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HomeMy WebLinkAboutCT 04-09; La Costa Greens Neighborhood 1.17; Storm Water Management Plan; 2005-05-09HUN SAKE R ^ASSOCIATES SAN PLANNING ENGINEERING SURVEYING IRVINE LOS ANGELES RIVERSIDE SAN DIEGO ECO, INC. STORM WATER MANAGEMENT PLAN for LA COSTA GREENS NEIGHBORHOOD 1.17 RECEIVED MAY 1 3 2005 ENGINEERING DEPARTMENT City of Carlsbad, California Prepared for: Real Estate Collateral Management Company c/o Morrow Development 1903 Wright Place, Suite 180 Carlsbad, CA 92008 W.O. 2352-109 May 9, 2005 DAVE HAMMAR LEX WILLIMAN ALISAVIALPANDO DAN SMITH RAY MARTIN 10179 Huennekens St. San Diego, CA 92121 (858) 558-4500 PH (858) 558-1414 FX www.HunsakerSD.com lnfo@HunsakerSD.com Eric Mosolgo, R.C.E. ' Water Resources Department Manager Hunsaker & Associates San Diego, Inc. DE:ko H:\REPORTS\2352\109Greens 1.17\SWMP02.doc W.O. 2352-109 5/10/2005 8:03 AM La Costa Greens Neighborhood 1.17 Storm Water Management Plan TABLE OF CONTENTS CHAPTER 1 - Executive Summary 1.1 Introduction 1.2 Summary of Pre-Developed Conditions 1.3 Summary of Proposed Development 1.4 Results and Recommendations 1.5 Conclusion CHAPTER 2 - Storm Water Criteria 2.1 Regional Water Quality Control Board Criteria 2.2 City of Carlsbad SUSMP Criteria CHAPTER 3 - Identification of Typical Pollutants 3.1 Anticipated Pollutants from Project Site 3.2 Sediment 3.3 Nutrients 3.4 Trash & Debris 3.5 Oxygen-Demanding Substances 3.6 Oil & Grease 3.7 Bacteria & Viruses 3.8 Pesticides CHAPTER 4 - Pollutants of Concern 4.1 Receiving Watershed Descriptions 4.2 Pollutants of Concern in Receiving Watersheds CHAPTER 5 - Detention Basin Analysis 5.1 Design Rainfall Determination - 2, 10 & 100-Year, 6-Hour Rainfall Isopluvial Map - 2, 10 & 100-Year, 24-Hour Rainfall Isopluvial Map 5.2 Runoff Coefficient Determination 5.3 Rainfall Intensity Determination - Urban Watershed Overland Time of Flow Nomograph - San Diego County Intensity-Duration Design Chart 5.4 Existing Condition Rational Method Analysis 5.5 Developed Condition Rational Method Analysis 5.6 Detention Basin Analysis DE: H:\REPORTS\2352\109Graeils1.17\SWMP01.lloc w.o. 2352-62 1/31/2005 12:56 PM La Costa Greens Neighborhood 1.17 Storm Water Management Plan CHAPTER 6 - Flow-Based BMPs 6.1 Design Criteria 6.2 Vortechs Treatment Units 6.3 Pollutant Removal Efficiency Table 6.4 Maintenance Requirements 6.5 Operations and Maintenance Plan 6.6 Schedule of Maintenance Activities 6.7 Annual Operations & Maintenance Costs CHAPTER 7 - Source Control BMPs 7.1 Landscaping 7.2 Urban Housekeeping 7.3 Automobile Use 7.4 Site Design BMPs CHAPTER 8 - Treatment Control BMP Design (Flow Based Treatment Unit) 8.1 BMP Locations 8.2 Determination of Treatment Flows 8.3 Example Treatment Unit Selection CHAPTER 9 - References List of Tables and Figures Chapter 1 - Watershed Map Chapter 3 - Pollutant Category Table Chapter 4 - 2002 CWA Section 303(d) List of Water Quality Limited Segment Chapter 4 - Beneficial Uses of Inland Surface Waters Chapter 4 - Water Quality Objectives Chapter 5 - Detention Basin Stage-Storage Data Chapter 5 - Detention Quality Basin Stage-Discharge Data Chapter 5 - HEC-HMS Output Data Chapter 6 - Pollutant Removal Efficiency Table (Flow-Based BMPs) Chapter 8 - 85th Percentile Rainfall Isopluvial Map Chapter 8 - Design Runoff Determination Summary Table Chapter 8 - Neighborhood 1.17 BMP Location Map Chapter 8 - Vortechs Unit Treatment Capacity Table Chapter 8 - Vortechs System Data Attachments Existing Conditions Hydrology Map Developed Conditions Hydrology Map Offsite Drainage Hydrology Map DE:de H:\REPORTS\2352\109Greens1.mSWMP02.doc w.o. 2352-109 5/9/2005 12:32 PM I La Costa Greens Neighborhood 1.17 Storm Water Management Plan m •M CHAPTER 1 - EXECUTIVE SUMMARY DE: H:\REPORTS\2352M09Greeni1.17\SWMP01.doc w.o. 2352-82 1/31/2005 12:56 PM La Costa Greens Neighborhood 1.17 Storm Water Management Plan CHAPTER 1 - EXECUTIVE SUMMARY 1.1 -Introduction The site is located north of Alga Road, south of the proposed extension of Poinsettia Lane, and west of the La Costa Greens Golf Course in the City of Carlsbad, California (see Vicinity Map below). The site is bounded to the west by an existing residential development, to the north by Poinsettia Lane and to the south by the adjacent La Costa Greens Neighborhood 1.16. Neighborhood 1.17 Development Vicinity Map VICINITY MAP NTS All runoff from the site will drain to an unnamed tributary of San Marcos Creek. Runoff from this tributary discharges into San Marcos Creek and eventually discharges to the Batiquitos Lagoon. Per the City of Carlsbad SUSMP, the La Costa Greens Neighborhoods 1.17 project is classified as a Priority Project and subject to the City's Permanent Storm Water BMP Requirements. This Storm Water Management Plan (SWMP) has been prepared pursuant to requirements set forth in the City of Carlsbad's "Standard Urban Storm Water Mitigation Plan (SUSMP)." All calculations are consistent with criteria set forth by the Regional Water Quality Control Board's Order No. 2001-01, and the City of Carlsbad SUSMP. This SWMP recommends the location and sizing of site Best Management Practices (BMPs) which include one (1) flow-based storm water treatment unit (see BMP Location Map in this chapter). OEjds H:\REPORTS\2352M09 Graens1.17\SWMP01.doc w.o. 2352-109 1/31/2005 12:58 PM La Costa Greens Neighborhood 1.17 Storm Water Management Plan A detention basin will attenuate Neighborhood 1.17 peak developed condition site flows to or below pre-developed condition values. Analysis of this basin is presented in Chapter 5 of this report Furthermore, this report determines anticipated project pollutants, pollutants of concern in the receiving watershed, peak flow mitigation, recommended source control BMPs, and methodology used for the design of flow-based BMPs. 1.2 - Summary of Pre-Developed Conditions Located in the Batiquitos watershed, in existing conditions the project site consists of primarily undisturbed terrain covered with natural vegetation. Portions of the site have been mass-graded. The site also receives offsite runoff from the adjacent residential development to the west. Natural runoff from the undeveloped site flows in an easterly direction to an unnamed tributary of San Marcos Creek, which flows in a southerly direction along the site boundary with the La Costa Golf Course, west of the La Costa Greens Phase I development area. All the runoff eventually drains under Alga Road via three 96" RCP culverts, as shown in Drawing No. 397-2, and discharges into San Marcos Creek en route to the Batiquitos Lagoon. The Regional Water Quality Control Board has identified San Marcos Creek as part of the Carlsbad Hydrologic Unit, San Marcos Hydrologic Area, and the Batiquitos Hydrologic Subarea (basin number 4.51). In existing conditions, runoff from the site area discharges to one of two locations. Peak flows to each of these locations are summarized in Table 1 below: Table 1 - Summary of Existing Conditions - Neighborhood 1.17 Drainage Location Watershed A Watershed C TOTAL Drainage Area (Ac) 9 53 62 100-Year Peak Flow (cfs) 15.7 101.3 117 1.3 - Summary of Proposed Development Ultimate development of the area will consist of single-family residences, as well as the associated roads, foot paths, communal open space, onsite parking and underground utilities. DE:da H:\REPORTS12352\109 Giwns 1.17\SWMP01.doc w.o. 2352-109 1/31/2005 12:56 PU II ii hi hi t i ii li I i i I J li ia ii ii ti t « LA COSTA GREENS NEIGHBORHOOD 1 WATERSHED HAP FOR LA COSTA GREENS NEIGHBORHOOD 1.17 La Costa Greens Neighborhood 1.17 Storm Water Management Plan Per County of San Diego drainage criteria, the Modified Rational Method should be used to determine peak design flowrates when the contributing drainage area is less than 1.0 square mile. Since the total watershed area discharging from the site is less than 1.0 square mile, the AES-99 computer software was used to model the runoff response per the Modified Rational Method. Methodology used for the computation of design rainfall events, runoff coefficients, and rainfall intensity values are consistent with criteria set forth in the "1993 County of San Diego Hydrology Manual." A more detailed explanation of methodology used for this analysis is included in Chapter 5 of this report. Based on 1993 County of San Diego criteria, runoff coefficients of 0.55 and 0.7 were assumed respectively for the La Costa Greens 1.17 single-family residential development and the adjoining La Costa Greens 1.16 residential development. Calculated flows were taken from the "Drainage Study for La Costa Greens Neighborhood 1.17" by Hunsaker & Associates, May 2005. Runoff from the proposed 42 -acre developed area will drain to two (2) points of discharge. The main body of development and the existing residential development flow accommodated by the proposed site will drain westerly along the current natural flowpath, where upon it will discharge to the unnamed tributary of San Marcos Creek. A small offsite flow will drain to the existing "Watershed A" tributary. Development of the site will not cause any diversion to or from the existing watershed to the storm drain system. Prior to discharge to the unnamed tributary of San Marcos Creek, runoff from the main development is to be routed through the detention basin located to the southeast of the proposed residential development. This detention basin also detains flows from the adjacent La Costa Neighborhood 1.16 site. 85th percentile runoff will be treated in a proposed flow-based treatment unit prior to discharging to the Neighborhood 1.17 detention basin. Peak flows to each of the aforementioned discharge locations as well as the contributing drainage areas are summarized in Table 3 below. Table 3 - Summary of Developed Conditions Drainage Location South East Detention Basin (Existing basin C) - Developed Site - Existing Natural Area TOTAL Drainage Area (Ac) 56.0* 10 66** 100-Year Peak Flow (cfs) 110.1 15.4 125.5 *Note: Includes area from existing development & La Costa Neighborhood 1.16 *Note: La Costa 1.16 contains 11 Ac, of which 6 Ac is diverted from Existing Watershed D DE:de H:\REPORTS\2352\109Gresns 1.17\SWMP02.doc w.o. 2352-109 5/9/2005 4:08 PM La Costa Greens Neighborhood 1.17 Storm Water Management Plan 1.4- Results and Recommendations Based on an 85th percentile rainfall of 0.65 inches (see Isopluvial Map in chapter 9) 85th percentile intensity of 0.2 in/hr and approximately 65 percent imperviousness in the contributing watershed, Table 1 below summarizes 85th percentile rational method flow calculations for the proposed water quality treatment BMPs for the La Costa Greens Neighborhood 1.17 development. Table 1 - Developed Conditions 85th Percentiie Calculations Location Neighborhood 1.17Vortechs Unit Drainage Area (acres) 56.0 Rainfall Intensity (inches/hour) 0.2 Runoff Coefficient 0.58* 85tn Percentile Treatment Flow (cfs) 6.5 *= weighted C coefficient, see chapter 8. Rational Method calculations predict an 85th percentile runoff flow of 6.5 cfs for the area discharging to the La Costa Greens Neighborhood 1.17 treatment unit. 85th percentile flows will be treated in the proposed treatment unit prior to discharging to the Neighborhood 1.17 detention basin. One (1) Vortech Model 7000 unit (or approved equivalent unit) with a treatment flow capacity of 11.0 cfs is recommended for the unit located upstream of the detention basin. The 85th percentile design flow rate is forced into the treatment area by a diversion weir built in the upstream junction. Flows in excess of the design flow rate pass over the weir and proceed downstream. 1.5-Conclusion The combination of proposed construction and permanent BMP's will reduce, to the maximum extent practicable, the expected project pollutants and will not adversely impact the beneficial uses of the receiving waters. DE:de H:\REPORTS\2352\109 Greens 1.17\SWMP01.doc w.o. 2352-109 2/19/2005 8:45 AM WATERSHED BOUNDARY WATER QUALITY UNIT BMP LOCATION EXHIBIT FOR LA COSTA GREENS NEIGHBORHOOD 1.17 CITY OF CAHLSBAD, CALIFORNIA II La Costa Greens Neighborhood 1.17 Storm Water Management Plan CHAPTER 2 - STORM WATER CRITERIA DE:dB H:\REPORTS\2352\109Greeru1.17\SWMP01.doc w.Q. 2352-109 1/31/2005 12:56 PM La Costa Greens Neighborhood 1.17 Storm Water Management Plan CHAPTER 2 - STORM WATER CRITERIA 2.1 - Regional Water Quality Control Board Criteria All runoff conveyed in the proposed storm drain systems will be treated in compliance with Regional Water Quality Control Board regulations and NPDES criteria prior to discharging to natural watercourses. California Regional Water Quality Control Board Order No. 2001-01, dated February 21, 2001, sets waste discharge requirements for discharges of urban runoff from municipal storm separate drainage systems draining the watersheds of San Diego County. Per the RWQCB Order, post-development runoff from a site shall not contain pollutant loads which cause or contribute to an exceedance of receiving water quality objectives or which have not been reduced to the maximum extent practicable. Post-construction Best Management Practices (BMPs), which refer to specific storm water management techniques that are applied to manage construction and post-construction site runoff and minimize erosion, include source control - aimed at reducing the amount of sediment and other pollutants - and treatment controls that keep soil and other pollutants onsite once they have been loosened by storm water erosion. Post construction pollutants are a result of the urban development of the property and the effects of automobile use. Runoff from paved surfaces can contain both sediment (in the form of silt and sand) as well as a variety of pollutants transported by the sediment. Landscape activities by homeowners are an additional source of sediment. All structural BMPs shall be located to infiltrate, filter, or treat the required runoff volume or flow (based on the 85th percentile rainfall) prior to its discharge to any receiving watercourse supporting beneficial uses. 2.2 - City of Carlsbad SUSMP Criteria Per the City of Carlsbad SUSMP, the La Costa Greens Neighborhood 1.17 project is classified as a Priority Project and subject to the City's Permanent Storm Water BMP Requirements. These requirements required the preparation of this Storm Water Management Plan. The Storm Water Applicability Checklist, which must be included along with Grading Plan applications, is included on the following page. DE:de H:\R6PORTS\235ZM09 Gr««ns1.17\SWMP01.<loc w.o. 2352-109 1/31/2005 12:56 PM Storm Water Standards 4/03/03 APPENDIX A STORM WATER REQUIREMENTS APPLICABILITY CHECKLIST Complete Sections 1 and 2 of the following "checklist to determine your project's permanent and construction storm water best management practices requirements. This form must be completed and submitted with your permit application. Section 1. Permanent Storm Water BMP Requirements: If any answers to Part A are answered "Yes," your "project is subject to the "Priority Project Permanent Storm Water BMP Requirements," and "Standard Permanent Storm Water BMP Requirements" in Section III, "Permanent Storm Water BMP Selection Procedure" in the Storm Water Standards manual. If all answers to Part A are "No," and any answers to Part B are "Yes," your project is only subject to the "Standard Permanent Storm Water-BMP Requirements", if every question in Part A and B is answered "No," your project is exempt from permanent storm water requirements. Part A: Determine Priority Project Permanent Storm Water BMP Requirements. Does tha project meet the definition of one or more of the priority project categories?* 1 . Detached residential development of 1 0 or- more units 2. Attached residential development of 10 or more units 3. Commercial development greater than 1 00,000 square feet 4. Automotive repair shop 5. Restaurant 6. Steep hillside development greater than 5,000 square feet 7. Project discharging to receiving waters within Environmentally Sensitive Areas B. Parking lots greater than or equal to 5,000 ft* or with at least 15 parking spaces, and potentially exposed to urban runoff 9. Streets, roads, highways, and freeways which would create a new paved surface that is 5,000 square feet or greater Yes ^ / / No / •/ J J J~ J \/ ,y * Refer to the definitions section in the Storm Water Standards for expanded definitions of the priority project categories. Limited Exclusion: Trenching and resurfacing work associated with utility projects are not considered priority projects. Parking lots, buildings and other structures associated with utility projects are priority projects if one or more of the criteria in Part A is met If all answers to Part A are "No", continue to Part B. Ill La Costa Greens Neighborhood 1.17 Storm Water Management Plan CHAPTER 3- IDENTIFICATION OF TYPICAL POLLUTANTS DE:d« H:\REPORTSl23S2\1090reen3l.17\SWMP01.iloc w.o. 2352-109 1/31/2005 12:56 PM La Costa Greens Neighborhood 1.17 Storm Water Management Plan CHAPTER 3 - IDENTIFICATION OF TYPICAL POLLUTANTS 3.1 - Anticipated Pollutants from Project Site The following table details typical anticipated and potential pollutants generated by various land use types. The La Costa Greens Neighborhoods 1.17 development will consist of detached single-family residences. Thus, the Detached Residential Development category has been highlighted to clearly illustrate which general pollutant category is anticipated from the project area. Priority Project Categories Attached Residential Development Commercial Development >100,000 ft2 Automotive Repair Shops Restaurants Hillside Development >5,000 ft2 Parking Lots Streets, Highways & Freeways Retail Gas Outlets General Pollutant Categories 3d) X X X 3(1) X X 3(2) X(4)(5) X<4) X(4) X X X X X X 3(1) p(5) X 3d)X X 3(3)p(5) X 3(1) X = anticipated P = potential (1) A potential pollutant if landscaping exists on-site. (2) A potential pollutant if the project includes uncovered parking areas. (3) A potential pollutant if land use involves food or animal waste products. (4) Including petroleum hydrocarbons. (5) Including solvents. DE:de H:\REPORTS\2352\109 Greens 1.17\SWMP01.doc w.o. 2352-109 1/31/2005 12:56 PM La Costa Greens Neighborhood 1.17 Storm Water Management Plan 3.2 - Sediment Soils or other surface materials eroded and then transported or deposited by the action of wind, water, ice, or gravity. Sediments can increase turbidity, clog fish gills, reduce spawning habitat, smother bottom dwelling organisms, and suppress aquatic vegetative growth. 3.3 - Nutrients Inorganic substances, such as nitrogen and phosphorous, that commonly exist in the form of mineral salts that are either dissolved or suspended in water. Primary sources of nutrients in urban runoff are fertilizers and eroded soils. Excessive discharge of nutrients to water bodies and streams can cause excessive aquatic algae and plant growth. Such excessive production, referred to as cultural eutrophication, may lead to excessive decay of organic matter in the water body, loss of oxygen in the water, release of toxins in sediment, and the eventual death of aquatic organisms. 3.4 - Trash & Debris Examples include paper, plastic, leaves, grass cuttings, and food waste, which may have a significant impact on the recreational value of a water body and aquatic habitat. Excess organic matter can create a high biochemical oxygen demand in a stream and thereby lower its water quality. In areas where stagnant water is present, the presence of excess organic matter can promote septic conditions resulting in the growth of undesirable organisms and the release of odorous and hazardous compounds such as hydrogen sulfide. 3.5 - Oxygen-Demanding Substances Biodegradable organic material as well as chemicals that react with dissolved oxygen in water to form other compounds. Compounds such as ammonia and hydrogen sulfide are examples of oxygen-demanding compounds. The oxygen demand of a substance can lead to depletion of dissolved oxygen in a water body and possibly the development of septic conditions. 