observation and/or digital photographs estimate the amount of trash, debris and sediment accumulated in the pre-treatment chamber. Utilizing a tape measure or measuring stick estimate the amount of trash, debris and sediment in this chamber. Record this depth on the inspection form. www.modularwetlands.com Through visual observation inspect the condition of the pre-filter cartridges. Look for excessive build-up of sediments on the cartridges, any build-up on the top of the cartridges, or clogging of the holes. Record this information on the inspection form. The pre-filter cartridges can further be inspected by removing the cartridge tops and assessing the color of the BioMediaGREEN filter cubes (requires entry into pre-treatment chamber – see notes above regarding confined space entry). Record the color of the material. New material is a light green in color. As the media becomes clogged it will turn darker in color, eventually becoming dark brown or black. Using the below color indicator record the percentage of media exhausted. The biofiltration chamber is generally maintenance free due to the system’s advanced pre - treatment chamber. For units which have open planters with vegetation it is recommended t hat the vegetation be inspected. Look for any plants that are dead or showing signs of disease or other negative stressors. Record the general health of the plants on the inspection and indicate through visual observation or digital photographs if trimming of the vegetation is needed. The discharge chamber houses the orifice control structure, drain down filter and is connected to the outflow pipe. It is important to check to ensure the orifice is in proper operating conditions and free of any obstructions. It is also important to assess the condition of the drain down filter media which utilizes a block form of the BioMediaGREEN. Assess in the same manner as the cubes in the Pre-Filter Cartridge as mentioned above. Generally, the discharge chamber will be clean and free of debris. Inspect the water marks on the side walls. If possible, inspect the discharge chamber during a rain event to assess the amount of flow leaving the system while it is at 100% capacity (pre-treatment chamber water level at peak HGL). The water level of the flowing water should be compared to the watermark level on the side walls which is an indicator of the highest discharge rate the system achieved when initially installed. Record on the form is there is any difference in level from watermark in inches. www.modularwetlands.com NOTE: During the first few storms the water level in the outflow chamber should be observed and a 6” long horizontal watermark line drawn (using a large permanent marker) at the water level in the discharge chamber while the system is operating at 100% capacity. The diagram below illustrates where a line should be drawn. This line is a reference point for future inspections of the system: Water level in the discharge chamber is a function of flow rate and pipe size. Observation of water level during the first few months of operation can be used as a benchmark level for future inspections. The initial mark and all future observations shall be made when system is at 100% capacity (water level at maximum level in pre-treatment chamber). If future water levels are below this mark when system is at 100% capacity this is an indicator that maintenance to the pre-filter cartridges may be needed. Finalize inspection report for analysis by the maintenance manager to determine if maintenance is required. Water Level Mark Water Level Marks Using a permanent marker draw a 6 inch long horizontal line, as shown, at the higher water level in the MWS Linear discharge chamber. www.modularwetlands.com Maintenance Indicators Based upon observations made during inspection, maintenance of the system may be required based on the following indicators: Missing or damaged internal components or cartridges. Obstructions in the system or its inlet or outlet. Excessive accumulation of floatables in the pre-treatment chamber in which the length and width of the chamber is fully impacted more than 18”. Excessive accumulation of sediment in the pre-treatment chamber of more than 6” in depth. www.modularwetlands.com Excessive accumulation of sediment on the BioMediaGREEN media housed within the pre- filter cartridges. The following chart shows photos of the condition of the BioMediaGREEN contained within the pre-filter cartridges. When media is more than 85% clogged replacement is required. Excessive accumulation of sediment on the BioMediaGREEN media housed within the drain down filter. The following photos show of the condition of the BioMediaGREEN contained within the drain down filter. When media is more than 85% clogged replacement is required. www.modularwetlands.com Overgrown vegetation. Water level in discharge chamber during 100% operating capacity (pre-treatment chamber water level at max height) is lower than the watermark by 20%. www.modularwetlands.com Inspection Notes 1.Following maintenance and/or inspection, it is recommended the maintenance operator prepare a maintenance/inspection record. The record should include any maintenance activities performed, amount and description of debris collected, and condition of the system and its various filter mechanisms. 2.The owner should keep maintenance/inspection record(s) for a minimum of five years from the date of maintenance. These records should be made available to the governing municipality for inspection upon request at any time. 3.Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. 4.Entry into chambers may require confined space training based on state and local regulations. 5.No fertilizer shall be used in the Biofiltration Chamber. 