3.6 - Oil & Grease Characterized as high high-molecular weight organic compounds. Primary sources of oil and grease are petroleum hydrocarbon products, motor products from leaking vehicles, oils, waxes, and high-molecular weight fatty acids. Elevated oil and grease content can decrease the aesthetic value of the water body, as well as the water quality. OE:de H:\REPORTS\2352VI09Greens1.17\SVVMP01.doc w.o. 2352-109 1/31/2005 12:58 PM La Costa Greens Neighborhood 1.17 Storm Water Management Plan 3.7 - Bacteria & Viruses Bacteria and viruses are ubiquitous micro-organisms that thrive under certain environmental conditions. Their proliferation is typically caused by the transport of animal or human fecal wastes from the watershed. Water, containing excessive bacteria and viruses can alter the aquatic habitat and create a harmful environment for humans and aquatic life. Also, the decomposition of excess organic waste causes increased growth of undesirable organisms in the water. 3.8 - Pesticides Pesticides (including herbicides) are chemical compounds commonly used to control nuisance growth or prevalence of organisms. Excessive application of a pesticide may result in runoff containing toxic levels of its active component. H:WEPORTS\2352\109 Greens 1.17\SWMP01.doc w.o. 2352-109 1/31/2005 12:56 PM IV La Costa Greens Neighborhood 1.17 Storm Water Management Plan CHAPTER 4 - POLLUTANTS OF CONCERN DEde H:\REPOKTS\235ZU09 Orams 1.17\SWMP01.doc w.o. 2352-109 1/31/2005 12:58 PM La Costa Greens Neighborhood 1.17 Storm Water Management Plan CHAPTER 4 - POLLUTANTS OF CONCERN 4.1 - Receiving Watershed Descriptions As shown in the watershed map on the following page, the pre-developed La Costa Greens Neighborhoods 1.17 site drains to an unnamed tributary of San Marcos Creek which eventually discharges to the Batiquitos Lagoon within the San Marcos Creek watershed. Development of the site will not cause any diversion to or from the existing watershed. The Regional Water Quality Control Board has identified San Marcos Creek as part of the Carlsbad Hydrologic Unit, San Marcos Creek Watershed, and the Batiquitos Hydrologic Subarea (basin number 4.51). 4.2 - Pollutants of Concern in Receiving Watersheds San Marcos Creek and Batiquitos Lagoon are not listed on the EPA's 303(d) List of endangered waterways (included in this Chapter). Per the "Water Quality Plan for the San Diego Basin", the beneficial uses for the Batiquitos Lagoon and San Marcos Creek includes agricultural supply, contact water recreation, non-contact recreation, warm freshwater habitat, and wildlife habitat. Table 3-2 from the "Water Quality Plan for the San Diego Basin" (included at the end of this Chapter) lists water quality objectives for a variety of potential pollutants required to sustain the beneficial uses of the San Marcos hydrologic area. DE:do H:\REPOKTS\2352\109 Grewu1.17\SWMP01.doc w.o. 2352-109 1/31/2005 12:56 PM ti ii li LA COSTA GREENS NEIGHBORHOOD 1.17 2002 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENT SAN DIEGO REGIONAL WATER QUALITY CONTROL BOARD Approved by USEPA: Julv 2003 ^;r f"S?%fJMBHTOf'gft.-fr- 1JL.V&1B*. ^f'&:,*^***$5 _ ' V iFQTENTIAL i' ;irf n; SOURCES TMDt, , .ESTIMATED PRIORITY SIZE AFFECTED PROPOSED TMDL COMPLETION 9 E San Elijo Lagoon 9 R San Juan Creek San Juan Creek (mouth) 9 R San Luis Rey River 90461000 90120000 90120000 90311000 Phosphorus Impairment transcends adjacent Cahvater watershed 90712. Urban Runoff/Storm Sewers Unknown Nonpoint Source Unknown point source Total Dissolved Solids Impairment transcends adjacent Cahvater watershed 90712. Urban Runoff/Storm Sewers Flow Regulation/Modification Natural Sources Unknown Nonpoint Source Unknown point source Low Low Bacteria Indicators Estimated size of impairment is 150 acres. Nonpoint/Point Source Eutrophic Estimated size of impairment is 330 acres. Nonpoint/Point Source Sedimentation/Siltation Estimated size of impairment is 150 acres. Nonpoint/Point Source Bacteria Indicators Bacteria Indicators Nonpoint/Point Source Nonpoint/Point Source Chloride Impairment located at lower 13 miles. Urban Runoff/Storm Sewers Unknown Nonpoint Source Unknown point source Low Low Medium Medium Medium Low 12 Miles 12 Miles 566 Acres 566 Acres 566 Acres 1 Miles 6.3 Acres 19 Miles Page 12 of 16 2002 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENT SAN DIEGO REGIONAL WATER QUALITY CONTROL BOARD Api>rovt'.ilby USEPA: July 20113 i&a^>3fe?;ffis%g J,> POTENTIAL T,#?:SOURCES TMDIT ESTIMATED PRIORITY SIZE AFFECTED PROPOSED TMDL COMPLETION Total Dissolved Solids 9 R Sandia Creek 90222000 Total Dissolved Solids 9 E Santa Margarita Lagoon 9 R Santa Margarita River (Upper) 90211000 90222000 Eutrophic Phosphorus 9 R Segiinda Deshecha Creek 90130000 Phosphorus Turbidity Industrial Point Sources Agriculture-storm runoff Urban Runoff/Storm Sewers Surface Mining Flow Regulation/Modification Natural Sources Golf course activities Unknown Nonpoint Source Unknown point source Urban Runoff/Storm Sewers Flow Regulation/Modification Natural Sources Unknown Nonpoint Source Unknown point source Low Low Nonpoint/Point Source Urban Runoff/Storm Sewers Unknown Nonpoint Source Unknown point source Urban Runoff/Storm Sewers Unknown Nonpoint Source Unknown point source Construction/Land Development Urban Runoff/Storm Sewers Channelization Flow Regulation/Modification Unknown Nonpoint Source Unknown point source Low Low Low Low 19 Miles 1.5 Miles 28 Acres 18 Miles 0.92 Miles 0.92 Miles Page 13 of 16 I I Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS 1.2 Inland Surface Waters .Hydrologic Unit Basin Number BENEFICIAL USE M U N A G R I N D P R 0 C G W R F R S H P O W R E C 1 R E C 2 B I O L W A R M C 0 L D W I L D R A R E S P W N Saii Diego County Coastal Streams - continued Buena Vista Lagoon Buena Vista Creek Buena Vista Creek Agua Hedionda Agua Hedionda Creek Buena Creek Agua Hedionda Creek Letterbox canyon Canyon de las Encinas 4.21 4.22 • 4.21 4.31 4.32 4.32 4.31 4.31 4.40 See Coastal Waters- Table 2-3 + + • o 0 0 0 0 0 0 0 0 0 0 0 See Coastal Waters- Table 2-3 0 • « o + • « 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 9 0 Sa:i Marcos Creek Watershed tlatiquitos Lagoon San Marcos Creek unnamed Intermittent streams 4.51 4.52 4.53 See Coastal Waters- Table 2-3 + + e 0 0 0 0 0 0 0 0 0 San Marcos Creek Watershed San Marcos Creek Encinitas Creek 4.51 4.51 + + 0 0 0 a 0 0 0 0 0 • • Existing Beneficial Use O Potential Beneficial Use •H Excepted From MUN (See Text) Waterbodies are listed multiple times if they cross hydrologio area or sub area boundaries. Beneficial use designations apply to all tributaries to (he indicated waterbody, if not listed separately. Tabla 2-2 BENEFICIAL USES 2-27 March 12, 1997 Table 2-3. BENEFICIAL USES OF COASTAL WATERS Coastal Waters Pacific Ocean Dana Point Harbor Del Mar Boat Basin ; Mission Bay Qcuanside Harbor San Diego Bay 1 Hydrologic Unit Basin Number BENEFICIAL USE I N D ® ® ® © 9 @ N A V 9 © © © © R E C 1 0 9 © © & ® n E c 2 & & 9 & & & C .0 M M © © © © © © B I 0 L © © E S T © 9 W I L D © 0 © 9 © 9 R A R E 9 9 © 9 9 9 M A R 9 0 9 9 9 9 A Q U A 9 M I G R 9 9 9 9 9 9 s p w N 9 9 9 9 9 9 W A R M S H E L L 9 ® 0 9 9 9 Coastal Lagoons Tijuana River Estuary Mouth of San Diego River Los Penasquitos Lagoon San Dieguito Lagoon Batiquitos Lagoon San Elijo Lagoon Aqua Hedionda Lagoon 11.11 7.11 6.10 5.11 4.51 - 5.61 4.31 © ® ® & © ® ® e ® ® © Q • © © 9 © © © © 9 0 © © 6 © © © 0 9 © © 9 9 9 9 9 9 9 9 9 9 9 9 9 © 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 © © © © 1 Includes the tidal prisms of the Otay and Sweetwater Rivers. 2 Fishing from shore or boat permitted, but other water contact recreational (REC-1) uses are prohibited. 9 Existing Beneficial Use Tabla 2-3 BENEFICIAL USES March 12, 1997 2-47 i i i i i Table 3-3. WATER QUALITY OBJECTIVES Concentr3tions not to be exceeded more than 10% of the time during any one year period. Ground Water Buena Vista Creek HA El Salto HSA a Vista HSA a Agua Hedionda HA a Lcs Monos HSA aj Encinas HA a San Marcos HA ae 1 Biitiquitos HSA ask Esccmdido Creek ! HA a Snn Elijo HSA a EE candido HSA Hydrologic Basin Unit 'Number 4.20 4.21 4.22 4.30 4.31 4.40 4. BO 4.51 4.60 4.61 4.62 Constituent (mg/L or as noted) TDS Cl SO4 %Na 3500 1000 b 1200 3500 3500 b 1000 3500 750 2800 1000 800 400 b 500 800 800 b 400 800 300 700 300 500 500 b 500 500 500 b 500 500 300 600 400 60 60 60 60 60 60 60 60 60 60 NO3 Fe Mn MBAS B ODOR Turb NTU Color Units F 45 10 b 10 45 45 b 10 45 10 4B 10 0.3 0.3 b 0.3 0.3 0.3 b 0.3 . 0.3 0.3 0.3 0.3 0.05 0.05 b 0.05 0.05 0.05 b 0.05 0.05 0.05 0.05 0.05. 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 2.O 0.75 b 0.75 2.0 2.0 b 0.75 2.0 0.75 1.0 0.75 nona none none none none none none none none none 5 5 5 5 5 5 B 5 5 5 15 15 15 15 15 15 15 15 15 15 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 SAN DIEGUITO HYDROLOGIC UNIT 905.00 Solana Beach • - HA a Hodges • HA San Pasqual HA Satr:a Maria Valley HA Sam:a Ysabel HA 5.10 5.20 5.30 5.40 5.50 1500 b 1000 b 1000 b 1000 500 500 b '400 b 400 b 400 250 500 b 500 b 500 b 500 250 60 60 60 60 60 45 b 10 b 10 b 10 5 0.85 b 0.3 b 0.3 b 0.3 0.3 0.15 b 0.05 b 0.05 b 0.05 0.05 0.5 0.5 0.5 0.5 0.5 0.75 b 0.75 b 0.75 b 0.75 0.75 none none none none none 5 5 B 5 5 15 15 15 15 15 1.0 1.0 1.0 1.0 1.0 PENASQUITOS HYDROLOGIC UNIT 906.00 Mirsmar Reservoir HA af Poway HA Scripps • HA Miramar HA 3 Tecolote HA 6.10 6.20 6.30 6.40 6.50 1200 750 q - 750 - 500 300 - 300 - 500 300 - 300 - 60 60 - 60 - 10 10 - 10 - 0.3 0.3 - 0.3 - 0.05 0.05 - 0.05 - 0.5 0.5 - 0.5 - 0.75 0.75 - 0.75 - none none - none - 5 5 - 5 - 15 15 - 15 - 1.0 1.0 - 1.0 - HA - HydroloQic Area HSA - Hydrologic Sub Area (Lower case letters Indicate endnoteg following the table.) Table 3-3 WATER QUALITY OBJECTIVES Fogs 3-29 October 13, 1994 V La Costa Greens Neighborhood 1.17 Storm Water Management Plan CHAPTER 5 - DETENTION BASIN ANALYSIS «* m DEde H:\REPORTS\2352\109 Gn»ra1.17;SWMP01.<tac w.o. 2352-109 1/31/2005 12:56 PM La Costa Greens Neighborhood 1.17 Storm Water Management Plan CHAPTER 5 - DETENTION BASIN ANALYSIS 5.1 - Design Rainfall Determination Per County of San Diego drainage criteria, the Modified Rational Method should be used to determine peak design flowrates when the contributing drainage area is less than 1.0 square mile. Since the total watershed area discharging from the site is less than 1.0 square mile, the AES-99 computer software was used to model the runoff response per the Modified Rational Method. Methodology used for the computation of design rainfall events, runoff coefficients, and rainfall intensity values are consistent with criteria set forth in the "County of San Diego Hydrology Manual." It should be noted that this detention basin was designed per the developed flows derived from the "TM Drainage Study for La Costa Greens Neighborhood 1.17" by Hunsaker & Associates, dated November 2004. The flows derived from this previous study were conservative (2003 San Diego County methodology was applied, providing higher C coefficients) and as such, the basin has been designed with allowance for safety by the usage of these larger flows. DE:de H:WEPORTS\2352Y109 Greens 1.17\SWMP01.doc w.o. 2352-109 1/31/2005 4:59 PM La Costa Greens Neighborhood 1.17 Storm Water Management Plan 5.1 Design Rainfall Determination D£d. H:\REPORTS\235Z\109GlMlls1.17\SWMP01.iJoc wo. 2352-109 1/31/2005 12:56 PM Orange County rside County Leucadia Endnitas Cardiff by the Sea Solana Beach Del Mar ,ic-r--2.o ' ,. —-I\. toua Caliente Springs /''-----"' County of San Diego Hydrology Manual -Rainfall IsopIuviaJs 2 Year Rainfall Event - 24 Hours /V' Isopluvial (inches) Map Notes Stateplane Projection, Zones, NAD83 Creation Date: June 22,2001 NOT TO BE USED FOR DESIGN CALCULATIONS MILES Riverside C \ San DVajjp Col,1 Leucadia Ena'nitas Cardiff by the Sea Solana Beach Del Mar \ " ^ '\ V \ \ \\ x. ^ \\\ \ ^ \ N^\\\\\\\\ r-Agua £alie£ite_Sprinas'' County of San Diego Hydrology Manual Rainfall Isopluvials 2 Year Rainfall Event - 6 Hours /V' Isopluvial (inches) Map Notes Stateplane Projection, Zone6, NAD83 Creation Date: June 22,2001 NOT TO BE USED FOR DESIGN CALCULATIONS 7.5 MILES Orange County 6.0 '>5.0 Am-R i verside County 1 '•"« ~ •- a 4.0 $i ,4.0 3.5 4.0 V, — 4.5" ' T S|)rings \ •yytear] 2, '2.0 Leucadia Endnitas Cardiff by the Sea Solaria Beach Del Mar Julian 'O 7.0 Agua Caliente Springs LaJollarl Pacific Beach Mission Beach Ocean Beach! Point Loma 'HCapftap\\ 5.0 --Y7.0 ^WT^t n\\\V\ ^W^v^'S( ! A^"~ 1 V ''' ' '. '• ' \ \ ' •5^.^>f5^'-'\A/4 * \ \x^—-' / • - \ \ —'^s-----^'-"^ f I V\ X !\ \ \ \ $^-^K / ^ ------""Wfc^^ ^ -{ \s\ '- x>-:;\\>/^'-- ^^^^K \ 30 \ { ^^^^>^ ,,'-^\^J^ •„ V'^'-''\7^' ^ -=u, * \ i ---•* +* ^"^ ^-T**""" "iix.•°S-'* .x'T'Vnu^' ,4-°? / i x— ~r-r^S V V iBeach. ^ """x (f""" — --' ' ' / X ittrVJ--^. / /^L-r ,,^x\\ )V £r$?"""" iflrv-.'-'-"5'0^rr/'aM™"r /L'\\'M\(i/ X'^'-^a^^,^ 4.0- -V\Bc ^ Jo 4&&T' '**/ '''" ^ '"*^^~>7^ /<$ / J ""z£m^/z>< : ^\^£L-M^-^ Tijuana M County of San Diego Hydrology Manual Rainfall Isopluvials 10 Year Rainfall Event- 24 Hours /V' Isopluvial (inches) Map Notes Stateplane Projection, Zone6, NAD83 Creation Date: June 22,2001 NOT TO BE USED FOR DESIGN CALCULATIONS 7.5 MILES Riverside County Leucadia Endnitas Cardiff by the Sea Solana Beach Del Mar County of San Diego Hydrology Manual Rainfall Isopluvials 10 Year Rainfall Event - 6 Hours /V' Isopluvial (inches) Map Notes Stateplane Projection, Zone6, NAD83 Creation Date: June 22,2001 NOT TO BE USED FOR DESIGN CALCULATIONS amei /Sisl/oilyjiydra/piots/ligamls'ciity.anil Riv erside County San Df<S-g-£iJ7.0.:J4nv*i ^ " County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event - 24 Hours /V'' Isopluvial (inches) Map Notes _ SCateplane Projection, ZoneS, NAD83 Creation Date June 22,2001 NOTTO BE USED FOR DESIGN CALCUIATIONS MILES arne Orange County r~~~ — ^ / ,''' '"-•> 4.0 .i/11 V ... N „ * <?>^ >X./ / (DeLuz,' ,/1 ^ > Rive rside County -- / ./ ^--' „ .^-j ^''/Lshow v 7'—^: — ^ — ^ — \ — \ — :^r— County of San Diego Hydrology Manual ?ty\\\ \j^o) J~Ct~~'_wwJ •- Leucadia Endnitas Cardiff by the Sea Solana Beach Del Mar Rainfall Isoplnvials 100 Year Rainfall Event - 6 Isopluvial (inches) Map Note?; Stateplane Projection, ZoneS, NAD83 Creaa'on Date June 22,2001 NOT TO BH USED FOR DESIGN CALCULATIONS MILES La Costa Greens Neighborhood 1.17 Storm Water Management Plan 5.2 Runoff Coefficient Determination DE:d« H:\REPORTS\2352VIW Greens 1.17\SWMP01.doc w.o. 2352-109 1/31/2005 12:58 PM San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 6 of 26 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use NRCS Elements Undisturbed Natural Terrain (Natural) Low Density Residential (LDR) Low Density Residential (LDR) Low Density Residential (LDR) Medium Density Residential (MDR) Medium Density Residential (MDR) Medium Density Residential (MDR) Medium Density Residential (MDR) High Density Residential (HDR) High Density Residential (HDR) Commercial/Industrial (N. Com) Commercial/Industrial (G. Com) Commercial/Industrial (O.P. Com) Commercial/Industrial (Limited I.) Commercial/Industrial (General I.) County Elements Permanent Open Space Residential, 1.0 DU/A or less Residential, 2.0 DU/A or less Residential, 2.9 DU/A or less Residential, 4.3 DU/A or less Residential, 7.3 DU/A or less Residential, 10.9 DU/A or less Residential, 14.5 DU/A or less Residential, 24.0 DU/A or less Residential, 43.0 DU/A or less Neighborhood Commercial General Commercial Office Professional/Commercial Limited Industrial General Industrial Runoff Coefficient ' % IMPER. 0* 10 20 25 30 40 45 50 65 80 80 85 90 90 95 A 0.20 0.27 0.34 0.38 0.41 0.48 0.52 0.55 0.66 0.76 0.76 0.80 0.83 0.83 0.87 Soil B 0.25 0.32 0.38 0.41 0.45 0.51 0.54 0.58 0.67 0.77 0.77 0.80 0.84 0.84 0.87 'C" Type C 0.30 0.36 0.42 0.45 0.48 0.54 0.57 0.60 0.69 0.78 0.78 0.81 0.84 0.84 0.87 D 0.35 0.41 0.46 0.49 0.52 0.57 0.60 0.63 0.71 - 0.79 0.79 0.82 0.85 0.85 0.87 The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU/A = dwelling units per acre NRCS = National Resources Conservation Service 3-6 La Costa Greens Neighborhood 1.17 Storm Water Management Plan 5.3 Rainfall Intensity Determination DE:d« H:\REPORTSU3S2Vt09Greens1.17\SWMP01.doc w.o. 2352-109 1/31/2005 12:58 PM 100 O IW Q UJ 8i EXAMPLE: Given: Watercourse Distance (D) = 70 Feet Slope (s)= 1.3% Runoff Coefficient (C) = 0,41 Overland Flow Time (T) - 9.5 Minutes ._T SOURCE: Airport Drainage, Federal Aviation Administration, 1965 Rational Formula - Overland Time of Flow Nomograph FIGURE go*fax I -- "*i —1 i -A I -i 10.0 0.0 a. 7.0 6.0 6.0 4.0 3.0 '2.0 3 i ii.o;O.B 20.8 §0.7 0.6 0.5 0.4 0.3 !0.2 !f| -i a "SfS^^vs, s x ^a^ x . . N ^ _Sk _ j^ _._...v •».. ^.. ^ ** S * SN, V^N!^V-V^ *-«, L^ S^ .- X »-,--. ^ ^ s^^, ^s *=. *x r" * " i X ' S«, V«. *s. ^. v " » ! I I I.•s _ _ „- ^__x ,-,_._. j . . -j^^ **• » v i i i ^-V^--:.. : . : ; >s s V I = 3 3. In/hr " * » . * " [ s *• • "* i S * l "li(v _S~L' """''> • j 's-.-i.^.x:-:.. .-.: : __..!^^,.".::- I L..._.... \j• , . .. i ,. : ..r ! ------ • — . _ __.. . .. _._. . .. ._ tc = 2o'min 6 7 9 10 15 20 30 40 Minutes Dur EQUATION * 7.44P6D-°-645 = Intensity (in/nrj i P6 = 6-Hour PredpitaUon (In) D - Duration (min) t • s i . > ' I >s.1 1 si^- %• ^x:8:-. sk - NI • : ": J vSli--a,-2s.!i. .60"5." _SK-^S.->' jj.s-slji• v $s r J.tos. ^s !-.,.:s . : .4-sz^N v i 4.0 §- : _ _J3x $i .^fiW NN 3'5 ! • N». -»-. . ,3rt I V \ 2.5 SS ' N f 2.0 lilflM . t —-,«-«.[.. !.-i*i. . _ _ : . p t . . i-a ;;[ EEEEEEEE^;; . ,_ . , A (I •••If ... • • J - [ 50-1 2 3458 Hours DIrecl (1)Frt lor Co In (2) Ad '• the apj (3) Pic (4) Drz (5) Thl bel Appllc (k)8el {fa)p6 (c) AdJ (d)«x = (e) 1 = Note: 1 c PU Oucalltui $ 161" Jfl2S 30 4!5(^ 60 flO 120 1HOm 240 300 360 Ions f or J >m precipl tha selec unty Hydr< [he Dealgi |ust 6 hr p range of illcaple to tehrprei MI a line t s Ifna la tfi ng analyz afion For acted free s 3•^" Hi •• , • jsted Pfi^ 20 3.2 In 'his chart urves use • :ii 2.63 2.12 1.6Si anl.flfl OJ13 O.Q3 0.69 0.60 033 0.4 J 0.34 0.29 t>.2& 0.22 0.1S O.t7 l.fi 1 a.ss 3.1t 2.S3 1f)S 1J2 1.40 1.S4 1.03 18(1 0.80 6.61 0.51 0.44 O.W 0.33 0.28 1.25 \pplloatlori: (ation maps determine 6 hr* ani 1 24 hr amounts ed frequency. These maps am included fn the jlogy Manual (10. 50, end 100 } r maps Included i and Procedure Manual). recfpltation (If necessary) so lhat It is within 46% to 65% of tha 24 hr prec pitation (not Desert). :Ipftallon on tha right side a/ the chart, trough the point parallel to thm plotted lines. . a Intensity-duration curve for ilia location ed. • m: uency 5Q year . In., P24 = 5.5 A = 54.5 K« !>« 3 In. min. Jhr. replaces the Intenslty-Durat/cn-Frequency d since 1365. 2 i fi.27 4.2.4 3.37 25E 2.1B i.fl7 1.66 1.38• ia 1.06 0.82 0.6S 0.59 O.S4 0.43 0.38 0.33 2.B 1 ' C.59 S.30 4.21 S24 2.69 2.35 2.07 1.72 14.4 t.S3 1.02 0.85. 0.73 d.6& 0.54 Ml Mi J 1 7.80 6.36 S.05 38! 3.23 2.BO 2.4G 2.07 • .'« '.69 1.23 1.02 O.B8 0.78 O.Bb 0.5? 0.50 a.si 9.22 7-42 5.SO A£4 3.7? 3.27 £.80 2.41 2.0!) 1.BB 1.43i.is 1.03 O-Ol 0.78 0.66 6.50 4 t 10.54 8.48 6.74 5 19 4.3 f 3.73 3.32 2.76 2.39 2.12 1.63 1.36uat.u O.B7 0.75 0.67 4.5 1 11.88 9.64 7.BB 584 4.85 4.20 3.73 3.10 2,69 2.3d 1.34 1.S3 t-32 i.1d 0.98 0.&5 MS S I 13.17 10.61 3.42 •349 :5.39 -U? •US 0-45" !>.98:;.6S ;J.04 WIl7 H.31 l^r (1.94 (1.84 S.S 1 114B 11.66 fl.27 713fi.sa 6.13 4.58 3-T£, W2.62 2.25TaTi,6a 1.44TTF 1.03 D.S2 6 I 15.81 12.72 10.11 778 B.4$ 6.60 4.98 4.13TFfifif 3.18 1Mb,2.04TTS" i.67 130 1.13 t.00:allon j Intensity-Duration Design Chart - Example La Costa Greens Neighborhood 1.17 Storm Water Management Plan 5.4 Existing Condition Rational Method Analysis DE:do H:\REPORTS\2352YI09Greetn1.17\SWMP01.doc ».o. 2352-109 1/31/2005 12:58 PM La Costa Greens Neighborhood 1.17 Storm Water Management Plan 100 Year Existing Condition Rational Method Analysis DE:d» H:\REPORTS\235ZM09Gmn9l.17\SWMP01.doc w.o. 2352-109 1/31/2005 12:56 PM RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1935,1981 HYDROLOGY MANUAL (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1239 Analysis prepared by: Hunsaker & Associates San Diego, Inc. 10179 Huennekens Street San Diego, California (619) 558-4500 Planning Engineering Surveying ************************** DESCRIPTION OF STUDY ****** * LA COSTA GREENS - NEIGHBORHOODS 1.15, 1.16, AND 1.17 * 100-YEAR EXISTING CONDITION HYDROLOGY ANALYSIS * W.O.t 2352-62 FILE NAME: H:\AES99\2352\62\EX100.DAT TIME/DATE OF STUDY: 14:50 10/22/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED BEGIN BASIN A | I FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED HOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 11.89(MINUTES) INITIAL SUBAREA FLOW-LENGTH - 500.00 UPSTREAM ELEVATION - 295.00 DOWNSTREAM ELEVATION = 215.00 ELEVATION DIFFERENCE = 80.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.068 SUBAREA RUNOFF(CFS) = 4.39 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 4.39 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 52 >»»COMPUTE NATURAL VALLEY CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA««< UPSTREAM NODE ELEVATION = 215.00 DOWNSTREAM NODE ELEVATION = 167.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 800.00 CHANNEL SLOPE = 0.0600 CHANNEL FLOW THRU SOBAREA(CFS) - 4.39 FLOW VELOCITY(FEET/SEC) - 5.01 (PER PLATE D-6.1) TRAVEL TIME(MIN.) = 2.66 TC(MIN.) = 14.55 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY (INCH/HODR) = 3.571 *USER SPECIFIED ( SUBAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 7.01 SUBAREA RUNOFF(CFS) - 11.27 TOTAL AREA(ACRES) = 9.41 TOTAL RUNOFF(CFS) = 15.66 TC(MIN) - 14.55 | END BASIN A ANALYSIS | BEGIN BASIN C ANALYSIS I FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SOBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 13.52(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 289.00 DOWNSTREAM ELEVATION = 161.00 ELEVATION DIFFERENCE = 128.00 100.YEAR RAINFALL INTENSITY(INCH/HODR) = 3.745 SUBAREA RUNOFF(CFS) = 16.85 TOTAL AREA(ACRES) = 10.00 TOTAL RONOFF(CFS) = 16.85 FLOW PROCESS FROM NODE 7.00 TO NODE 15.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN. ) = 13.52 RAINFALL INTENSITY (INCH/HR) = 3.75 TOTAL STREAM AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) AT CONFLUENCE =16.85 | END BASIN C4 I | BEGIN BASIN Cl I I I FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE - 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT - .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 13.06(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 912.00 UPSTREAM ELEVATION - 255.00 DOWNSTREAM ELEVATION = 115.00 ELEVATION DIFFERENCE = 140.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.830 SUBAREA RUNOFF(CFS) - -8.89 TOTAL AREA(ACRES) = 5.16 TOTAL RUNOFF(CFS) = 8.89 FLOW PROCESS FROM NODE 9.00 TO NODE 15.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLOENCE«<« TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.06 RAINFALL INTENSITY(INCH/HR) = 3.83 TOTAL STREAM AREA(ACRES) = 5.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.89 I END BASIN Cl 1 ] BEGIN BASIN C2 1 1 1 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 12.75(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 801.00 UPSTREAM ELEVATION = 255.00 DOWNSTREAM ELEVATION = 130.00 ELEVATION DIFFERENCE = 125.00 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.890 SUBAREA RUNOFF(CFS) = 9.19 TOTAL AREA (ACRES) = 5.25 TOTAL RUNOFF (CFS) = 9.19 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 52 >»»COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA<«« UPSTREAM NODE ELEVATION = 130.00 DOWNSTREAM NODE ELEVATION - 105.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 241.00 CHANNEL SLOPE = 0.1037 CHANNEL FLOW THRU SUBAREA(CFS) = 9.19 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION FLOW VELOCITY(FEET/SEC) = 7.74 (PER PLATE D-6.1) TRAVEL TIME(MIN.) = 0.52 TC(MIN.) = 13.27 FLOW PROCESS FROM NODE 12.00 TO.NODE 12.00 IS CODE >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 3.791 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT - .4500 SUBAREA AREA(ACRES) = 3.03 SUBAREA RUNOFF(CFS) = 5.17 TOTAL AREA(ACRES) = 8.28 TOTAL RUNOFF(CFS) = 14.36 TC(MIN) - 13.27 FLOW PROCESS FROM NODE 12.00 TO NODE 15.00 IS CODE - 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 13.27 RAINFALL INTENSITY(INCH/HR) = 3.79 TOTAL STREAM AREA(ACRES) = 8.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.36 + H. | END BASIN C2, BEGIN BASIN C3 I | OFFSITE RATIONAL METHOD ANALYSIS FROM EXISTING DEVELOPMENT TO | I THE WEST OF THE PROPOSED LA COSTA 1.17 SITE | FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.28 RAIN INTENSITY(INCH/HOUR) = 4.47 TOTAL AREA(ACRES) = 10.66 TOTAL RUNOFF(CFS) = 28.92 FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 52 »>»COMPUTE NATURAL VALLEY CHANNEL FLOW<«« »>»TRAVELTIME THRU SUBAREA«<« UPSTREAM NODE ELEVATION = 240.00 DOWNSTREAM NODE ELEVATION = 128.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 836.00 CHANNEL SLOPE = 0.1340 CHANNEL FLOW THRU SUBAREA(CFS) = 28.92 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION FLOW VELOCITY(FEET/SEC) = 10.48 (PER PLATE D-6.1) TRAVEL TIME(MIN.) = 1.33 TC(MIN.) = 11.61 FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = »>»A0DITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.132 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 3.74 SUBAREA RTJNOFF(CFS) = 16.25 TOTAL AREA(ACRES) = 19.40 TOTAL RUNOFF(CFS) = 45.17 TC(MIN) = 11.61 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 52 >»»COMPUTE NATURAL VALLEY CHANNEL FLOW<«« »>»TRAVELTIME THRU SUBAREA«<« UPSTREAM NODE ELEVATION = 128.00 DOWNSTREAM NODE ELEVATION = 87.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 482.00 CHANNEL SLOPE = 0.0851 CHANNEL FLOW THRU SOBAREA(CFS) = 45.17 FLOW VELOCITY(FEET/SEC) = 10.96 (PER PLATE D-6.1) TRAVEL TIME(MIN-) = 0.73 TC(MIN.) = 12.34 FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.972 *OSER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT - .4500 SUBAREA AREA(ACRES) = 10.08 SUBAREA RUNOFF(CFS) = 18.02 TOTAL AREA(ACRES) = 29.48 TOTAL RUNOFF(CFS) = 53.19 TC(MIN) = 12.34 FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) - 12.34 RAINFALL INTENSITY(INCH/HR) = 3.97 TOTAL STREAM AREA(ACRES) = 29.48 PEAK FLOW RATE(CFS) AT CONFLUENCE = 63.19 4 ARE: ** CONFLUENCE DATA STREAM NUMBER 1 2 3 4 RUNOFF (CFS) 16.85 8.89 14.36 63.19 Tc (MIN.) 13.52 13.06 13.27 12.34 INTENSITY (INCH/HOUR) 3.745 3.830 3.791 3.972 AREA (ACRE) 10.00 5.16 8.28 29.48 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 3 4 RUNOFF (CFS) 101.36 100.52 100.12 99.32 Tc (MIN.) 12.34 13.06 13.27 13.52 INTENSITY (INCH/HOUR) 3.972 3.830 3.791 3.745 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 101.36 Tc(MIN.) = 12.34 TOTAL AREA(ACRES) = 52.92 END OF STUDY SUMMARY: ' PEAK FLOW RATE(CFS) = 101.36 Tc(MIN.) = 12.34 TOTAL AREA(ACRES) = 52.92 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1239 Analysis prepared by: Hunsaker & Associates San Diego, Inc. 10179 Huennekens Street San Diego, California (619) 558-4500 Planning Engineering Surveying ************************** DESCRIPTION OF STUDY ********************* LA COSTA GREENS 1.17 & 1.16 HSA W.0.12352-62 100 YEAR OFFSITE EXISTING CONDITIONS HYDROLOGY ANALYSIS October 22, 2004. FILE NAME: H:\AES99\2352\62\OS-100.DAT TIME/DATE OF STUDY: 13:48 10/22/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SDBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .6300 INITIAL SUBAREA FLOW-LENGTH = 65.00 UPSTREAM ELEVATION = 293.50 DOWNSTREAM ELEVATION = 292.50 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 5.908 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6.325 SUBAREA RUNOFF(CFS) = 1.20 TOTAL AREA (ACRES) = 0.30 TOTAL RUNOFF (CFS) = 1.20 FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 6 »>»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 292.50 DOWNSTREAM ELEVATION = 263.00 STREET LENGTH(FEET) = 917.70 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 11.88 a a STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.35 HALFSTREET FLOODWIDTH(FEET) = 11.02 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.46 PRODUCT OF DEPTH&VELOCITY = 1.55 STREETFLOW TRAVELTIME(MIN) = 3.43 TC(MIN) = 9.43 100 YEAR RAINFALL INTENSITY (INCH/HOUR) =• 4.725 *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .6300 SUBAREA AREA(ACRES).- 7.13 SUBAREA RUNOFF(CFS) = 21.23 SUMMED AREA(ACRES) = 7.43 TOTAL RUNOFF(CFS) = 22.42 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOODWIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) - 5.23 DEPTH*VELOCITY = 2.17 FLOW PROCESS FROM NODE 102.00 TO NODE 13.00 IS CODE = 51 »>»COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »>»TRAVELTIME THRU SUBAREA<«« UPSTREAM NODE ELEVATION = 253.00 DOWNSTREAM NODE ELEVATION - 220.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 645.10 CHANNEL SLOPE = 0.0667 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.50 CHANNEL FLOW THRU SUBAREA(CFS) = 22.42 FLOW VELOCITY(FEET/SEC) = 12.67 FLOW DEPTH(FEET) = 0.45 TRAVEL TIME(MIN.) = 0.85 TC(MIN.) - 10.28 FLOW PROCESS FROM NODE 102.00 TO NODE 13.00 IS CODE >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.470 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 3.23 SUBAREA RUNOFF(CFS) = 6.50 TOTAL AREA(ACRES) = 10.66 TOTAL RUNOFF(CFS) = 28.92 TC(MIN) = 10.28 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 28.92 Tc(MIN.) = 10.28 TOTAL AREA(ACRES) = 10.66 END OF RATIONAL METHOD ANALYSIS DExte H:WEPORTS\235Z\109Gr««n3l.1'nsWMP01.doc w.o. 2352-109 1/31/2005 1258 PM La Costa Greens Neighborhood 1.17 Storm Water Management Plan 10 Year Existing Condition Rational Method Analysis DEUe H:\REPORTS\2352\109 Greens 1.17\SWMP01.doc w.o. 2352-109 1/31/2005 12:56 PM RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COONTY FLOOD CONTROL DISTRICT 1935,1981 HYDROLOGY MANUAL (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1239 Analysis prepared by: Hunsaker 4 Associates San Diego, Inc. 10179 Huennekens Street San Diego, California ('619) 558-4500 Planning Engineering Surveying ************************** DESCRIPTION OF STUDY ****** * LA COSTA GREENS - NEIGHBORHOODS 1.15, 1.16, AND 1.17 * 10-YEAR EXISTING CONDITIONS HYDROLOGY ANALYSIS * W.0.# 2352-62 FILE NAME: H:\AES99\2352\62\EX10.DAT TIME/DATE OF STUDY: 15:12 10/22/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED H + I I | BEGIN BASIN A | I I FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 11.89(MINUTES) INITIAL SDBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 295.00 DOWNSTREAM ELEVATION = 215.00 ELEVATION DIFFERENCE = 80.00 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.712 SUBAREA RUNOFF(CFS) = 2.93 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 2.93 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE - 52 >»»COMPUTE NATURAL VALLEY CHANNEL FLOW«<« >»»TRAVELTIME THRU SUBAREA«<« UPSTREAM NODE ELEVATION = 215.00 DOWNSTREAM NODE ELEVATION = 167.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 800.00 CHANNEL SLOPE = 0.0600 CHANNEL FLOW THRU SUBAREA(CFS) = 2.93 FLOW VELOCITY(FEET/SEC) = 4.58 (PER PLATE D-6.1) TRAVEL TIME(MIN-) = 2.91 TC(MIN.) = 14.81 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE - 8 >»»ADDITION OF SU3AREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY (INCH/HOOK) = 2.354 *OSER SPECIFIED ( S0BAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT » .4500 SUBAREA AREA (ACRES) = 7.01 SUBAREA RUNOFF (CFS) = 7.43 TOTAL AREA(ACRES) = 9.41 TOTAL RONOFF(CFS) = 10.36 TC(MIN) = 14.81 I END BASIN A ANALYSIS . | | BEGIN BASIN C ANALYSIS I 1 I FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT - .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 13.52(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 289.00 DOWNSTREAM ELEVATION = 151.00 ELEVATION DIFFERENCE = 128.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) - 2.497 SUBAREA RUNOFF(CFS) = 11.24 TOTAL AREA(ACRES) = 10.00 TOTAL RUNOFF(CFS) = 11.24 FLOW PROCESS FROM NODE 7.00 TO NODE 15.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN. ) =13.52 RAINFALL INTENSITY (INCH/HR) = 2.50 TOTAL STREAM AREA(ACRES) = 10.00 PEAK FLOW RATE (CFS) AT CONFLUENCE =11.24 | . END BASIN C4 | BEGIN BASIN Cl I FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE - 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED - 13.06(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 912.00 UPSTREAM ELEVATION = 255.00 DOWNSTREAM ELEVATION = 115.00 ELEVATION DIFFERENCE = 140.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.554 SUBAREA RUNOFF(CFS) - 5.93 TOTAL AREA(ACRES) = 5.16 TOTAL RUNOFF(CFS) = 5.93 FLOW PROCESS FROM NODE 9.00 TO NODE 15.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.06 RAINFALL INTENSITY(INCH/HR) = 2.55 TOTAL STREAM AREA (ACRES) - 5.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.93 I END BASIN Cl 1 | BEGIN BASIN C2 1 1 1 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION {APPENDIX X-A) WITH 10-MINUTES ADDED = 12.75(MINUTES) INITIAL SUBAREA FLOW-LENGTH - 801.00 UPSTREAM ELEVATION = 255.00 DOWNSTREAM ELEVATION = 130.00 ELEVATION DIFFERENCE = 125.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.593 SUBAREA RUNOFF(CFS) = 6.13 TOTAL AREA(ACRES) = 5.25 TOTAL RUNOFF(CFS) = 6.13 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 52 >»»COMPUTE NATURAL VALLEY CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA««< UPSTREAM NODE ELEVATION = 130.00 DOWNSTREAM NODE ELEVATION = 105.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 241.00 CHANNEL SLOPE = 0.1037 CHANNEL FLOW THRU SUBAREA(CFS) = 6.13 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION FLOW VELOCITY(FEET/SEC) = 7.00 (PER PLATE D-6.1) TRAVEL TIME(MIN.) = 0.57 TC(MIN.) = 13.32 FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) - 2.521 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =• .4500 SUBAREA AREA(ACRES) = 3.03 SUBAREA RUNOFF(CFS) = 3.44 TOTAL AREA(ACRES) = 8.28 TOTAL RUNOFF(CFS) = 9.56 TC(MIH) = 13.32 FLOW PROCESS FROM NODE 12.00 TO NODE 15.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) =13.32 RAINFALL INTENSITY(INCH/HR) - 2.52 TOTAL STREAM AREA(ACRES) - 8.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.56 + + I END BASIN C2, BEGIN BASIN C3 | I OFFSITE RATIONAL METHOD ANALYSIS FROM EXISTING DEVELOPMENT TO THE 1 I WEST IF THE PROPOSED LA COSTA 1.17 SITE | H ). FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 11.12 RAIN INTENSITY(INCH/HOUR) = 2.83 TOTAL AREA(ACRES) = 10.65 TOTAL RUNOFF(CFS) = 13.41 FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW<«« »»>TRAVELTIME THRU SUBAREA<«« UPSTREAM NODE ELEVATION = 240.00 DOWNSTREAM NODE ELEVATION = 128.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 836.00 CHANNEL SLOPE = 0,1340 CHANNEL FLOW THRU SUBAREA(CFS) = 18.41 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION FLOW VELOCITY(FEET/SEC) - 9.27 (PER PLATE D-6.1) TRAVEL TIME(MIN-) = 1.50 TC(MIN.) = 12.62 FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.610 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 8.74 SUBAREA RUNOFF(CFS) = 10.26 TOTAL AREA(ACRES) = 19.40 TOTAL RUNOFF(CFS) = 28.67 TC(MIN) = 12.62 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE - 52 >»»COMPDTE NATURAL VALLEY CHANNEL FLOW«<« >»»TRAVELTIME THRU SUBAREA«<« UPSTREAM NODE ELEVATION = 128.00 DOWNSTREAM NODE ELEVATION = 87.00 CHANNEL LENGTH-THRU SUBAREA(FEET) = 482.00 CHANNEL SLOPE = 0.0851 CHANNEL FLOW THRU SUBAREA(CFS) = 28.67 FLOW VELOCITY(FEET/SEC) = 9.64 (PER PLATE D-6.1) TRAVEL TIME(MIN.) = 0.33 TC(MIN.) - 13.46 FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.504 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 10.08 SUBAREA RUNOFF(CFS) = 11.36 TOTAL AREA(ACRES) = 29.48 TOTAL RUNOFF(CFS) =• 40.03 TC(MIN) = 13.46 FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) - 13.46 RAINFALL INTENSITY(INCH/HR) - 2.50 TOTAL STREAM AREA(ACRES) = 29.48 PEAK FLOW RATE(CFS) AT CONFLUENCE = 40.03 ** CONFLUENCE DATA ** STREAM NUMBER 1 2 3 4 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 3 4 RUNOFF (CFS) 11.24 5.93 9.56 40.03 TC (MIN.) 13.52 13.06 13.32 13.46 INTENSITY (INCH/HOUR) 2.497 2.554 2.521 2.504 AREA (ACRE) 10.00 5.16 8.28 29.48 RUNOFF (CFS) 65.62 66.32 66.55 66.42 Tc (MIN.) 13.06 13.32 13.46 13.52 INTENSITY (INCH/HOUR) 2.554 2.521 2.504 2.497 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 66.55 Tc(MIN.) = TOTAL AREA(ACRES) = 52.92 13.46 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 66.55 TOTAL AREA(ACRES) = 52.92 Tc(MIN.) = 13.46 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1239 Analysis prepared by: Hunsaker & Associates San Diego, Inc. 10179 Huennekens Street San Diego, California (519) 558-4500 Planning Engineering Surveying ************************** DESCRIPTION OF STUDY ********************* LA COSTA GREENS 1.17 & 1.16 HSA W.O.#2352-62 10 YEAR OFFSITE EXISTING CONDITIONS HYDROLOGY ANAYLSIS October 22, 2004. FILE NAME: H:\AES99\2352\62\OS-10.DAT TIME/DATE OF STUDY: 15: 9 10/22/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) - 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .6300 INITIAL SUBAREA FLOW-LENGTH = 65.00 UPSTREAM ELEVATION = 293.50 DOWNSTREAM ELEVATION = 292.50 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 5.908 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 SUBAREA RUNOFF(CFS) = 0.80 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.80 FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA«<« UPSTREAM ELEVATION = 292.50 DOWNSTREAM ELEVATION = 263.00 STREET LENGTH(FEET) = 917.70 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTK(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.50 INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 7.81 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTK(FEET) = 9.70 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.69 PRODUCT OF DEPTH&VELOCITY = 1.18 STREETFLOW TRAVELTIME(MIN) = 4.15 TC(MIN) = 10.15 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.004 *USER SPECIFIED(SOBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT - .5300 SUBAREA AREA(ACRES) = 7.13 SUBAREA RUNOFF(CFS) = 13.49 SUMMED AREA(ACRES) = 7.43 TOTAL RUNOFF(CFS) = 14.29 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOODWIDTK(FEET) - 12.00 FLOW VELOCITY(FEET/SEC.) = 4.27 DEPTH*VELOCITY = 1.60 FLOW PROCESS FROM NODE 102.00 TO NODE • 13.00 IS CODE - 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW««< >»»TRAVELTIME THRU SUBAREA<«« UPSTREAM NODE ELEVATION - 263.00 DOWNSTREAM NODE ELEVATION = 220.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 645.10 CHANNEL SLOPE = 0.0667 CHANNEL BASE(FEET) - 3.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.50 CHANNEL FLOW THRU SUBAREA(CFS) = 14.29 FLOW VELOCITY(FEET/SEC) = 11.11 FLOW DEPTH(FEET) = 0.35 TRAVEL TIME (MIN.) =• 0.97 TC(MIN.) = 11.12 FLOW PROCESS FROM NODE 102.00 TO NODE 13.00 IS CODE >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<« 10 YEAR RAINFALL INTENSITY (INCH/HOUR) - 2.833 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) - 3.23 SUBAREA RUNOFF(CFS) = 4.12 TOTAL AREA(ACRES) = 10.66 TOTAL RUNOFF(CFS) = 18.41 TC(MIN) = 11.12 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 18.41 Tc(MIN.) = 11.12 TOTAL AREA(ACRES) = 10.66 END OF RATIONAL METHOD ANALYSIS La Costa Greens Neighborhood 1.17 Storm Water Management Plan 2 Year Existing Condition Rational Method Analysis DE:d« H:\REPORTS\2352M09Gnwi3l.17\SWMP01.doc w.o. 2352-109 1/31/2005 12:5«PM RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1239 Analysis prepared by: Hunsalcer & Associates San Diego, Inc. 10179 Huennekens Street San Diego, California (619) 558-4500 Planning Engineering Surveying ************************** DESCRIPTION OF STUDY ****** LA COSTA GREENS - NEIGHBORHOODS 1.15, 1.16, AND 1.17 2-YEAR EXISTING CONDITION HYDROLOGY ANALYSIS W.0.# 2352-62 FILE NAME: H:\AES99\2352\62\EX02.DAT TIME/DATE OF STUDY: 15:15 10/22/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT (YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.300 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED I BEGIN BASIN A | I I FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«:« *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 11.89(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 295.00 DOWNSTREAM ELEVATION = 215.00 ELEVATION DIFFERENCE - 80.00 2 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.959 SUBAREA RUNOFF(CFS). = 2.12 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 2.12 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 52 >»»COMPUTE NATURAL VALLEY CHANNEL FLOW<«« »»>TRAVELTIME THRU SUBAREA«<« UPSTREAM NODE ELEVATION = 215.00 DOWNSTREAM NODE ELEVATION - 167.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 800.00 CHANNEL SLOPE - 0.0600 CHANNEL FLOW THRU SUBAREA(CFS) = 2.12 FLOW VELOCITY(FEET/SEC) = 4.27 (PER PLATE D-6.1) TRAVEL TIME(MIN.) = 3.13 TCtMIN.) = 15.02 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 1.6852 YEAR RAINFALL INTENSITY(INCH/HOOK) *OSER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 7.01 SUBAREA RUNOFF(CFS) = 5.32 TOTAL AREA(ACRES) = 9.41 TOTAL RUNOFF(CFS) = 7.43 TC(MIN) = 15.02 | END BASIN A ANALYSIS I BEGIN BASIN C ANALYSIS FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE - 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 13.52(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 289.00 DOWNSTREAM ELEVATION = 161.00 ELEVATION DIFFERENCE = 128.00 2 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.803 SUBAREA RUNOFF(CFS) = 8.11 TOTAL AREA(ACRES) = 10.00 TOTAL RUNOFF(CFS) = 8.11 FLOW PROCESS FROM NODE 7.00 TO NODE 15.