6.Irrigation should be provided as recommended by manufacturer and/or landscape architect. Amount of irrigation required is dependent on plant species. Some plants may not require irrigation after initial establishment. www.modularwetlands.com Maintenance Guidelines for Modular Wetland System - Linear Maintenance Summary o Remove Sediment from Pre-Treatment Chamber – average maintenance interval is 12 to 24 months. (10 minute average service time). o Replace Pre-Filter Cartridge Media – average maintenance interval 12 to 24 months. (10-15 minute per cartridge average service time). o Trim Vegetation – average maintenance interval is 6 to 12 months. (Service time varies). System Diagram Access to separation chamber and pre-filter cartridge 1 Pre-treatment Chamber 2 Biofiltration Chamber 3 Discharge Chamber www.modularwetlands.com Maintenance Overview The time has come to maintain your Modular Wetland System Linear (MWS Linear). To ensure successful and efficient maintenance on the system we recommend the following. The MWS Linear can be maintained by removing the access hatches over the systems various chambers. All necessary pre-maintenance steps must be carried out before maintenance occurs, especially traffic control and other safety measures to protect the inspector and near-by pedestrians from any dangers associated with an open access hatch or manhole. Once traffic control has been set up per local and state regulations and access covers have been safely opened the maintenance process can begin. It should be noted that some maintenance activities require confined space entry. All confined space requirements must be strictly followed before entry into the system. In addition the following is recommended: Prepare the maintenance form by writing in the necessary information including project name, location, date & time, unit number and other info (see maintenance form). Set up all appropriate safety and cleaning equipment. Ensure traffic control is set up and properly positioned. Prepare a pre-checks (OSHA, safety, confined space entry) are performed. Maintenance Equipment Following is a list of equipment required for maintenance of the MWS Linear: Modular Wetland Maintenance Form Manhole hook or appropriate tools to access hatches and covers Protective clothing, flashlight and eye protection. 7/16” open or closed ended wrench. Vacuum assisted truck with pressure washer. Replacement BioMediaGREEN for Pre-Filter Cartridges if required (order from manufacturer). www.modularwetlands.com Maintenance Steps 1.Pre-treatment Chamber (bottom of chamber) A.Remove access hatch or manhole cover over pre-treatment chamber and position vacuum truck accordingly. B.With a pressure washer spray down pollutants accumulated on walls and pre-filter cartridges. C.Vacuum out Pre-Treatment Chamber and remove all accumulated pollutants including trash, debris and sediments. Be sure to vacuum the floor until pervious pavers are visible and clean. D.If Pre-Filter Cartridges require media replacement move onto step 2. If not, replace access hatch or manhole cover. Removal of access hatch to gain access below. Insertion of vacuum hose into separation chamber. Removal of trash, sediment and debris. Fully cleaned separation chamber. www.modularwetlands.com 2.Pre-Filter Cartridges (attached to wall of pre-treatment chamber) A.After finishing step 1 enter pre-treatment chamber. B.Unscrew the two bolts holding the lid on each cartridge filter and remove lid. C.Place the vacuum hose over each individual media filter to suck out filter media. D.Once filter media has been sucked use a pressure washer to spray down inside of the cartridge and it’s containing media cages. Remove cleaned media cages and place to the side. Once removed the vacuum hose can be inserted into the cartridge to vacuum out any remaining material near the bottom of the cartridge. Pre-filter cartridges with tops on. Inside cartridges showing media filters ready for replacement. Vacuuming out of media filters. www.modularwetlands.com E.Reinstall media cages and fill with new media from manufacturer or outside supplier. Manufacturer will provide specification of media and sources to purchase. Utilize the manufacture provided refilling trey and place on top of cartridge. Fill trey with new bulk media and shake down into place. Using your hands slightly compact media into each filter cage. Once cages are full removed refilling trey and replace cartridge top ensuring bolts are properly tightened. F.Exit pre-treatment chamber. Replace access hatch or manhole cover. 3.Biofiltration Chamber (middle vegetated chamber) A.In general, the biofiltration chamber is maintenance free with the exception of maintaining the vegetation. Using standard gardening tools properly trim back the vegetation to healthy levels. The MWS Linear utilizes vegetation similar to surrounding landscape areas therefore trim vegetation to match surrounding vegetation. If any plants have died replace plants with new ones: Refilling trey for media replacement. Refilling trey on cartridge with bulk media. www.modularwetlands.com 4.Discharge Chamber (contains drain down cartridge & connected to pipe) A.Remove access hatch or manhole cover over discharge chamber. B.Enter chamber to gain access to the drain down filter. Unlock the locking mechanism and left up drain down filter housing to remove used BioMediaGREEN filter block as shown below: C.Insert new BioMediaGREEN filter block and lock drain down filter housing back in place. Replace access hatch or manhole cover over discharge chamber. B. Over time, sediment will accumulate in the perimeter void area and will need to be vacuumed out. The media surface may also require power washing if it becomes occluded with sediment. In addition, the wetland media will eventually need to be replaced after 10 plus years of service. www.modularwetlands.com Inspection Notes 1.Following maintenance and/or inspection, it is recommended the maintenance operator prepare a maintenance/inspection record. The record should include any maintenance activities performed, amount and description of debris collected, and condition of the system and its various filter mechanisms. 2.The owner should keep maintenance/inspection record(s) for a minimum of five years from the date of maintenance. These records should be made available to the governing municipality for inspection upon request at any time. 3.Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. 4.Entry into chambers may require confined space training based on state and local regulations. 5.No fertilizer shall be used in the Biofiltration Chamber. 6.Irrigation should be provided as recommended by manufacturer and/or landscape architect. Amount of irrigation required is dependent on plant species. Some plants may not require irrigation after initial establishment. www.modularwetlands.com Inspection Form Modular Wetland System, Inc. P. 760.433-7640 F. 760-433-3176 E.Info@modularwetlands.com www.modularwetlands.com Maintenance Report Modular Wetland System, Inc. P. 760.433-7640 F. 760-433-3176 E.Info@modularwetlands.com