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.52 RAINFALL INTENSITY(INCH/HR) = 1.80 TOTAL STREAM AREA (ACRES) = 10.00 PEAK FLOW RATE(CFS) AT CONFLUENCE - 8.11 | END BASIN C4 | BEGIN BASIN Cl 1 4--- — -._.— _ — _. — __._.___ 1 1 1-_.___ _ _ ___-.__-.~__4. FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« 21 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINOTES ADDED = 13.06(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 912.00 UPSTREAM ELEVATION = 255.00 DOWNSTREAM ELEVATION = 115.00 ELEVATION DIFFERENCE - 140.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.844 SOBAREA RONOFF(CFS) = 4.28 TOTAL AREA(ACRES) = 5.16 TOTAL RUNOFF(CFS) =4.28 FLOW PROCESS FROM NODE 9.00 TO NODE 15.00 IS CODE = »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 13.06 RAINFALL INTENSITY(INCH/HR) - 1.84 TOTAL STREAM AREA(ACRES) = 5.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.23 2 ARE: -m m | END BASIN Cl 1 | BEGIN BASIN C2 -I FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *OSER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT - .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 12.75(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 801.00 UPSTREAM ELEVATION = 255.00 DOWNSTREAM ELEVATION = 130.00 ELEVATION DIFFERENCE = 125.00 2 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.873 SUBAREA RUNOFF(CFS) = 4.42 TOTAL AREA(ACRES) = 5.25 TOTAL RUNOFF(CFS) = 4.42 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE 52 >»»COMPUTE NATURAL VALLEY CHANNEL FLOW<«« »»>TRAVELTIME THRU SUBAREA<«« UPSTREAM NODE ELEVATION = 130.00 DOWNSTREAM NODE ELEVATION = 105.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 241.00 CHANNEL SLOPE = 0.1037 CHANNEL FLOW THRU SUBAREA(CFS) = 4.42 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION FLOW VELOCITY(FEET/SEC) - 6.48 (PER PLATE D-6.1) TRAVEL TIME(MIN.) = 0.62 TC(MIN.) = 13.37 FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 1.8162 YEAR RAINFALL INTENSITY(INCH/HOUR) *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 3.03 SUBAREA RUNOFF(CFS) = 2.48 TOTAL AREA(ACRES) = 8.28 TOTAL RUNOFF(CFS) = 6.90 TC(MIN) = 13.37 FLOW PROCESS FROM NODE 12.00 TO NODE 15.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES OSED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 13.37 RAINFALL INTENSITY(INCH/HR) - 1.82 TOTAL STREAM AREA(ACRES) = 8.28 PEAK FLOW RATE(CFS) AT CONFLUENCE =• 6.90 -I h | END BASIN C2, BEGIN BASIN C3 | | OFFSITE RATIONAL METHOD ANALYSIS FROM EXISTING DEVELOPMENT TO THE | | WEST OF THE PROPOSED LA COSTA 1.17 SITE | FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 7 >»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 11.04 RAIN INTENSITY(INCH/HOUR) = 2.05 TOTAL AREA(ACRES) = 10.66 TOTAL RUNOFF(CFS) = 13.43 FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE =• 52 >»»COMPUTE NATURAL VALLEY CHANNEL FLOW<«« »>»TRAVELTIME THRU SUBAREA<«« UPSTREAM NODE ELEVATION = 240.00 DOWNSTREAM NODE ELEVATION = 128.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 836.00 CHANNEL SLOPE = 0.1340 CHANNEL FLOW THRU SUBAREA(CFS) = 13.43 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION FLOW VELOCITY(FEET/SEC) - 8.53 (PER PLATE D-6.1) TRAVEL TIME(MIN.) = 1.63 TC(MIN.) = 12.67 FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 8 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY (INCH/HOUR) - 1.880 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 8.74 SUBAREA RUNOFF(CFS) = 7.39 TOTAL AREA(ACRES) = 19.40 TOTAL RUNOFF(CFS) = 20.82 TC(MIN) - 12.67 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 52 >»»COMPUTE NATURAL VALLEY CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA<«« UPSTREAM NODE ELEVATION = 123.00 DOWNSTREAM NODE ELEVATION - 87.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 482.00 CHANNEL SLOPE = 0.0851 CHANNEL FLOW THRU SUBAREA(CFS) = 20.82 FLOW VELOCITY(FEET/SEC) = 8.84 (PER PLATE D-6.1) TRAVEL TIME(MIN-) = 0.91 TC(MIN.) - 13.58 FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.798 *(JSER SPECIFIED (SUBAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT - .4500 SUBAREA AREA(ACRES) = 10.08 SDBAREA RONOFF(CFS) = 8.15 TOTAL AREA(ACRES) - 29.48 TOTAL RUNOFF(CFS) = 28.98 TC(MIN) = 13.58 FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALtJES«<« TOTAL NUMBER OF STREAMS - 4 ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) - 13.58 RAINFALL INTENSITY(INCH/HR) = 1.80 TOTAL STREAM AREA(ACRES) - 29.48 PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.98 ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 8.11 13.52 2 4.28 13.06 3 6.90 13.37 4 28.98 13.58 RAINFALL INTENSITY AND TIME 0 CONFLUENCE FORMULA USED FOR ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 47.26 13.06 2 47.86 13.37 3 48.04 13.52 4 48.07 13.58 COMPUTED CONFLUENCE ESTIMATES PEAK FLOW RATE (CFS) = 48. TOTAL AREA (ACRES) = 52.92 END OF STUDY SUMMARY: PEAK FLOW RATE (CFS) = 48. TOTAL AREA (ACRES) = 52.92 INTENSITY (INCH/HOUR) 1.803 1.844 1.816 1.798 F CONCENTRATION 4 STREAMS. INTENSITY (INCH/HOUR) 1.844 1.816 1.803 1.798 ARE AS FOLLOWS; 07 Tc(MIN.) = 07 Tc(MIN.) = AREA (ACRE) 10.00 5.16 8.28 29.48 RATIO 13.58 13.58 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COCJNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1239 Analysis prepared by: Hunsaker & Associates San Diego, Inc. 10179 Huennekens Street San Diego, California (619) 558-4500 Planning Engineering Surveying ************************** DESCRIPTION OF STUDY ********************* * LA COSTA GREENS 1.17 & 1.16 HiA W.O.#2352-62 * 2 YEAR OFFSITE EXISTING CONDITIONS HYDROLOGY ANALYSIS * October 22, 2004. FILE NAME: H:\AES99\2352\62\OS-02.DAT TIME/DATE OF STUDY: 15: 7 10/22/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) =2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.300 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .6300 INITIAL SUBAREA FLOW-LENGTH - 65.00 UPSTREAM ELEVATION = 293.50 DOWNSTREAM ELEVATION = 292.50 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = 5.908 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 2 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.045 SUBAREA RUNOFF(CFS) = 0.58 TOTAL AREA (ACRES) = 0.30 TOTAL RUNOFF (CFS) = 0.58 FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 292.50 DOWNSTREAM ELEVATION = 263.00 STREET LENGTH(FEET) = 917.70 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTK(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) - 5.54 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.28 HALFSTREET FLOODWIDTH(FEET) = 7.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.87 PRODUCT OF DEPTH&VELOCITY = 1.09 STREETFLOW TRAVELTIME(MIN) = 3.96 TC(MIN) = 9.96 2 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.197 *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT - .6300 SUBAREA AREA(ACRES) = 7.13 SUBAREA RUNOFF(CFS) - 9.87 SUMMED AREA(ACRES) = 7.43 TOTAL RUNOFF(CFS) - 10.44 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) - 0.33 HALFSTREET FLOODWIDTH(FEET) = 10.36 FLOW VELOCITY(FEET/SEC.) - 4.38 DEPTH*VELOCITY = 1.46 FLOW PROCESS FROM NODE 102.00 TO NODE 13.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA«<« UPSTREAM NODE ELEVATION = 263.00 DOWNSTREAM NODE ELEVATION = 220.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 645.10 CHANNEL SLOPE = 0.0667 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.50 CHANNEL FLOW THRU SUBAREA(CFS) = 10.44 FLOW VELOCITY(FEET/SEC) - 9.95 FLOW DEPTH(FEET) - 0.29 TRAVEL TIME(MIN.) = 1.08 TC(MIN.) = 11.04 FLOW PROCESS FROM NODE 102.00 TO NODE 13.00 IS CODE >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.055 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 3.23 SUBAREA RUNOFF(CFS) = 2.99 TOTAL AREA(ACRES) = 10.66 TOTAL RUNOFF(CFS) - 13.43 TC(MIN) =11.04 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 13.43 TctMIN.) = 11.04 TOTAL AREA(ACRES) = 10.66 END OF RATIONAL METHOD ANALYSIS BASIN ^^ rf A ' ^ ^ i1 > ; ^ *, v*w ^ '"•; -'• *-*" v'^F^ >v; "%< : A ,.>\v.\\v '-r^;;--1--, \ QiM=28.9 CFS AREA=10.7AC ^^^Bs«^sa \^y^^4'W)w*' :1.16&1.17 CITY OF CARLSBAD, CALIFORNIA La Costa Greens Neighborhood 1.17 Storm Water Management Plan 5.5 Developed Condition Rational Method Analysis 0£d> H:\REPORTS\2352\109GreKis1.17\SWMP01.doc 0.9. 2352-109 1/31/200512:5«PM La Costa Greens Neighborhood 1.17 Storm Water Management Plan 100 Year Developed Condition Rational Method Analysis DE:d« H:\HEPOHTS\2352VI09 Srwnst.17\SWMP01.doc w.o. 2352-109 1/31/2005 1256PM RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1239 Analysis prepared by: Hunsaker & Associates San Diego, Inc. 10179 Huennekens Street San Diego, California (619) 558-4500 Planning Engineering Surveying ************************** DESCRIPTION OF STUDY ********************** LA COSTA GREENS NEIGHBORHOOD 1.17 W.O.#2352-62 100-YEAR DEVELOPED CONDITION HYDROLOGY ANALYSIS November 1, 2004 FILE NAME: H:\AES99\2352\62\DEV100.DAT TIME/DATE OF STUDY: 11:59 ll/ 1/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT (YEAR) =• 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED I Begin Poinsettia Drive Outflow Analysis FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SUBAREA FLOW-LENGTH = 172.90 UPSTREAM ELEVATION = 245.00 DOWNSTREAM ELEVATION = 240.00 ELEVATION DIFFERENCE = 5.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = 8.805 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.938 SUBAREA RUNOFF(CFS) = 1.32 TOTAL AREA(ACRES) = 0.47 TOTAL RUNOFF(CFS) = 1.32 FLOW PROCESS FROM NODE 35.00 TO NODE 25.00 IS CODE »>»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 240.00 DOWNSTREAM ELEVATION = 220.50 STREET LENGTH(FEET) = 432.30 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTK(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.08 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.28 HALFSTREET FLOODWIDTH(FEET) = 7.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.16 PRODUCT OF DEPTHSVELOCITY = 1.18 STREETFLOW TRAVELTIME(MIN) = 1.73 TC(MIN) = 10.54 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.398 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5700 SUBAREA AREA(ACRES) = 1.39 SUBAREA RUNOFF(CFS) - 3.48 SUMMED AREA(ACRES) = 1.86 TOTAL RUNOFF(CFS) = 4.81 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) - 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.90 FLOW VELOCITY(FEET/SEC.) = 4.38 DEPTH*VELOCITY - 1.42 FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 3 »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.0 UPSTREAM NODE ELEVATION = 210.50 DOWNSTREAM NODE ELEVATION - 210.00 FLOWLENGTH(FEET) - 66.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 4.81 TRAVEL TIME(MIN.) = 0.22 TC(MIN.) = 10.76 FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.76 RAINFALL INTENSITY(INCH/HR) = 4.34 TOTAL STREAM AREA(ACRES) = 1.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.81 FLOW PROCESS FROM NODE 24.00 TO NODE 26.00 IS CODE - 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH = 185.20 UPSTREAM ELEVATION = 223.70 DOWNSTREAM ELEVATION = 220.50 ELEVATION DIFFERENCE = 3.20 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = 3.062 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.325 SUBAREA RUNOFF(CFS) - 1.08 TOTAL AREA (ACRES) = 0.18 TOTAL RUNOFF (CFS) - 1.08 FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE - >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPOTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 6.32 TOTAL STREAM AREA(ACRES) = 0.18 PEAK FLOW RATE(CFS) AT CONFLUENCE =« 1.08 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.81 10.76 4.341 1.86 2 1.08 6.00 6.325 0.18 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.38 6.00 6.325 2 5.55 10.76 4.341 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.55 Tc(MIN.) = 10.76 TOTAL AREA(ACRES) = 2.04 I End Poinsettia Lane Analysis I I Begin Developed Site Analysis I I I FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SUBAREA FLOW-LENGTH = 132.50 UPSTREAM ELEVATION = 242.80 DOWNSTREAM ELEVATION = 237.00 ELEVATION DIFFERENCE•= 5.80 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = 6.713 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH OSED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.882 SUBAREA RUNOFF(CFS) = 1.11 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 1.11 FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA«<« UPSTREAM ELEVATION = 237.00 DOWNSTREAM ELEVATION = 219.00 STREET LENGTH(FEET) - 400.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NOMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.40 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.27 HALFSTREET FLOODWIDTH(FEET) = 7.21 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.77 PRODUCT OF DEPTH&VELOCITY = 1.02 STREETFLOW TRAVELTIME(MIN) = 1.77 TC(MIN) = 8.48 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.058 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 SUBAREA AREA(ACRES) = 0.89 SOBAREA RUNOFF(CFS) = 2.57 SUMMED AREA(ACRES) = 1.22 TOTAL RUNOFF(CFS) - 3.67 DEPTH(FEET) =0.30 HALFSTREET FLOODWIDTH(FEET) = 8.55 FLOW VELOCITY(FEET/SEC.) = 4.32 DEPTH*VELOCITY = 1.28 FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 3 »>»COMPUTE PIPEFLOW TRAVELTIME THRU SDBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES PIPEFLOW VELOCITY (FEET/SEC.) =• 9.0 UPSTREAM NODE ELEVATION =» 215.00 DOWNSTREAM NODE ELEVATION = 190.00 FLOWLENGTH(FEET) - 555.50 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 3.67 TRAVEL TIME(MIN.) - 1.03 TC(MIN.) = 9.52 FLOW PROCESS FROM NODE 43.00 TO NODE 43.00 IS CODE =* 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <«« FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SUBAREA FLOW-LENGTH =295.00 UPSTREAM ELEVATION - 265.00 DOWNSTREAM ELEVATION = 251.00 ELEVATION DIFFERENCE = 14.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.751 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.624 SUBAREA RUNOFF(CFS) - 2.48 TOTAL AREA(ACRES) = 0.94 TOTAL RUNOFF(CFS) = 2.48 FLOW PROCESS FROM NODE 33.00 TO NODE 45.00 IS CODE = »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION - 257.00 DOWNSTREAM ELEVATION - 224.00 STREET LENGTH(FEET) - 789.20 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 10.00 INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 10.04 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.39 HALFSTREET FLOODWIDTH(FEET) = 13.26 AVERAGE FLOW VELOCITY(FEET/SEC.) - 5.35 PRODUCT OF DEPTH&VELOCITY = 2.09 STREETFLOW TRAVELTIME(MIN) = 2.46 TC(MIN) = 12.21 100 YEAR RAINFALL INTENSITY (INCH/HOUR) =• 4.000 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 SUBAREA AREA(ACRES) = 6.62 SUBAREA RUNOFF(CFS) - 15.09 SUMMED AREA(ACRES) = 7.56 TOTAL RUNOFF(CFS) = 17.57 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.46 HALFSTREET FLOODWIDTH(FEET) = 16.62 FLOW VELOCITY(FEET/SEC.) = 6.10 DEPTH*VELOCITY = 2.80 FLOW PROCESS FROM NODE 45.00 TO NODE 43.00 IS CODE »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<« DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.2 UPSTREAM NODE ELEVATION = 215.00 DOWNSTREAM NODE ELEVATION = 190.00 FLOWLENGTH(FEET) = 402.40 MANNING'S ESTIMATED PIPE DIAMETER(INCH) = 18.00 PIPEFLOW THRU SUBAREA(CFS) = 17.57 TRAVEL TIME(MIN.) - 0.44 TC(MIN.) = 12.65 = 0.013 NUMBER OF PIPES FLOW PROCESS FROM NODE 43.00 TO NODE 43.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY«<« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 17.57 12.65 3.910 7.56 ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA 1 3.67 9.52 4.697 1.22 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 18.30 9.52 4.697 2 20.63 12.65 3.910 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.63 Tc(MIN-) = 12.65 TOTAL AREA(ACRES) = 8.78 FLOW PROCESS FROM NODE 43.00 TO NODE 43.00 IS CODE >»»CLEAR MEMORY BANK # 2 <«« 12 FLOW PROCESS FROM NODE 43.00 TO NODE 47.00 IS CODE = 3 »>»COMPUTE PIPEFLOW TRAVELTIME THRO SUBAREA<«« >»»OSING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.8 UPSTREAM NODE ELEVATION = 210.00 DOWNSTREAM NODE ELEVATION = 185.00 FLOWLENGTH(FEET) - 400.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SOBAREA(CFS) = 20.63 TRAVEL TIME(MIN.) = 0.42 TC(MIN.) = 13.07 FLOW PROCESS FROM NODE 47.00 TO NODE 47.00 IS CODE »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.07 RAINFALL INTENSITY(INCH/HR) = 3.83 TOTAL STREAM AREA(ACRES) - 8.78 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.63 FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SUBAREA FLOW-LENGTH = 236.60 UPSTREAM ELEVATION = 218.00 DOWNSTREAM ELEVATION = 212.40 ELEVATION DIFFERENCE = 5.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.011 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.275 SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 0.88 FLOW PROCESS FROM NODE 55.00 TO NODE 46.00 IS CODE = »>»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA«<« UPSTREAM ELEVATION = 212.40 DOWNSTREAM ELEVATION = 195.00 STREET LENGTH(FEET) = 325.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.03 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 8.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.74 PRODUCT OF DEPTH&VELOCITY = 1.41 STREETFLOW TRAVELTIME(MIN) = 1.14 TC(MIN) = 12.15 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.011 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5700 SUBAREA AREA(ACRES) = 2.75 SUBAREA RUNOFF(CFS) = 6.29 SUMMED AREA(ACRES) = 3.11 TOTAL RUNOFF(CFS) - 7.17 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.35 HALFSTREET FLOODWIDTH(FEET) = 11.24 FLOW VELOCITY(FEET/SEC.) = 5.18 DEPTH*VELOCITY = 1.82 FLOW PROCESS FROM NODE 46.00 TO NODE 47.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.5 UPSTREAM NODE ELEVATION = 190.00 DOWNSTREAM NODE ELEVATION = 185.00 FLOWLENGTH(FEET) - 75.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA (CFS) = 7.17 TRAVEL TIME(MIN.) = 0.10 TC(MIN.) = 12.25 FLOW PROCESS FROM NODE 47.00 TO NODE 47.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 3 TIME OF CONCENTRATION(MIN.) = 12.25 RAINFALL INTENSITY(INCH/HR) = 3.99 TOTAL STREAM AREA (ACRES) = 3.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.17 FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 21 >»»RATIOMAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SUBAREA FLOW-LENGTH = 273.00 UPSTREAM ELEVATION = 223.00 DOWNSTREAM ELEVATION = 220.00 ELEVATION DIFFERENCE = 3.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 15.275 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.462 SUBAREA RUNOFF(CFS) = 0.97 TOTAL AREA (ACRES) = 0.49 TOTAL RUNOFF (CFS) = 0.97 FLOW PROCESS FROM NODE 57.00 TO NODE 47.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 220.00 DOWNSTREAM ELEVATION = 195.00 STREET LENGTH(FEET) = 510.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIM£ COMPUTED USING MEAN FLOW(CFS) = 3.02 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.28 HALFSTREET FLOODWIDTH(FEET) = 7.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.08 PRODUCT OF DEPTH4VELOCITY = 1.16 STREETFLOW TRAVELTIME(MIN) = 2.08 TC(MIN) - 17.36 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 3.188 *OSER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 SUBAREA AREA (ACRES) = -2.25 SUBAREA RUNOFF (CFS) - 4.09 SUMMED AREA(ACRES) = 2.74 TOTAL RUNOFF(CFS) = 5.06 END OF' SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.90 FLOW VELOCITY(FEET/SEC.) - 4.60 DEPTH*VELOCITY - 1.49 FLOW PROCESS FROM NODE 47.00 TO NODE 47.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« »>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 17.36 RAINFALL INTENSITY(INCH/HR) = 3.19 TOTAL STREAM AREA(ACRES) = 2.74 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.06 ** CONFLUENCE DATA ** STREAM NUMBER 1 2 3 RAINFALL RUNOFF (CFS) 20.63 7.17 5.06 INTENSITY CONFLUENCE FORMULA ** PEAK STREAM NUMBER 1 2 3 Tc (MIN.) 13.07 12.25 17.36 AND TIME USED FOR INTENSITY (INCH/HOUR) 3.827 3.990 3.188 OF CONCENTRATION 3 STREAMS. AREA (ACRE) 8.78 3.11 2.74 RATIO FLOW RATE TABLE ** RUNOFF (CFS) 30.99 31.71 27.96 Tc (MIN.) 12.25 13.07 17.36 INTENSITY (INCH/HOUR) 3.990 3.827 3.188 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 31.71 Tc(MIN.) = 13.07 TOTAL AREA(ACRES) = 14.63 FLOW PROCESS FROM NODE 47.00 TO NODE 72.00 IS CODE = 3 »>»COMPUTE PIPEFLOW TRAVELTIME THRU SOBAREA«<« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.0 UPSTREAM NODE ELEVATION = 185.00 DOWNSTREAM NODE ELEVATION = 154.50 FLOWLENGTH(FEET) = 603.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) = 31.71 TRAVEL TIME(MIN.} = 0.63 TCIMIN.) = 13.70 FLOW PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE = 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <«« | OFFSITE INFLOW FROM RESIDENTIAL DEVELOPMENT | I I FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 7 USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.28 RAIN INTENSITY(INCH/HOUR) = 4.47 TOTAL AREA(ACRES) - 10.66 TOTAL RUNOFF(CFS) - 28.92 FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 3 »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.1 INCHES UPSTREAM NODE ELEVATION = 220,00 DOWNSTREAM NODE ELEVATION = 200.00 FLOWLENGTH(FEET) - 340.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 28.92 TRAVEL TIME(MIN.) = 0.34 TC(MIN-) = 10.62 FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE - 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN.) = 10.62 RAINFALL INTENSITY(INCH/HR) = 4.38 TOTAL STREAM AREA(ACRES) = 10.66 PEAK FLOW RATE(CFS) AT CONFLUENCE » 28.92 FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SUBAREA FLOW-LENGTH = 308.00 UPSTREAM ELEVATION = 225.00 DOWNSTREAM ELEVATION = 214.00 ELEVATION DIFFERENCE = 11.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.954 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.290 SUBAREA RUNOFF(CFS) = 2.10 TOTAL AREA(ACRES) = 0.86 TOTAL RUNOFF(CFS) = 2.10 FLOW PROCESS FROM NODE 62.00 TO NODE 70.00 IS CODE »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 214.00 DOWNSTREAM ELEVATION = 210.00 STREET LENGTH(FEET) = 137.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) =• 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) - 3.42 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET) - 9.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.53 PRODUCT OF DEPTH&VELOCITY = 1.10 STREETFLOW TRAVELTIME(MIN) = 0.65 TC(MIN) - 11.60 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.134 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 SOBAREA AREA (ACRES) = 1.12 SUBAREA RUNOFF (CFS) - 2.64 SUMMED AREA(ACRES) = 1.98 TOTAL RUNOFF(CFS) - 4.74 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.34 HALFSTREET FLOODWIDTH(FEET) = 10.57 FLOW VELOCITY(FEET/SEC.) = 3.84 DEPTH*VELOCITY = 1.30 FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) =11.60 RAINFALL INTENSITY(INCH/HR) =4.13 TOTAL STREAM AREA(ACRES) = 1.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.74 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER - (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 28.92 10.62 4.377 10.66 2 4.74 11.60 4.134 1.98 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 33.40 10.62 4.377 2 32.06 11.60 4.134 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 33.40 Tc(MIN.) = 10.62 TOTAL AREA(ACRES) = 12.64 FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE = 3 >»»COMPOTE PIPEFLOW TRAVELTIME THRO SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 21.4 UPSTREAM NODE ELEVATION = 205.00 DOWNSTREAM NODE ELEVATION = 200.00 FLOWLENGTH(FEET) = 50.00 MANNING'S ESTIMATED PIPE DIAMETER(INCH) = 21.00 PIPEFLOW THRU SUBAREA(CFS) = 33.40 TRAVEL TIME (MIN.) = 0.04 TC(MIN.) = - 0.013 NUMBER OF PIPES 10.66 FLOW PROCESS FROM NODE 71.00 TO NODE 71.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 10.66 RAINFALL INTENSITY(INCH/HR) = 4.37 TOTAL STREAM AREA(ACRES) = 12.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.40 1 ARE: FLOW PROCESS FROM NODE 63.00 TO NODE 64.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANftLYSIS««< *USER SPECIFIED(S0BAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SUBAREA FLOW-LENGTH = 206.00 UPSTREAM ELEVATION - 219.00 DOWNSTREAM ELEVATION = 217.00 ELEVATION DIFFERENCE = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.828 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.691 SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES)0.35 TOTAL RUNOFF(CFS)0.74 FLOW PROCESS FROM NODE 64.00 TO NODE 71.00 IS CODE >»»COMPUTE STREETFLOW TRAVELTIME THRU SDBAREA<«« UPSTREAM ELEVATION = 217.00 STREET LENGTH(FEET) = 189.00 STREET HALFWIDTH(FEET) = 23.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 210.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.29 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.27 HALFSTREET FLOODWIDTH(FEET) = 7.21 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.60 PRODUCT OF DEPTHSVELOCITY = 0.97 STREETFLOW TRAVELTIME(MIN) - 0.88 TC(MIN) = 14.70 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.548 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 SUBAREA AREA(ACRES) = 1.54 SUBAREA RUNOFF(CFS) = 3.11 SUMMED AREA(ACRES) = 1.89 TOTAL RUNOFF(CFS) - 3.85 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET) = 9.23 FLOW VELOCITY(FEET/SEC.) = 3.97 DEPTH*VELOCITY - 1.23 FLOW PROCESS FROM NODE 71.00 TO NODE 71.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) - 14.70 RAINFALL INTENSITY(INCH/HR) = 3.55 TOTAL STREAM AREA(ACRES) = 1.89 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.85 2 ARE: ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER 1 2 (CFS) 33.40 3.85 Tc (MIN.) 10.66 14.70 INTENSITY (INCH/HOUR) 4.367 3.548 AREA (ACRE) 12.64 1.89 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 36.53 10.66 4.367 2 30.99 14.70 3.548 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 36.53 Tc(MIN.) = TOTAL AREA(ACRES) = 14.53 10.66 FLOW PROCESS FROM NODE 71.00 TO NODE 72.00 IS CODE »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 23.9 UPSTREAM NODE ELEVATION - 210.00 DOWNSTREAM NODE ELEVATION = 156.00 FLOWLENGTH(FEET) = 390.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) = 36.53 TRAVEL TIME(MIN.) = 0.27 TC(MIN.) = 10.93 FLOW PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 10.93 RAINFALL INTENSITY(INCH/HR) = 4.30 TOTAL STREAM AREA (ACRES) =• 14.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.53 1 ARE: FLOW PROCESS FROM NODE 65.00 TO NODE 66.00 IS CODE >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« 21 *OSER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT INITIAL SOBAREA FLOW-LENGTH - 208.00 UPSTREAM ELEVATION = 201.00 DOWNSTREAM ELEVATION = 188.00 .5700 ELEVATION DIFFERENCE = 13.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) - 7.470 *CAUTION: SUBAREA SLOPE EXCEEDS COUNT* NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.491 SUBAREA RUNOFF(CFS) = 1.47 TOTAL AREA(ACRES) = 0.47 TOTAL RUNOFF(CFS) = 1.47 FLOW PROCESS FROM NODE 66.00 TO NODE 73.00 IS CODE >»»COMPUTE STREETFLOW TRAVELTIME THRO SUBAREA<«« UPSTREAM ELEVATION = 188.00 DOWNSTREAM ELEVATION - 165.00 STREET LENGTH(FEET) = 490.00 CURB HEIGHT(INCHES) - 6. STREET HALFWIDTH(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.16 STREETFLOH MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET) = 9.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.30 PRODUCT OF DEPTHSVELOCITY = 1.34 STREETFLOW TRAVELTIME(MIN) = 1.90 TC(MIN) = 9.37 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.744 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 SUBAREA AREA(ACRES) = 1.97 SUBAREA RUNOFF(CFS) = 5.33 SUMMED AREA(ACRES) = 2.44 TOTAL RUNOFF(CFS) - 6.80 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.35 HALFSTREET FLOODWIDTH(FEET) = 11.24 FLOW VELOCITY(FEET/SEC.) = 4.92 DEPTH*VELOCITY = 1.73 FLOW PROCESS FROM NODE 73.00 TO NODE 72.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.6 UPSTREAM NODE ELEVATION = 157.00 DOWNSTREAM NODE ELEVATION = 156.00 FLOWLENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.80 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 9.42 FLOW PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« »>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.42 RAINFALL INTENSITY (INCH/HR) =• 4.73 TOTAL STREAM AREA(ACRES) = 2.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.80 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 36.53 10.93 4.296 14.53 2 6.80 9.42 4.727 2.44 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 40.00 9.42 4.727 2 42.71 10.93 4.296 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 42.71 Tc(MIN.) = TOTAL AREA(ACRES) = 16.97 10.93 FLOW PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE = 11 >»»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<«« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 42.71 10.93 4.296 16.97 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 31.71 13.70 3.713 14.63 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 70.11 10.93 4.296 2 68.62 13.70 3.713 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 70.11 Tc(MIN.) = 10.93 TOTAL AREA(ACRES) = 31.60 FLOW PROCESS FROM NODE 72.00 TO NODE >»»CLEAR MEMORY BANK t 1 <«« 72.00 IS CODE = 12 FLOW PROCESS FROM NODE 72.00 TO NODE 74.00 IS CODE >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.5 UPSTREAM NODE ELEVATION = 156.00 DOWNSTREAM NODE ELEVATION = 155.00 FLOWLENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) - 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) =• 70.11 TRAVEL TIME (MIN.) = 0.03 TC(MIN.) =• 10.96 FLOW PROCESS FROM NODE 74.00 TO NODE 74.00 IS CODE »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT .STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.96 RAINFALL INTENSITY (INCH/HR) =• 4.29 TOTAL STREAM AREA(ACRES) = 31.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 70.11 FLOW PROCESS FROM NODE 67.00 TO NODE 68.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5700 INITIAL SUBAREA FLOW-LENGTH - 132.00 UPSTREAM ELEVATION = 210.00 DOWNSTREAM ELEVATION =• 188.00 ELEVATION DIFFERENCE = 22.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.291 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.325 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.50 FLOW PROCESS FROM NODE 68.00 TO NODE 74.00 IS CODE >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 188.00 DOWNSTREAM ELEVATION - 165.00 STREET LENGTH(FEET) = 520.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.36 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.90 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.88 PRODUCT OF DEPTHSVELOCITY = 1.58 STREETFLOW TRAVELTIME (MIN) = 1.78 TC (MIN) = 7.78 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.351 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5700 SUBAREA AREA(ACRES) = 3.17 SUBAREA RUNOFF(CFS) = 9.67 SUMMED AREA(ACRES) = 3.31 TOTAL RUNOFF(CFS) = 10.17 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOODWIDTH(FEET) = 13.26 FLOW VELOCITY(FEET/SEC.) = 5.42 DEPTH*VELOCITY = 2.12 FLOW PROCESS FROM NODE 74.00 TO NODE 74.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.78 RAINFALL INTENSITY(INCH/HR) = 5.35 •TOTAL STREAM AREA (ACRES) = 3.31 PEAK FLOW RATE(CFS) AT CONFLUENCE =• 10.17 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 70.11 10.96 4.289 31.60 2 10.17 7.78 5.351 3.31 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 66.36 7.78 5.351 2 78.27 10.96 4.289 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 78.27 Tc(MIN.) = TOTAL AREA(ACRES) = 34.91 10.96 FLOW PROCESS FROM NODE 74.00 TO NODE 76.00 IS CODE »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 28.8 UPSTREAM NODE ELEVATION = 155.00 DOWNSTREAM NODE ELEVATION - 110.00 FLOWLENGTH(FEET) = 330.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) - 24.00 PIPEFLOW THRU SUBAREA(CFS) = 78.27 TRAVEL TIME(MIN.) = 0.19 TC(MIN.) = 11.15 = 0.013 NUMBER OF PIPES FLOW PROCESS FROM NODE 76.00 TO NODE 76.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.15 TOTAL STREAM AREA(ACRES) = 34.91 PEAK FLOW RATE(CFS) AT CONFLUENCE - 78.27 FLOW PROCESS FROM NODE 80.00 TO NODE 85.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 12.63(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 380.00 UPSTREAM ELEVATION = 245.00 DOWNSTREAM ELEVATION = 230.00 ELEVATION DIFFERENCE = 15.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.914 SUBAREA RUNOFF(CFS) = 1.80 TOTAL AREA(ACRES) = 1.02 TOTAL RUNOFF(CFS) = 1.80 FLOW PROCESS FROM NODE 85.00 TO NODE 75.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRO SUBAREA<«« UPSTREAM NODE ELEVATION - 230.00 DOWNSTREAM NODE ELEVATION = 135.00 CHANNEL LENGTH THRO SUBAREA(FEET) = 654.00 CHANNEL SLOPE = 0.1453 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR - 2.000 MANNING'S FACTOR - 0.015 MAXIMUM DEPTH(FEET) = 1.50 CHANNEL FLOW THRU SUBAREA(CFS) = 1.80 FLOW VELOCITY (FEET/SEC) =• 7.01 FLOW DEPTH (FEET) = 0.08 TRAVEL TIMEfMIN.) = 1.56 TC(MIN-) = 14.18 FLOW PROCESS FROM NODE 85.00 TO NODE 75.00 IS CODE = 8 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.631 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 4.07 SUBAREA RUNOFF(CFS) = 6.65 TOTAL AREA(ACRES) = 5.09 TOTAL RUNOFF(CFS) = 8.45 TC(MIN) = 14.18 FLOW PROCESS FROM NODE 75.00 TO NODE 76.00 IS CODE = 3 »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 19.9 UPSTREAM NODE ELEVATION = 140.00 DOWNSTREAM NODE ELEVATION = 110.00 FLOWLENGTH(FEET) - 140.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) •- 8.45 TRAVEL TIME(MIN.) = 0.12 TC(MIN.) = 14.30 FLOW PROCESS FROM NODE 76.00 TO NODE 76.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 14.30 RAINFALL INTENSITY(INCH/HR) = 3.61 TOTAL STREAM AREA(ACRES) = 5.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.45 FLOW PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5700 INITIAL SUBAREA FLOW-LENGTH = 280.00 UPSTREAM ELEVATION = 170.00 DOWNSTREAM ELEVATION = 130.00 ELEVATION DIFFERENCE = 40.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 6.580 *CADTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 5.959 SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA (ACRES) = 0.18 TOTAL RUNOFF (CFS) =» 0.61 FLOW PROCESS FROM NODE 82.00 TO NODE 76.00 IS CODE >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 130.00 DOWNSTREAM ELEVATION - 114.00 STREET LENGTH(FEET) = 190.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) - 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.09 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.23 HALFSTREET FLOODWIDTH(FEET) = 5.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.40 STREETFLOW TRAVELTIME(MIN) = 0.59 TC(MIN) = 7.17 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.640 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .8500 SUBAREA AREA(ACRES) = 0.62 SUBAREA RUNOFF(CFS) = 2.97 SUMMED AREA(ACRES) =• 0.80 TOTAL RUNOFF(CFS) = 3.58 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.27 HALFSTREET FLOODWIDTH(FEET) = 7.21 FLOW VELOCITY(FEET/SEC.) = 5.62 DEPTH*VELOCITY = 1.52 FLOW PROCESS FROM NODE 76.00 TO NODE 76.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.17 RAINFALL INTENSITY(INCH/HR) = 5.64 TOTAL STREAM AREA (ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.58 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 78.27 11.15 4.241 34.91 2 8.45 14.30 3.612 5.09 3 3.58 7.17 5.640 0.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 67.85 7.17 5.640 2 88.15 11.15 4.241 3 77.40 14.30 3.612 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 88.15 Tc(MIN.) = 11.15 TOTAL AREA(ACRES) = 40.80 FLOW PROCESS FROM NODE 76.00 TO NODE 77.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRO SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSORE FLOW) ««< DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 21.3 UPSTREAM NODE ELEVATION = 110.00 DOWNSTREAM NODE ELEVATION = 108.00 FLOWLENGTH(FEET) - 36.00 MANNING'S H = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 88.15 TRAVEL TIME (MIN.) = 0.03 TC(MIN.) = 11.18 FLOW PROCESS FROM NODE 77.00 TO NODE 77.00 IS CODE - 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.18 RAINFALL INTENSITY(INCH/HR) - 4.23 TOTAL STREAM AREA (ACRES) = 40.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 88.15 FLOW PROCESS FROM NODE 83.00 TO NODE 84.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SUBAREA FLOW-LENGTH = 241.00 UPSTREAM ELEVATION = 170.00 DOWNSTREAM ELEVATION = 156.00 ELEVATION DIFFERENCE = 14.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.239 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.155 SUBAREA RUNOFF(CFS) = 1.20 TOTAL AREA(ACRES) = 0.41 TOTAL RUNOFF(CFS) = 1.20 FLOW PROCESS FROM NODE 84.00 TO NODE 77.00 IS CODE >»»COMPUTE STREETFLOW TRAVELTIME THRU SOBAREA«<« UPSTREAM ELEVATION - 156.00 DOWNSTREAM ELEVATION = 114.00 STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) =-6. STREET HALFWIDTK(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.78 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.27 HALFSTREET FLOODWIDTK(FEET) = 7.21 AVERAGE FLOW VELOCITY(FEET/SEC.) - 5.93 PRODUCT OF DEPTH&VELOCITY = 1.60 STREETFLOW TRAVELTIME(MIN) - 1.35 TC(MIN) = 9.59 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.674 *OSER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5700 SUBAREA AREA(ACRES) - 1.95 SUBAREA RUNOFF(CFS) = 5.20 SUMMED AREA(ACRES) - 2.36 TOTAL RUNOFF(CFS) = 6.40 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.31 HALFSTREET FLOODWIDTH(FEET) = 9.23 FLOW VELOCITY(FEET/SEC.) - 6.60 DEPTH*VELOCITY = 2.05 FLOW PROCESS FROM NODE 77.00 TO NODE 77.00 IS CODE »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN.) =• 9.59 RAINFALL INTENSITY(INCH/HR) = 4.67 TOTAL STREAM AREA(ACRES) = 2.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.40 H + | DEVELOPED FLOW FROM NEIGHBORHOOD 1.16 I I I I I FLOW PROCESS FROM NODE 77.00 TO NODE 77.00 IS CODE = >»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.55 RAIN INTENSITY(INCH/HOUR) - 3.93 TOTAL AREA(ACRES) = 10.99 TOTAL RUNOFF(CFS) = 32.73 FLOW PROCESS FROM NODE 77.00 TO NODE 77.00 IS CODE »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.55 RAINFALL INTENSITY(INCH/HR) = 3.93 TOTAL STREAM AREA(ACRES) = 10.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.73 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 88.15 11.18 4.234 40.80 2 6.40 9.59 4.674 2.36 3 32.73 12.55 3.929 10.99 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** . STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 113.76 9.59 4.674 2 124.33 11.18 4.234 3 119.92 12.55 3.929 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 124.33 Tc(MIN-) = 11.18 TOTAL AREA(ACRES) = 54.15 FLOW PROCESS FROM NODE 77.00 TO NODE 4.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRO SOBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 36.1 UPSTREAM NODE ELEVATION = 114.00 DOWNSTREAM NODE ELEVATION = 105.00 FLOWLENGTH(FEET) = 53.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRO SUBAREA(CFS-) = 124.33 TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 11.20 FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 8 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = .4.228 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT =• .4500 SUBAREA AREA (ACRES) - 1.08 SUBAREA RUNOFF (CFS) = 2.05 TOTAL AREA(ACRES) = 55.23 TOTAL RUNOFF(CFS) = 126.38 TC(MIN) = 11.20 •f + | ROUTED FLOW FROM DETENTION STRUCTURE | I I I Ii _______..„_ ,_ L FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE = 7 »»>DSER SPECIFIED HYDROLOGY INFORMATION AT NODE««< DSER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 18.20 RAIN INTENSITY(INCH/HOUR) = 3.09 TOTAL AREA(ACRES) = 55.23 TOTAL RUNOFF(CFS) = .59.94 FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION{MIN.) = 13.20 RAINFALL INTENSITY(INCH/HR) = 3.09 TOTAL STREAM AREA(ACRES) = 55.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 59.94 FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« 1*1 m *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINOTES ADDED = 12.12(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 433.70 UPSTREAM ELEVATION = 200.00 DOWNSTREAM ELEVATION = 161.00 ELEVATION DIFFERENCE = 39.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.019 SUBAREA RUNOFF(CFS) =4.07 TOTAL AREA(ACRES) = 2.25 TOTAL RUNOFF(CFS) = 4.07 FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA«<« UPSTREAM NODE ELEVATION = 161.00 DOWNSTREAM NODE ELEVATION = 90.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1633.40 CHANNEL SLOPE = 0.0435 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.50 CHANNEL FLOW THRU SUBAREA(CFS) = 4.07 FLOW VELOCITY(FEET/SEC) = 6.21 FLOW DEPTH(FEET) = 0.19 TRAVEL TIME(MIN-) = 4.39 TC(MIN.) = 16.51 FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 3.293100 YEAR RAINFALL INTENSITY(INCH/HOUR) *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA (ACRES) = 7.62 SUBAREA RUNOFF (CFS) = 11.29 .TOTAL AREA(ACRES) = 9.87 TOTAL RUNOFF(CFS) = 15.36 TC(MIN) = 16.51 FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« »>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« 2 ARE: TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 16.51 RAINFALL INTENSITY(INCH/HR) = 3.29 TOTAL STREAM AREA(ACRES) = 9.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.36 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 59.94 18.20 3.092 55.23 2 15.36 16.51 3.293 9.87 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER 1 2 (CFS) 71.64 74.36 (MIN.) 16.51 18.20 INTENSITY (INCH/HOUR) 3.293 3.092 COMPOTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 74.36 Tc (MIN . ) = 18.20 TOTAL AREA (ACRES) = 55.10 | END DEVELOPED SITE ANALYSIS TO EXISTING BASIN C DISCHARGE LOCATION I BEGIN ANALYSIS FOR OFFSITE FLOW TO EXISTING BASIN A FLOW PROCESS FROM NODE 1001.00 TO NODE 1002.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SOBAREA ANALYSIS<«« *USER SPECIFIED(SOBAREA): RORAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 INITIAL SUBAREA FLOW-LENGTH = 348.00 UPSTREAM ELEVATION = 210.00 DOWNSTREAM ELEVATION = 170.00 ELEVATION DIFFERENCE - 40.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.672 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.648 SUBAREA RUNOFF(CFS) = 2.41 TOTAL AREA(ACRES) = 1.15 TOTAL RUNOFF(CFS) = 2.41 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 2.41 Tc(MIN.) = 9.67 TOTAL AREA(ACRES) = 1.15 END OF RATIONAL METHOD ANALYSIS La Costa Greens Neighborhood 1.17 Storm Water Management Plan 10 Year Developed Condition Rational Method Analysis DE:d> ttWEPORTS\2352\109Ofwns1.17\SWMP01.doc w.o. 2352-109 1/31/2005 12-.M PM RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1239 Analysis prepared by: Hunsaker & Associates San Diego, Inc. 10179 Huennekens Street San Diego, California (619) 558-4500 Planning Engineering Surveying ************************** DESCRIPTION OF STUDY ********************** LA COSTA GREENS NEIGHBORHOOD 1.17 W.O.#2352-62 10 YEAR DEVELOPED CONDITIONS HYDROLOGY ANALYSIS November 1, 2004 FILE NAME: H:\AES99\2352\62\DEV10.DAT TIME/DATE OF STUDY: 11:58 ll/ 1/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED -I , + I Begin Poinsettia Drive Outflow Analysis I I I 1 I FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SUBAREA FLOW-LENGTH = 172.90 UPSTREAM ELEVATION = 245.00 DOWNSTREAM ELEVATION = 240.00 ELEVATION DIFFERENCE - 5.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.805 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) - 3.292 SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREA(ACRES) = 0.47 TOTAL RUNOFF(CFS) = 0.88 FLOW PROCESS FROM NODE 35.00 TO NODE 25.00 IS CODE »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 240.00 DOWNSTREAM ELEVATION = 220.50 STREET LENGTH(FEET) = 432.30 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) - 2.04 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.26 HALFSTREET FLOODWIDTK(FEET) = 6.54 AVERAGE FLOW VELOCITY(FEET/SEC.) - 3.74 PRODUCT OF DEPTHSVELOCITY = 0.96 STREETFLOW TRAVELTIME(MIN) - 1.93 TC(MIN) - 10.73 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.897 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 SUBAREA AREA(ACRES) = 1.39 SUBAREA RUNOFF(CFS) = 2.30 SUMMED AREA(ACRES) = 1.86 TOTAL RUNOFF(CFS) = 3.18 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.28 HALFSTREET FLOODWIDTH(FEET) = 7.88 FLOW VELOCITY(FEET/SEC.) - 4.30 DEPTH*VELOCITY = 1.22 FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 3 »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 13.0 INCH PIPE IS 7.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 4.5 UPSTREAM NODE ELEVATION = 210.50 DOWNSTREAM NODE ELEVATION = 210.00 FLOWLENGTH(FEET) = 66.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) - 3.18 TRAVEL TIME(MIN.) = 0.24 TC(MIN.) = 10.98 FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.98 RAINFALL INTENSITY(INCH/HR) = 2.86 TOTAL STREAM AREA (ACRES) =1.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.18 FLOW PROCESS FROM NODE 24.00 TO NODE 26.00 IS CODE - 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH = 135.20 UPSTREAM ELEVATION = 223.70 DOWNSTREAM ELEVATION = 220.50 ELEVATION DIFFERENCE = 3.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) - 3.062 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 SUBAREA RUNOFF(CFS) = 0.72 TOTAL AREA(ACRES) - 0.18 TOTAL RUNOFF(CFS) = 0.72 FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLDENCE««< >»»AND COMPOTE VARIOUS CONFLUENCED STREAM VALOES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN.) = 6.00 RAINFALL INTENSITY (INCH/HR) = 4.22 TOTAL STREAM AREA (ACRES) = 0.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.72 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 ' 3.18 10.98 2.856 1.86 2 0.72 6.00 4.216 0.13 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 2.87 6.00 4.216 2 3.67 10.98 2.856 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 3.67 Tc(MIN.) = 10.98 TOTAL AREA (ACRES) = 2.04 End Poinsettia Lane Analysis I Begin Developed Site Analysis I 1-------------------------------------------------------------------------- + FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SUBAREA FLOW-LENGTH - 132.50 UPSTREAM ELEVATION = 242.80 DOWNSTREAM ELEVATION = 237.00 ELEVATION DIFFERENCE = 5.80 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = 6.713 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.922 SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 0.74 FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA«<« UPSTREAM ELEVATION = 237.00 DOWNSTREAM ELEVATION = 219.00 STREET LENGTH(FEET) - 400.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RDNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) - 1.59 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.24 HALFSTREET FLOODWIDTH(FEET) = 5.87 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.44 PRODUCT OF DEPTHSVELOCITY =• 0.84 STREETFLOW TRAVELTIME(MIN) - 1.94 TC(MIN) = 8.65 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.330 *USER SPECIFIED(SOBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 SUBAREA AREA(ACRES) = 0.89 SUBAREA RUNOFF(CFS) = 1.69 SUMMED AREA(ACRES) = 1.22 TOTAL RUNOFF(CFS) = 2.43 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.27 HALFSTREET FLOODWIDTH(FEET) = 7.21 FLOW VELOCITY (FEET/SEC.) => 3.80 DEPTH*VELOCITY = 1.03 FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.0 UPSTREAM NODE ELEVATION - 215.00 DOWNSTREAM NODE ELEVATION = 190.00 FLOWLENGTH(FEET) = 555.50 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 2.43 TRAVEL TIME(MIN.) = 1.16 TCfMIN.) = 9.81 FLOW PROCESS FROM NODE 43.00 TO NODE 43.00 IS CODE = 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 «<« FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SUBAREA FLOW-LENGTH = 295.00 UPSTREAM ELEVATION = 265.00 DOWNSTREAM ELEVATION = 251.00 ELEVATION DIFFERENCE = 14.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.751 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.083 SUBAREA RUNOFF(CFS) = 1.65 TOTAL AREA(ACRES) = 0.94 TOTAL RUNOFF(CFS) = 1.65 FLOW PROCESS FROM NODE 33.00 TO NODE 45.00 IS CODE >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 257.00 DOWNSTREAM ELEVATION = 224.00 STREET LENGTH(FEET) = 789.20 CURB HEIGHT(INCHES) - 6. STREET HALFWIDTK(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALLtDECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.35 HALFSTREET FLOODWIDTK(FEET) - 11.24 AVERAGE FLOW VELOCITY(FEET/SEC.) - 4.79 PRODUCT OF DEPTHSVELOCITY = 1.68 STREETFLOW TRAVELTIME(MIN) = 2.75 TC(MIN) 6.62 12.50 2.62710 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 SUBAREA AREA (ACRES) = 6.62 SUBAREA RUNOFF (CFS) = 9.91 SUMMED AREA(ACRES) = 7.56 TOTAL RUNOFF(CFS) = 11.56 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.40 HALFSTREET FLOODWIDTH(FEET) = 13.93 FLOW VELOCITY(FEET/SEC.) = 5.62 DEPTH*VELOCITY = 2.27 FLOW PROCESS FROM NODE 45.00 TO NODE 43.00 IS CODE = >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 13.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.8 UPSTREAM NODE ELEVATION = 215.00 DOWNSTREAM NODE ELEVATION = 190.00 FLOWLENGTH(FEET) = 402.40 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 13.00 PIPEFLOW THRU SUBAREA(CFS) = 11.56 TRAVEL TIME(MIN.) = 0.49 TC(MIN.) = 12.98 = 0.013 NUMBER OF PIPES FLOW PROCESS FROM NODE 43.00 TO NODE 43.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<«« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.56 12.98 2.563 ** MEMORY BANK # STREAM RUNOFF NUMBER (CFS) 1 2.43 CONFLUENCE DATA ** TC INTENSITY (MIN.) (INCH/HOUR) 9.81 3.070 AREA (ACRE) 7.56 AREA (ACRE) 1.22 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 12.08 9.81 3.070 2 13.59 12.98 2.563 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.59 Tc(MIN.) = TOTAL AREA(ACRES) = 8.78 12.93 FLOW PROCESS FROM NODE 43.00 TO NODE 43.00 IS CODE = 12 >»»CLEAR MEMORY BANK t 2 <«« FLOW PROCESS FROM NODE 43.00 TO NODE 47.00 IS CODE = 3 >»»COMPDTE PIPEFLOW TRAVELTIME THRO SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) =14.4 UPSTREAM NODE ELEVATION - 210.00 DOWNSTREAM NODE ELEVATION = 185.00 FLOWLENGTH(FEET) = 400.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 13.59 TRAVEL TIME(MIN.) - 0.46 TC(MIN.) = 13.45 FLOW PROCESS FROM NODE 47.00 TO NODE 47.00 IS CODE »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.45 RAINFALL INTENSITY(INCH/HR) - 2.51 TOTAL STREAM AREA(ACRES) = 8.78 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.59 FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SUBAREA FLOW-LENGTH = 236.60 UPSTREAM ELEVATION = 218.00 DOWNSTREAM ELEVATION = 212.40 ELEVATION DIFFERENCE = 5.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.011 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.850 SUBAREA RUNOFF(CFS) = 0.58 TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 0.58 FLOW PROCESS FROM NODE 55.00 TO NODE 46.00 IS CODE »>»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA«<« UPSTREAM ELEVATION = 212.40 DOWNSTREAM ELEVATION = 195.00 STREET LENGTH(FEET) = 325.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.67 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.27 HALFSTREET FLOODWIDTK(FEET) = 7.21 AVERAGE FLOW VELOCITY(FEET/SEC.) - 4.19 PRODUCT OF DEPTH&VELOCITY = 1.13 STREETFLOW TRAVELTIME(MIN) = 1.29 TC(MIN) - 12.31 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.653 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 SUBAREA AREA(ACRES) = 2.75 SOBAREA RUNOFF(CFS) = 4.16 SUMMED AREA(ACRES) = 3.11 TOTAL RUNOFF(CFS) = 4.74 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET) = 9.23 FLOW VELOCITY(FEET/SEC.) = 4.89 DEPTH*VELOCITY = 1.52 FLOW PROCESS FROM NODE 46.00 TO NODE 47.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.1 UPSTREAM NODE ELEVATION = 190.00 DOWNSTREAM NODE ELEVATION = 185.00 FLOWLENGTH(FEET) = 75.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 4.74 TRAVEL TIME(MIN.) = 0.11 TC(MIN.) - 12.42 FLOW PROCESS FROM NODE 47.00 TO NODE 47.00 IS CODE »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.42 RAINFALL INTENSITY(INCH/HR) = 2.64 TOTAL STREAM AREA (ACRES) = 3.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.74 FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SDBAREA FLOW-LENGTH = 273.00 UPSTREAM ELEVATION = 223.00 DOWNSTREAM ELEVATION = 220.00 ELEVATION DIFFERENCE = 3.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 15.275 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.308 SUBAREA RUNOFF(CFS) = 0.64 TOTAL AREA(ACRES) = 0.49 TOTAL RUNOFF(CFS) = 0.64 FLOW PROCESS FROM NODE 57.00 TO NODE 47.00 IS CODE >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION - 220.00 DOWNSTREAM ELEVATION = 195.00 STREET LENGTH(FEET) - 510.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 23.00 2.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL (DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL ( DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) » 0.24 HALFSTREET FLOODWI DTH ( FEET ) = 5.87 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 4.33 PRODUCT OF DEPTHSVELOCITY = 1.05 STREETFLOW TRAVELTIME(MIN) = 1.9S TC(MIN) = 17.24 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.135 *USER SPECIFIED ( SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 SUBAREA AREA (ACRES) = 2.25 SUBAREA RUNOFF (CFS) - 2.74 SUMMED AREA (ACRES) = 2.74 TOTAL RUNOFF (CFS) = 3.38 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = 0.28 HALFSTREET FLOODWIDTH (FEET) = 7.88 FLOW VELOCITY (FEET/SEC.) - 4.57 DEPTH*VELOCITY = 1.30 FLOW PROCESS FROM NODE 47.00 TO NODE 47.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION (MIN. ) = 17.24 RAINFALL INTENSITY ( INCH/HR) = 2.13 TOTAL STREAM AREA (ACRES) = 2.74 PEAK FLOW RATE (CFS) AT CONFLUENCE = 3.38 CONFLUENCE DATA ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 13.59 4.74 3.38 Tc (MIN.) 13.45 12.42 17.24 INTENSITY (INCH/HOUR) 2.505 2.637 2.135 AREA (ACRE) 8.78 3.11 2.74 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 20.39 20.98 18.80 Tc (MIN.) 12.42 13.45 17.24 INTENSITY (INCH/HOUR) 2.637 2.505 2.135 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 20.98 Tc(MIN.) = TOTAL AREA (ACRES) = 14.63 13.45 FLOW PROCESS FROM NODE 47.00 TO NODE 72.00 IS CODE >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<« DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.8 INCHES PIPEFLOW VELOCITY (FEET/SEC.) = 14.4 UPSTREAM NODE ELEVATION = 135.00 DOWNSTREAM NODE ELEVATION - 154.50 FLOWLENGTH(FEET) = 603.00 MANNING'S ESTIMATED PIPE DIAMETER (INCH) = 18.00 = 0.013 NUMBER OF PIPES PIPEFLOW THRO SUBAREA(CFS) = 20.98 TRAVEL TIME(HIM.) = 0.70 TC(MIN.) = 14.14 FLOW PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE = 10 »>»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <«« I OFFSITE INFLOW FROM RESIDENTIAL DEVELOPMENT | I I I I FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 7 >»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) - 11.12 RAIN INTENSITY (INCH/HODR) =• 2.33 TOTAL AREA(ACRES) = 10.66 TOTAL RONOFF(CFS) = 18.41 FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<« DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.1 UPSTREAM NODE ELEVATION = 220.00 DOWNSTREAM NODE ELEVATION = 200.00 FLOWLENGTH(FEET) = 340.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 18.41 TRAVEL TIME(MIN-) = 0.38 TC(MIN.) = 11.50 FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.50 RAINFALL INTENSITY (INCH/HR) = 2.77 TOTAL STREAM AREA (ACRES) = 10.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.41 FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SUBAREA FLOW-LENGTH = 308.00 UPSTREAM ELEVATION = 225.00 DOWNSTREAM ELEVATION = 214.00 ELEVATION DIFFERENCE = 11.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.954 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 10 YEAR RAINFALL INTENSITY)INCH/HOUR) = 2.860 SUBAREA RUNOFF(CFS) = 1.40 TOTAL AREA(ACRES) = 0.86 TOTAL RUNOFF(CFS) = 1.40 FLOW PROCESS FROM NODE 62.00 TO NODE 70.00 IS CODE >»»COMPaTE STREETFLOW TRAVELTIME THRO SUBAREA«<« UPSTREAM ELEVATION = 214.00 DOWNSTREAM ELEVATION = 210.00 STREET LENGTH(FEET) = 137.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.28 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.27 HALFSTREET FLOODWIDTH(FEET) = 7.21 AVERAGE FLOW VELOCITY(FEET/SEC.) - 3.57 PRODUCT OF DEPTHSVELOCITY = 0.97 STREETFLOW TRAVELTIME(MIN) - 0.64 TC(MIN) = 11.59 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.757 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 SUBAREA AREA(ACRES) = 1.12 SUBAREA RUNOFF(CFS) = 1.76 SUMMED AREA(ACRES) = 1.98 TOTAL RUNOFF(CFS) = 3.16 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 8.55 FLOW VELOCITY(FEET/SEC.) = 3.72 DEPTH*VELOCITY = 1.11 FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 11.59 RAINFALL INTENSITY(INCH/HR) = 2.76 TOTAL STREAM AREA(ACRES) = 1.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.16 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 18.41 11.50 2.772 10.66 2 3.16 11.59 2.757 1.98 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 21.55 11.50 2.772 2 21.47 11.59 2.757 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 21.55 Tc(MIN.) = 11.50 TOTAL AREA(ACRES) = 12.64 FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE = 3 »>»COMPUTE PIPEFLOW TRAVELTIME THRO SUBAREA<«« >»»OSING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 19.2 *" UPSTREAM NODE ELEVATION =- 205.00 DOWNSTREAM NODE ELEVATION - 200.00 * FLOWLENGTH(FEET) =- 50.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER!INCH) = 18.00 NUMBER OF PIPES = 1 "• PIPEFLOW THRU SOBAREA(CFS) = 21.55 TRAVEL TIME(MIN-) = 0.04 TC(MIN.) - 11.54 FLOW PROCESS FROM NODE 71.00 TO NODE 71.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.54 RAINFALL INTENSITY(INCH/HR) - 2.77 TOTAL STREAM AREA(ACRES) = 12.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.55 FLOW PROCESS FROM NODE 63.00 TO NODE 64.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SOBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SUBAREA FLOW-LENGTH = 206.00 UPSTREAM ELEVATION = 219.00 DOWNSTREAM ELEVATION = 217.00 ELEVATION DIFFERENCE = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.828 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.461 SUBAREA RUNOFF(CFS) = 0.49 TOTAL AREA(ACRES) = 0.35 TOTAL RUNOFF(CFS) = 0.49 FLOW PROCESS FROM NODE 64.00 TO NODE 71.00 IS CODE - 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 217.00 DOWNSTREAM ELEVATION = 210.00 STREET LENGTH(FEET) = 189.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.53 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.24 HALFSTREET FLOODWIDTH(FEET) = 5.87 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.30 PRODUCT OF DEPTHSVELOCITY = 0.80 STREETFLOW TRAVELTIME(MIN) - 0.95 TC(MIN) = 14.78 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.357 *OSER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 SUBAREA AREA(ACRES) = 1.54 SOBAREA RUNOFF(CFS) - 2.07 SUMMED AREA (ACRES) = 1.39 TOTAL RUNOFF (CFS) = 2.56 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.27 HALFSTREET FLOODHIDTK(FEET) = 7.21 FLOW VELOCITY(FEET/SEC.) = 4.01 DEPTH*VELOCITY - 1.09 FLOW PROCESS FROM NODE 71.00 TO NODE 71.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« »>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALOES««< TOTAL NUMBER OF STREAMS =• 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.78 RAINFALL INTENSITY(INCH/HR) - 2.36 TOTAL STREAM AREA(ACRES) = 1.89 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.56 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 21.55 11.54 2.765 12.64 2 2.56 14.78 2.357 1.39 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 23.74 11.54 2.765 2 20.93 14.78 2.357 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.74 Tc(MIN.) = 11.54 TOTAL AREA(ACRES) = 14.53 FLOW PROCESS FROM NODE 71.00 TO NODE 72.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»OSING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<« DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 22.3 UPSTREAM NODE ELEVATION = 210.00 DOWNSTREAM NODE ELEVATION = 156.00 FLOWLENGTH(FEET) = 390.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) - 23.74 TRAVEL TIME(MIN.) - 0.29 TC(MIN.) = 11.83 FLOW PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.83 RAINFALL INTENSITY(INCH/HR) = 2.72 TOTAL STREAM AREA(ACRES) = 14.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.74 FLOW PROCESS FROM NODE 65.00 TO NODE 66.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SUBAREA FLOW-LENGTH = 208.00 UPSTREAM ELEVATION = 201.00 DOWNSTREAM ELEVATION = 138.00 ELEVATION DIFFERENCE = 13.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.470 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.661 SUBAREA RUNOFF(CFS) ~ 0.98 TOTAL AREA(ACRES) = 0.47 TOTAL RUNOFF(CFS) = 0.98 FLOW PROCESS FROM NODE 66.00 TO NODE 73.00 IS CODE »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA«<« UPSTREAM ELEVATION = 188.00 DOWNSTREAM ELEVATION = 165.00 STREET LENGTH(FEET) = 490.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTK(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.75 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.27 HALFSTREET FLOODWIDTH(FEET) = 7.21 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.30 PRODUCT OF DEPTHSVELOCITY = 1.16 STREETFLOW TRAVELTIME(MIN) = 1.90 TC(MIN) = 9.37 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.163 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 SUBAREA AREA(ACRES) = 1.97 SUBAREA RUNOFF(CFS) = 3.55 SUMMED AREA(ACRES) - 2.44 TOTAL RUNOFF(CFS) - 4.53 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.31 HALFSTREET FLOODWIDTH(FEET) = 9.23 FLOW VELOCITY(FEET/SEC.) = 4.S8 DEPTH*VELOCITY - 1.45 FLOW PROCESS FROM NODE 73.00 TO NODE 72.00 IS CODE - 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.5 UPSTREAM NODE ELEVATION = 157.00 DOWNSTREAM NODE ELEVATION = 156.00 FLOWLENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.53 TRAVEL TIME(MIN.) - 0.05 TC(MIN.) = 9.43 FLOW PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« »>»AND COMPOTE VARIOUS CONFLUENCED STREAM VALOES<«« 2 ARE: TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 9.43 RAINFALL INTENSITY(INCH/HR) = 3.15 TOTAL STREAM AREA(ACRES) = 2.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.53 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 23.74 11.83 2.721 14.53 2 4.53 9.43 3.151 2.44 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 25.03 9.43 3.151 2 27.65 11.83 2.721 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 27.65 Tc(MIN.) - TOTAL AREA(ACRES) = 16.97 11.83 FLOW PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE = 11 >»»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<«« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 27.65 11.83 2.721 16.97 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 20.98 14.14 2.425 14.63 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 46.35 11.83 2.721 2 45.62 14.14 2.425 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 46.35 Tc(MIN.) = 11.83. TOTAL AREA(ACRES) = 31.60 FLOW PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE »>»CLEAR MEMORY BANK # 1 «<« 12 FLOW PROCESS FROM NODE 72.00 TO NODE 74.00 IS CODE >»»COMPUTE PIPEFLOW TRAVELTIME THRU SOBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 15.2 UPSTREAM NODE ELEVATION = 156.00 DOWNSTREAM NODE ELEVATION = 155.00 FLOWLENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) - 27.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 46.35 TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 11.86 FLOW PROCESS FROM NODE 74.00 TO NODE 74.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN.} =• 11.86 RAINFALL INTENSITY(INCH/HR) = 2.72 TOTAL STREAM AREA(ACRES) = 31.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 46.35 FLOW PROCESS FROM NODE 67.00 TO NODE 68.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SUBAREA FLOW-LENGTH = 132.00 UPSTREAM ELEVATION = 210.00 DOWNSTREAM ELEVATION = 188.00 ELEVATION DIFFERENCE = 22.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.291 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 10 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.216 SUBAREA RUNOFF(CFS) - 0.34 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.34 FLOW PROCESS FROM NODE 68.00 TO NODE 74.00 IS CODE >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 188.00 DOWNSTREAM ELEVATION - 165.00 STREET LENGTH(FEET) = 520.00 CURB HEIGHT(INCHES) = 6. STREET HALFHIDTH(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.49 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 8.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.11 PRODUCT OF DEPTHSVELOCITY = 1.22 STREETFLOW TRAVELTIME(MIN) = 2.11 TC(MIN) - 8.11 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.472 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 SUBAREA AREA(ACRES) = 3.17 SUBAREA RUNOFF(CFS) = 6.27 SUMMED AREA(ACRES) = 3.31 TOTAL RUNOFF(CFS) = 6.61 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.35 HALFSTREET FLOODWIDTH(FEET) = 11.24 FLOW VELOCITY(FEET/SEC.) = 4.78 DEPTH*VELOCITY = 1.68 FLOW PROCESS FROM NODE 74.00 TO NODE 74.00 IS CODE = »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.11 RAINFALL INTENSITY(INCH/HR) - 3.47 TOTAL STREAM AREA(ACRES) = 3.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.61 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 46.35 11.86 2.716 31.60 2 6.61 8.11 3.472 3.31 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 42.87 8.11 3.472 2 51.52 11.86 2.716 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 51.52 TctMIN.) = 11.86 TOTAL AREA(ACRES) - 34.91 FLOW PROCESS FROM NODE 74.00 TO NODE 76.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 26.2 UPSTREAM NODE ELEVATION = 155.00 DOWNSTREAM NODE ELEVATION = 110.00 FLOWLENGTH(FEET) = 330.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 51.52 TRAVEL TIME(MIN.) = 0.21 TC(MIN.) = 12.07 FLOW PROCESS FROM NODE 76.00 TO NODE 76.00 IS CODE »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.07 RAINFALL INTENSITY(INCH/HR) = 2.69 TOTAL STREAM AREA(ACRES) = 34.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 51.52 FLOW PROCESS FROM NODE 80.00 TO NODE 85.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RONOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 12.63(MINUTES) INITIAL SOBAREA FLOW-LENGTH - 380.00 UPSTREAM ELEVATION = 245.00 DOWNSTREAM ELEVATION = 230.00 ELEVATION DIFFERENCE = 15.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.609 SUBAREA RUNOFF(CFS) = 1.20 TOTAL AREA(ACRES) = 1.02 TOTAL RUNOFF(CFS) = 1.20 FLOW PROCESS FROM NODE 85.00 TO NODE 75.00 IS CODE » 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« »>»TRAVELTIME THRU SUBAREA<«« UPSTREAM NODE ELEVATION => 230.00 DOWNSTREAM NODE ELEVATION - 135.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 654.00 CHANNEL SLOPE - 0.1453 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR =» 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH (FEET) = 1.50 CHANNEL FLOW THRU SUBAREA(CFS) = 1.20 FLOW VELOCITY(FEET/SEC) = 5.81 FLOW DEPTH(FEET) = 0.07 TRAVEL TIME(MIN.) = 1.88 TC(MIN.) - 14.50 FLOW PROCESS FROM NODE 85.00 TO NODE 75.00 IS CODE >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.386 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 4.07 SUBAREA RUNOFF(CFS) = 4.37 TOTAL AREA(ACRES) = 5.09 TOTAL RUNOFF(CFS) = 5.57 TC(MIN) =14.50 FLOW PROCESS FROM NODE 75.00 TO NODE 76.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.6 UPSTREAM NODE ELEVATION = 140.00 DOWNSTREAM NODE ELEVATION = 110.00 FLOWLENGTH(FEET) = 140.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 5.57 TRAVEL TIME(MIN.) = 0.13 TC(MIN.) = 14.64 FLOW PROCESS FROM NODE 76.00 TO NODE 76.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS » 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.64 RAINFALL INTENSITY(INCH/HR) - 2.37 TOTAL STREAM AREA(ACRES) = 5.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.57 FLOW PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *OSER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SUBAREA FLOW-LENGTH - 280.00 UPSTREAM ELEVATION = 170.00 DOWNSTREAM ELEVATION = 130.00 ELEVATION DIFFERENCE = 40.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) - 6.580 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.973 SUBAREA RUNOFF(CFS) = 0.41 TOTAL AREA(ACRES) - 0.18 TOTAL RUNOFF(CFS) = 0.41 FLOW PROCESS FROM NODE 82.00 TO NODE 76.00 IS CODE >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 130.00 DOWNSTREAM ELEVATION - 114.00 STREET LENGTHfFEET) = 190.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) - 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.39 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.22 HALFSTREET FLOODWIDTK(FEET) = 4.52 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.32 PRODUCT OF DEPTH&VELOCITY = 0.94 STREETFLOW TRAVELTIME (MIN) = 0.73 TC (MIN) = 7.31 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.711 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .8500 SUBAREA AREA (ACRES) = 0.62 SUBAREA RUNOFF (CFS) = 1.96 SUMMED AREA (ACRES) = 0.80 TOTAL RUNOFF (CFS) = 2.36 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOODWIDTH (FEET) = 5.87 FLOW VELOCITY(FEET/SEC.) = 5.11 DEPTH*VELOCITY = 1.25 FLOW PROCESS FROM NODE 76.00 TO NODE 76.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) - 7.31 RAINFALL INTENSITY(INCH/HR) = 3.71 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.36 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 51.52 12.07 2.686 34.91 2 5.57 14.64 2.372 5.09 3 2.36 7.31 3.711 0.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc . INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 43.20 7.31 3.711 2 58.15 12.07 2.686 3 52.59 14.64 2.372 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 58.15 Tc(MIN.) = 12.07 TOTAL AREA(ACRES) = 40.80 FLOW PROCESS FROM NODE 76.00 TO NODE 77.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SDBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) =19.5 UPSTREAM NODE ELEVATION = 110.00 DOWNSTREAM NODE ELEVATION - 108.00 FLOWLENGTH(FEET) = 36.00 MANNING'S N =• 0.013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) - 58.15 TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 12.11 FLOW PROCESS FROM NODE 77.00 TO NODE 77.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN.) = 12.11 RAINFALL INTENSITY(INCH/HR) = 2.68 TOTAL STREAM AREA (ACRES) = 40.80 PEAK FLOW RATE (CFS) AT CONFLUENCE = 58.15 FLOW PROCESS FROM NODE 83.00 TO NODE . 84.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SUBAREA FLOW-LENGTH = 241.00 UPSTREAM ELEVATION - 170.00 DOWNSTREAM ELEVATION = 156.00 ELEVATION DIFFERENCE = 14.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = 8.239 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.436 SUBAREA RUNOFF(CFS) = 0.80 TOTAL AREA(ACRES) = 0.41 TOTAL RUNOFF(CFS) = 0.80 FLOW PROCESS FROM NODE 84.00 TO NODE 77.00 IS CODE - 6 »>»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 156.00 DOWNSTREAM ELEVATION = 114.00 STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.51 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.24 HALFSTREET FLOODWIDTK(FEET) = 5.87 AVERAGE FLOW VELOCITY(FEET/SEC.) » 5.42 PRODUCT OF DEPTHSVELOCITY = 1.32 STREETFLOW TRAVELTIME(MIH) = 1.48 TC(MIN) - 9.72 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.090 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 SUBAREA AREA(ACRES) - 1.95 SUBAREA RUNOFF(CFS) = 3.43 SUMMED AREA(ACRES) = 2.36 • TOTAL RUNOFF(CFS) = 4.24 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) »0.28 HALFSTREET FLOODWIDTH(FEET) = 7.88 FLOW VELOCITY(FEET/SEC.) = 5.73 DEPTH*VELOCITY = 1.63 FLOW PROCESS FROM NODE 77.00 TO NODE 77.00 IS CODE - 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN.) - 9.72 RAINFALL INTENSITY (INCH/HR) = 3.09 TOTAL STREAM AREA (ACRES) = 2.36 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.24 | DEVELOPED FLOW FROM NEIGHBORHOOD 1.16 I I FLOW PROCESS FROM NODE 77.00 TO NODE 77.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.84 RAIN INTENSITY(INCH/HOUR) = 2.58 TOTAL AREA(ACRES) = 10.99 TOTAL RUNOFF(CFS) = 21.40 FLOW PROCESS FROM NODE 77.00 TO NODE 77.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS » 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.84 RAINFALL INTENSITY(INCH/HR) = 2.58 TOTAL STREAM AREA(ACRES) - 10.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.40 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOOK) (ACRE) 1 58.15 12.11 2.681 40.80 2 4.24 9.72 3.090 2.36 3 21.40 12.84 2.581 10.99 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 72.57 9.72 3.090 2 82.43 12.11 2.681 3 80.92 12.84 2.581 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 82.43 Tc(MIN.) = 12.11 TOTAL AREA(ACRES) = 54.15 FLOW PROCESS FROM NODE 77.00 TO NODE 4.00 IS CODE - . 3 . »>»COMPOTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 32.0 UPSTREAM NODE ELEVATION = 114.00 DOWNSTREAM NODE ELEVATION = 105.00 FLOWLENGTH(FEET) = 53.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 82.43 TRAVEL TIME(MIN.) = 0.03 TCfMIN.) = 12.13 FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.677 *USER SPECIFIED(SaBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 1.08 SOBAREA RUNOFF(CFS) = 1.30 TOTAL AREA(ACRES) = 55.23 TOTAL RUNOFF(CFS) = 83.73 TC(MIN) = 12.13 | ROUTED FLOW FROM DETENTION STRUCTURE I I I I I H + FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE = 7 »>»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 18.13 RAIN INTENSITY(INCH/HOUR) = 2.07 TOTAL AREA(ACRES) = 55.23 TOTAL RUNOFF(CFS) = 46.43 FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.13 RAINFALL INTENSITY(INCH/HR) = 2.07 TOTAL STREAM AREA(ACRES) = 55.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 45.43 FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 12.12(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 433.70 UPSTREAM ELEVATION = 200.00 DOWNSTREAM ELEVATION = 161.00 ELEVATION DIFFERENCE = 39.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.579 SUBAREA RUNOFF(CFS) = 2.71 TOTAL AREA(ACRES) = 2.25 TOTAL RUNOFF(CFS) = 2.71 FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 51 »>»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« »»>TRAVELTIME THRU SUBAREA<«« UPSTREAM NODE ELEVATION = 161.00 DOWNSTREAM NODE ELEVATION = 90.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1533.40 CHANNEL SLOPE = 0.0435 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 2.000 MANNING'S FACTOR - 0.015 MAXIMUM DEPTH(FEET) - 1.50 CHANNEL FLOW THRU SUBAREA(CFS) - 2.71 FLOW VELOCITY(FEET/SEC) = 5.49 FLOW DEPTH(FEET) - 0.15 TRAVEL TIME(MIN.) = 4.95 TC(MIN.) = 17.08 FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) - 2.148 *DSER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 7.62 SUBAREA RUNOFF(CFS) = 7.36 TOTAL AREA(ACRES) = 9.87 TOTAL RUNOFF(CFS) = 10.08 TC(MIN) = 17.08 FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE - »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 17.08 RAINFALL INTENSITY(INCH/HR) = 2.15 TOTAL STREAM AREA(ACRES) = 9.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.08 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 46.43 10.08 18.13 17.08 2.066 2.148 55.23 9.87 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 54.75 17.08 2.148 2 56.13 18.13 2.066 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 56.13 Tc(MIN.) = TOTAL AREA(ACRES) = 65.10 18.13 I END DEVELOPED SITE ANALYSIS TO EXISTING BASIN C DISCHARGE LOCATION I BEGIN ANALYSIS FOR OFFSITE FLOW TO EXISTING BASIN A •I-I FLOW PROCESS FROM NODE 1001.00 TO NODE 1002.00 IS CODE 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« *DSER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 INITIAL SUBAREA FLOW-LENGTH = 348.00 UPSTREAM ELEVATION = 210.00 DOWNSTREAM ELEVATION = 170.00 ELEVATION DIFFERENCE = 40.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.099 SUBAREA RUNOFF(CFS) = 1.60 TOTAL AREA(ACRES) = 1.15 TOTAL RUNOFF(CFS) 9.672 1.60 END OF STUDY SUMMARY: PEAK FLOW RATE (CFS) = 1.60 TOTAL AREA(ACRES) = 1.15 Tc(MIN.]9.67 END OF RATIONAL METHOD ANALYSIS La Costa Greens Neighborhood 1.17 Storm Water Management Plan 2 Year Developed Condition Rational Method Analysis OEete H:\REPORTS\23S2M09 Grwns1.17\SVVMPtJ1.doc ».o. 2352-109 1/31/2005 12:58 PM RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1239 Analysis prepared by: Hunsaker & Associates San Diego, Inc. 10179 Huennekens Street San Diego, California (619) 558-4500 Planning Engineering Surveying ************************** DESCRIPTION OF STUDY ********************** LA COSTA GREENS NEIGHBORHOOD 1.17 W.O.#2352-62 2 YEAR DEVELOPED CONDITIONS HYDROLOGY ANALYSIS November 1, 2004 FILE NAME: H:\AES99\2352\62\DEV02.DAT TIME/DATE OF STUDY: 11:57 ll/ 1/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT (YEAR) =• 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.300 SPECIFIED MINIMUM PIPE SIZE (INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C" -VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED | Begin Poinsettia Drive Outflow Analysis I I I I I FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SUBAREA FLOW-LENGTH = 172.90 UPSTREAM ELEVATION = 245.00 DOWNSTREAM ELEVATION = 240.00 ELEVATION DIFFERENCE = 5.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = 8.805 *CAUTION: SUBAREA SLOPE EXCEEDS CODNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 2 YEAR RAINFALL INTENSITY (INCH/HOOR) = 2.378 SUBAREA RUNOFF(CFS) = 0.64 TOTAL AREA(ACRES) = 0.47 TOTAL RUNOFF(CFS) = 0.64 FLOW PROCESS FROM NODE 35.00 TO NODE 25.00 IS CODE = »>»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 240.00 DOWNSTREAM ELEVATION = 220.50 STREET LENGTH(FEET) - 432.30 CURB HEIGHT (INCHES) =• 6. STREET HALFWIDTH(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OOTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.46 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) - 0.23 HALFSTREET FLOODWIDTK(FEET) = 5.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.75 PRODUCT OF DEPTHSVELOCITY = 0.86 STREETFLOW TRAVELTIME(MIN) - 1.92 TC(MIN) - 10.72 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.094 *USER SPECIFIED(SOBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 SUBAREA AREA(ACRES) - 1.39 SUBAREA RUNOFF(CFS) = 1.66 SUMMED AREA(ACRES) - 1.86 TOTAL RUNOFF(CFS) = 2.30 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) - 0.26 HALFSTREET FLOODWIDTH(FEET) = 6.54 FLOW VELOCITY(FEET/SEC.) - 4.21 DEPTH*VELOCITY = 1.08 FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SOBAREA<«« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 4.1 UPSTREAM NODE ELEVATION = 210.50 DOWNSTREAM NODE ELEVATION = 210.00 FLOWLENGTH(FEET) - 66.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) - 2.30 TRAVEL TIME(MIN.) - 0.27 TC(MIN.) = 10.99 FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.99 RAINFALL INTENSITY(INCH/HR) = 2.06 TOTAL STREAM AREA(ACRES) = 1.86 PEAK FLOW RATE (CFS) AT CONFLUENCE = 2.30 FLOW PROCESS FROM NODE 24.00 TO NODE 26.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH = 185.20 UPSTREAM ELEVATION = 223.70 DOWNSTREAM ELEVATION = 220.50 ELEVATION DIFFERENCE = 3.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.062 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.045 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) - 0.52 FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLOENCE««< »>»AND COMPOTE VARIOUS CONFLUENCED STREAM VALOES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN.) = 6.00 RAINFALL INTENSITY (INCH/HR) =3.05 TOTAL STREAM AREA (ACRES) = 0.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.52 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.30 10.99 2.061 1.86 2 0.52 6.00 3.045 0.18 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 2.07 6.00 3.045 2 2.65 10.99 2.061 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.65 Tc(MIN.) = 10.99 TOTAL AREA (ACRES) = 2.04 I End Poinsettia Lane Analysis I Begin Developed Site Analysis FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SOBAREA FLOW-LENGTH = 132.50 UPSTREAM ELEVATION = 242.80 DOWNSTREAM ELEVATION = 237.00 ELEVATION DIFFERENCE = 5.80 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 6.713 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.832 SUBAREA RUNOFF(CFS) - 0.53 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 0.53 FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA«<« UPSTREAM ELEVATION = 237.00 DOWNSTREAM ELEVATION = 219.00 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) =23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RDNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.15 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) =0.22 HALFSTREET FLOODWIDTH(FEET) = 4.52 AVERAGE FLOW VELOCITY(FEET/SEC.} - 3.57 PRODUCT OF DEPTHSVELOCITY = 0.77 STREETFLOW TRAVELTIME(MIN) - 1.87 TC(MIN) » 8.58 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.418 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5700 SUBAREA AREA(ACRES) = 0.89 SUBAREA RUNOFF(CFS) =• 1.23 SUMMED AREA(ACRES) = 1.22 TOTAL RUNOFF(CFS) = 1.76 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOODWIDTH(FEET) - 5.87 FLOW VELOCITY(FEET/SEC.) = 3.81 DEPTH*VELOCITY = 0.93 FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE - 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« .ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.2 UPSTREAM NODE ELEVATION = 215.00 DOWNSTREAM NODE ELEVATION = 190.00 FLOWLENGTH(FEET) = 555.50 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.76 TRAVEL TIME (MIN.) =» 1.28 TC(MIN.) = 9.36 FLOW PROCESS FROM NODE 43.00 TO NODE 43.00 IS CODE = 10 »>»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <«« FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SUBAREA FLOW-LENGTH = 295.00 UPSTREAM ELEVATION - 265.00 DOWNSTREAM ELEVATION - 251.00 ELEVATION DIFFERENCE = 14.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = 9.751 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.226 SUBAREA RUNOFF(CFS) = 1.19 TOTAL AREA(ACRES) - 0.94 TOTAL RUNOFF(CFS) - 1.19 FLOW PROCESS FROM NODE 33.00 TO NODE 45.00 IS CODE >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION - 257.00 DOWNSTREAM ELEVATION = 224.00 STREET LENGTH(FEET) = 789.20 CURB HEIGHT(INCHES) = 6. 4.78 STREET HALFWIDTH(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 10.00 INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF =• 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) =0.32 HALFSTREET FLOODWIDTH(FEET) » 9.90 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.36 PRODUCT OF DEPTH&VELOCITY = 1.41 STREETFLOW TRAVELTIME(MIN) - 3.02 TC(MIN) = 12.77 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.871 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 SUBAREA AREA(ACRES) = 6.62 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 7.56 TOTAL RUNOFF(CFS) - END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOODWIDTH(FEET) = 11.91 FLOW VELOCITY(FEET/SEC.) = 5.37 DEPTH*VELOCITY = 1.96 7.06 8.25 FLOW PROCESS FROM NODE 45.00 TO NODE . 43.00 IS CODE >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER!INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.6 UPSTREAM NODE ELEVATION = 215.00 DOWNSTREAM NODE ELEVATION = 190.00 FLOWLENGTH(FEET) = 402.40 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 18.00 PIPEFLOW THRU SUBAREA(CFS) - 8.25 TRAVEL TIME(MIN.) = 0.53 TC(MIN.) = = 0.013 NUMBER OF PIPES 13.30 FLOW PROCESS FROM NODE 43.00 TO NODE 43.00 IS CODE = 11 >»»CONFLUENCE MEMORY BANK t 2 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.25 13.30 1.822 7.56 ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.76 9.86 2.210 1.22 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 8.56 9.86 2.210 2 9.70 13.30 1.822 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.70 Tc(MIN.) - TOTAL AREA (ACRES) = 8.78 13.30 FLOW PROCESS FROM NODE 43.00 TO NODE 43.00 IS CODE = 12 »>»CLEAR MEMORY BANK # 2 ««< FLOW PROCESS FROM NODE 43.00 TO NODE 47.00 IS CODE = 3 >»»COMPOTE PIPEFLOW TRAVELTIME THRU SOBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 13.0 INCH PIPE IS 7.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.2 UPSTREAM NODE ELEVATION - 210.00 DOWNSTREAM NODE ELEVATION = 185.00 FLOWLENGTH(FEET) = 400.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 9.70 TRAVEL TIMEtMIN.) = 0.50 TC(MIN.) = 13.80 FLOW PROCESS FROM NODE 47.00 TO NODE 47.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 13.80 RAINFALL INTENSITY(INCH/HR) = 1.78 TOTAL STREAM AREA(ACRES) = 8.78 PEAK FLOW RATE(CFS) AT CONFLUENCE - 9.70 FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SUBAREA FLOW-LENGTH = 236.60 UPSTREAM ELEVATION = 218.00 DOWNSTREAM ELEVATION = 212.40 ELEVATION DIFFERENCE = 5.60 URBAN SOBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.011 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.058 SUBAREA RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) - 0.42 FLOW PROCESS FROM NODE 55.00 TO NODE 46.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 212.40 DOWNSTREAM ELEVATION = 195.00 STREET LENGTH(FEET) = 325.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) - 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.93 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.24 HALFSTREET FLOODWIDTK(FEET) = 5.87 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.17 PRODUCT OF DEPTHSVELOCITY - 1.02 STREETFLOW TRAVELTIME(MIN) = 1.30 TC(MIN) - 12.31 • 2 YEAR RAINFALL INTENSITY(INCH/HOUR) - 1.916 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 SUBAREA AREA(ACRES) = 2.75 SUBAREA RDNOFF(CFS) = 3.00 SUMMED AREA(ACRES) = 3.11 TOTAL RUNOFF(CFS) - 3.43 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) - 0.28 HALFSTREET FLOODWIDTH(FEET) - 7.88 FLOW VELOCITY(FEET/SEC.) = 4.63 DEPTH*VELOCITY = 1.31 FLOW PROCESS FROM NODE 46.00 TO NODE 47.00 IS CODE =• 3 »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.1 UPSTREAM NODE ELEVATION = 190.00 DOWNSTREAM NODE ELEVATION = 185.00 FLOWLENGTH(FEET) = 75.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 3.43 TRAVEL TIME(MIN.) = 0.12 TC(MIN.) = 12.43 FLOW PROCESS FROM NODE 47.00 TO NODE 47.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« TOTAL NUMBER OF STREAMS =• 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.43 RAINFALL INTENSITY(INCH/HR) = 1.90 TOTAL STREAM AREA(ACRES) = 3.11 PEAK FLOW RATE(CFS) AT CONFLUENCE - 3.'43 FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SUBAREA FLOW-LENGTH - 273.00 UPSTREAM ELEVATION = 223.00 DOWNSTREAM ELEVATION = 220.00 ELEVATION DIFFERENCE = 3.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) - 15.275 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.667 SUBAREA RUNOFF(CFS) = 0.47 TOTAL AREA(ACRES) = 0.49 TOTAL RUNOFF(CFS) = 0.47 FLOW PROCESS FROM NODE 57.00 TO NODE 47.00 IS CODE = >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA«<« UPSTREAM ELEVATION = 220.00 DOWNSTREAM ELEVATION - 195.00 STREET LENGTH(FEET) - 510.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTK(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.45 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.23 HALFSTREET FLOODWIDTH(FEET) - 5.20 AVERAGE FLOW VELOCITY(FEET/SEC.) - 3.73 PRODUCT OF DEPTH&VELOCITY = 0.86 STREETFLOW TRAVELTIME(MIN) - 2.28 TC(MIN) - 17.55 2 YEAR RAINFALL INTENSITY(INCH/HOUR) - 1.524 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 SUBAREA AREA(ACRES) » 2.25 SUBAREA RUNOFF(CFS) = 1.95 SUMMED AREA(ACRES) = 2.74 TOTAL RUNOFF(CFS) = 2.42 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOODWIDTH(FEET) = 6.54 FLOW VELOCITY(FEET/SEC.) - 4.43 DEPTH*VELOCITY = 1.14 FLOW PROCESS FROM NODE 47.00 TO NODE 47.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) - 17.55 RAINFALL INTENSITY(INCH/HR) = 1.52 TOTAL STREAM AREA (ACRES) = 2.74 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.42 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.70 13.80 1.779 8.78 2 3.43 12.43 1.903 3.11 3 2.42 17.55 1.524 2.74 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 14.43 12.43 1.903 2 14.98 13.80 1.779 3 13.47 17.55 1.524 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.98 Tc(MIN.) - 13.80 TOTAL AREA(ACRES) = 14.63 FLOW PROCESS FROM NODE 47.00 TO NODE 72.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.6 UPSTREAM NODE ELEVATION - 185.00 DOWNSTREAM NODE ELEVATION = 154.50 FLOWLENGTH(FEET) = 603.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 14.98 TRAVEL TIME (MIN.) = 0.74 TC(MIN.) = 14.54 FLOW PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE = 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <«« | OFFSITE INFLOW FROM RESIDENTIAL DEVELOPMENT | I 1 FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 7 >»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE«<« USER-SPECIFIED VALUES ARE AS FOLLOWS: * TC(MIN) = 11.04 RAIN INTENSITY(INCH/HOUR) = 2.05 TOTAL AREA(ACRES) = 10.66 TOTAL RUNOFF(CFS) •- 13.43 FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 3 »»>COMPOTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.0 UPSTREAM NODE ELEVATION = 220.00 DOWNSTREAM NODE ELEVATION - 200.00 FLOWLENGTH(FEET) = 340.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 13.43 TRAVEL TIME(MIN.) = 0.40 TC(MIN.) = 11.44 FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.44 RAINFALL INTENSITY(INCH/HR) = 2.01 TOTAL STREAM AREA(ACRES) = 10.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.43 FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SUBAREA FLOW-LENGTH = 308.00 UPSTREAM ELEVATION = 225.00 DOWNSTREAM ELEVATION - 214.00 ELEVATION DIFFERENCE " 11.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.954 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.065 SUBAREA RUNOFF(CFS) = 1.01 TOTAL AREA(ACRES) = 0.86 TOTAL RUNOFF(CFS) - 1.01 FLOW PROCESS FROM NODE 62.00 TO NODE 70.00 IS CODE >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 214.00 DOWNSTREAM ELEVATION -. 210.00 STREET LENGTH(FEET) = 137.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) - 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.64 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.26 HALFSTREET FLOODWIDTH(FEET) - 6.54 AVERAGE FLOW VELOCITY(FEET/SEC.) - 3.01 PRODUCT OF DEPTHSVELOCITY = 0.77 STREETFLOW TRAVELTIME(MIN) = 0.76 TC(MIN) - 11.71 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.973 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 SUBAREA AREA(ACRES) = 1.12 SUBAREA RDNOFF(CFS) = 1.26 SUMMED AREA(ACRES) = 1.98 TOTAL RUNOFF(CFS) = 2.28 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOODWIDTH(FEET) = 7.21 FLOW VELOCITY(FEET/SEC.) = 3.57 DEPTH*VELOCITY = 0.96 FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« »>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN.) =• 11.71 RAINFALL INTENSITY(INCH/HR) = 1.98 TOTAL STREAM AREA (ACRES) = 1.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.28 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.43 11.44 2.008 10.66 2 2.28 11.71 1.978 1.98 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 15.67 11.44 2.008 2 15.51 11.71 1.978 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.67 Tc(MIN.) = 11.44 TOTAL AREA (ACRES) = 12.64 FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.8 UPSTREAM NODE ELEVATION = 205.00 DOWNSTREAM NODE ELEVATION - 200.00 FLOWLENGTH(FEET) = 50.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 13.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) - 15.67 TRAVEL TIME(MIN-) = 0.05 TC(MIN.) - 11.49 FLOW PROCESS FROM NODE 71.00 TO NODE 71.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONELUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.49 RAINFALL INTENSITY(INCH/HR) = 2.00 TOTAL STREAM AREA(ACRES) - 12.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.67 FLOW PROCESS FROM NODE 63.00 TO NODE 64.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SUBAREA FLOW-LENGTH = 206.00 UPSTREAM ELEVATION = 219.00 DOWNSTREAM ELEVATION = 217.00 ELEVATION DIFFERENCE =2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.828 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.777 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.35 TOTAL RUNOFF(CFS) = 0.35 FLOW PROCESS FROM NODE 64.00 TO NODE 71.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 217.00 DOWNSTREAM ELEVATION = 210.00 STREET LENGTH(FEET) = 189.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.10 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.22 HALFSTREET FLOODWIDTH(FEET) = 4.52 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.42 PRODUCT OF DEPTH4VELOCITY = 0.74 STREETFLOW TRAVELTIME(MIN) = 0.92 TC(MIN) = 14.75 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.705 *OSER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RONOFF COEFFICIENT = .5700 SUBAREA AREA(ACRES) = 1.54 SDBAREA RONOFF(CFS) = 1.50 SUMMED AREA(ACRES) = 1.89 TOTAL RUNOFF(CFS) = 1.85 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.26 HALFSTREET FLOODWIDTK(FEET) - 6.54 FLOW VELOCITY(FEET/SEC.) = 3.39 DEPTH*VELOCITY = 0.87 FLOW PROCESS FROM NODE 71.00 TO NODE 71.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.75 RAINFALL INTENSITY(INCH/HR) = 1.70 TOTAL STREAM AREA(ACRES) = 1.89 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.85 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 15.67 11.49 2.003 12.64 2 1.85 14.75 1.705 1.89 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 17.25 11.49 2.003 2 15.19 14.75 1.705 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.25 Tc(MIN.) = 11.49 TOTAL AREA(ACRES) = 14.53 FLOW PROCESS FROM NODE 71.00 TO NODE 72.00 IS CODE - 3 »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 20.6 UPSTREAM NODE ELEVATION - 210.00 DOWNSTREAM NODE ELEVATION = 156.00 FLOWLENGTH(FEET) = 390.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 17.25 TRAVEL TIME(MIN.) = 0.32 TC(MIN.) = 11.81 FLOW PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.81 RAINFALL INTENSITY(INCH/HR) = 1.97 TOTAL STREAM AREA(ACRES) = 14.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.25 FLOW PROCESS FROM NODS 65.00 TO NODE 66.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SOBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5700 INITIAL SUBAREA FLOW-LENGTH = 208.00 UPSTREAM ELEVATION = 201.00 DOWNSTREAM ELEVATION =• 188.00 ELEVATION DIFFERENCE = 13.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.470 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 2 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.644 SUBAREA RUNOFF (CFS) = 0.71 TOTAL AREA(ACRES) = 0.47 TOTAL RUNOFF(CFS) = 0.71 FLOW PROCESS FROM NODE 66.00 TO NODE 73.00 IS CODE >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA«<« UPSTREAM ELEVATION = 138.00 DOWNSTREAM ELEVATION = 165.00 STREET LENGTH(FEET) = 490.00 CURB HEIGHT(INCHES) - 6. STREET HALFWIDTK(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) - 1.98 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.26 HALFSTREET FLOODWIDTH(FEET) = 6.54 AVERAGE FLOW VELOCITY(FEET/SEC.) - 3.63 PRODUCT OF DEPTHSVELOCITY = 0.93 STREETFLOW TRAVELTIME (MIN) = 2.25 TC(MIN) = 9.72 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.231 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 SUBAREA AREA(ACRES) = 1.97 SUBAREA RUNOFF(CFS) = 2.50 SUMMED AREA (ACRES) = 2.44 TOTAL RUNOFF (CFS) - 3.21 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOODWIDTH(FEET) = 7.88 FLOW VELOCITY (FEET/SEC. ) •= 4.34 DEPTH*VELOCITY = 1.23 FLOW PROCESS FROM NODE 73.00 TO NODE 72.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.8 UPSTREAM NODE ELEVATION = 157.00 DOWNSTREAM NODE ELEVATION = 156.00 FLOWLENGTH(FEET) - 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER!INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.21 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 9.79 FLOW PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE = »>»DESIGNATE INDEPENDENT STREAM FOR CONFLOENCE«<« >»»AND COMPOTE VARIOUS CONFLOENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.79 RAINFALL INTENSITY(INCH/HR) - 2.22 TOTAL STREAM AREA(ACRES) = 2.44 PEAK FLOW RATE(CFS) AT CONFLUENCE - 3.21 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 17.25 11.81 1.968 14.53 2 3.21 9.79 2.221 2.44 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 18.49 9.79 2.221 2 20.09 11.81 1.968 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.09 Tc(MIN.) - 11.81 TOTAL AREA (ACRES) = 16.97 FLOW PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE = 11 >»»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<«« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 20.09 11.81 1.968 16.97 ** MEMORY BANK I 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 14.98 14.54 1.720 14.63 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 33.19 11.81 1.968 2 32.54 14.54 1.720 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 33.19 Tc(MIN.) = 11.81 TOTAL AREA(ACRES) = 31.60 FLOW PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE = 12 >»»CLEAR MEMORY BANK I 1 «<« FLOW PROCESS FROM NODE 72.00 TO NODE 74.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.0 UPSTREAM NODE ELEVATION = 156.00 DOWNSTREAM NODE ELEVATION = 155.00 FLOWLENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 33.19 TRAVEL TIME(MIN-) = 0.04 TC(MIN.) = 11.84 FLOW PROCESS FROM NODE 74.00 TO NODE 74.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.84 RAINFALL INTENSITY(INCH/HR) - 1.96 TOTAL STREAM AREA(ACRES) - 31.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.19 FLOW PROCESS FROM NODE 67.00 TO NODE 68.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SOBAREA FLOW-LENGTH = 132.00 UPSTREAM ELEVATION = 210.00 DOWNSTREAM ELEVATION = 188.00 ELEVATION DIFFERENCE = 22.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.291 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 2 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.045 SUBAREA RUNOFF(CFS) = 0.24 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.24 FLOW PROCESS FROM NODE 68.00 TO NODE 74.00 IS CODE >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 188.00 DOWNSTREAM ELEVATION = 165.00 STREET LENGTH(FEET) = 520.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.50 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.27 HALFSTREET FLOODWIDTK(FEET) = 7.21 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.92 PRODUCT OF DEPTHSVELOCITY = 1.06 STREETFLOW TRAVELTIME(MIN) = 2.21 TC(MIN) = 8.21 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.488 •USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 SUBAREA AREA(ACRES) = 3.17 SUBAREA RUNOFF(CFS) = 4.49 SUMMED AREA(ACRES) = 3.31 TOTAL RUNOFF(CFS) = 4.74 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.31 HALFSTREET FLOODWIDTH(FEET) = 9.23 FLOW VELOCITY(FEET/SEC.) = 4.89 DEPTH*VELOCITY = 1.52 FLOW PROCESS FROM NODE 74.00 TO NODE 74.00 IS CODE »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >»»AND COMPOTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.21 RAINFALL INTENSITY(INCH/HR) - 2.49 TOTAL STREAM AREA(ACRES) - 3.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.74 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 33.19 11.84 1.964 31.60 2 4.74 8.21 2.488 3.31 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 30.94 8.21 2.488 2 36.93 11.84 1.964 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 36.93 Tc(MIN.) = 11.84 TOTAL AREA(ACRES) = 34.91 FLOW PROCESS FROM NODE 74.00 TO NODE 76.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 24.7 UPSTREAM NODE ELEVATION = 155.00 DOWNSTREAM NODE ELEVATION = 110.00 FLOWLENGTH(FEET) = 330.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 36.93 TRAVEL TIME(MIN.) = 0.22 TC(MIN.) = 12.06 FLOW PROCESS FROM NODE 76.00 TO NODE 76.00 IS CODE »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.06 RAINFALL INTENSITY(INCH/HR) = 1.94 TOTAL STREAM AREA(ACRES) = 34.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.93 FLOW PROCESS FROM NODE 80.00 TO NODE 85.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 12.63(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 380.00 UPSTREAM ELEVATION = 245.00 DOWNSTREAM ELEVATION =• 230.00 ELEVATION DIFFERENCE - 15.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.884 SUBAREA RUNOFF(CFS) = 0.86 TOTAL AREA(ACRES) = 1.02 TOTAL RUNOFF(CFS) = 0.86 FLOW PROCESS FROM NODE 85.00 TO NODE 75.00 IS CODE = 51 »>»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« »»>TRAVELTIME THRU SDBAREA<«« UPSTREAM NODE ELEVATION = 230.00 DOWNSTREAM NODE ELEVATION = 135.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 654.00 CHANNEL SLOPE = 0.1453 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.50 CHANNEL FLOW THRU SUBAREA(CFS) = 0.86 FLOW VELOCITY(FEET/SEC) = 4.94 FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 2.21 TC(MIN.) = 14.83 FLOW PROCESS FROM NODE 85.00 TO NODE 75.00 IS CODE >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.698 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 4.07 SUBAREA RUNOFF(CFS) = 3.11 TOTAL AREA(ACRES) = 5.09 TOTAL RUNOFF(CFS) = 3.98 TC(MIN) = 14.83 FLOW PROCESS FROM NODE 75.00 TO NODE 76.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 16.0 UPSTREAM NODE ELEVATION = 140.00 DOWNSTREAM NODE ELEVATION = 110.00 FLOWLENGTH(FEET) = 140.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.98 TRAVEL TIME(MIN-) = 0.15 TC(MIN.) = 14.98 FLOW PROCESS FROM NODE 76.00 TO NODE 76.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.98 RAINFALL- INTENSITY (1NCH/HR) = 1.69 TOTAL STREAM AREA(ACRES) = 5.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.98 FLOW PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SOBAREA ANALYSIS<«« *OSER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SUBAREA FLOW-LENGTH = 280.00 UPSTREAM ELEVATION = 170.00 DOWNSTREAM ELEVATION - 130.00 ELEVATION DIFFERENCE = 40.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 6.580 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 2 YEAR RAINFALL INTENSITY(INCH/HOUR) - 2.869 SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.29 FLOW PROCESS FROM NODE 82.00 TO NODE 76.00 IS CODE >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION =• 130.00 DOWNSTREAM ELEVATION = 114.00 STREET LENGTH(FEET) - 190.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.01 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.19 HALFSTREET FLOODWIDTH(FEET) = 3.18 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.60 PRODUCT OF DEPTH&VELOCITY = 0.87 STREETFLOW TRAVELTIME(MIN) - 0.69 TC(MIN) - 7.27 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.691 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) = 0.62 SUBAREA RUNOFF(CFS) = 1.42 SUMMED AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 1.71 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.22 HALFSTREET FLOODWIDTH(FEET) - 4.52 FLOW VELOCITY(FEET/SEC.) - 5.31 DEPTH*VELOCITY - 1.15 FLOW PROCESS FROM NODE 76.00 TO NODE 76.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.27 RAINFALL INTENSITY(INCH/HR) = 2.69 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.71 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER 1 2 3 (CFS) 36.93 3.98 1.71 (MIN.) 12.06 14.98 7.27 (INCH/HOUR) 1.941 1.688 2.691 (ACRE) 34.91 5.09 0.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 30.84 41.62 37.16 Tc (MIN.) 7.27 12.06 14.98 INTENSITY (INCH/HOUR) 2.691 1.941 1.688 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 41.62 Tc(MIN.) = TOTAL AREA(ACRES) = 40.80 12.06 FLOW PROCESS FROM NODE 76.00 TO NODE 77.00 IS CODE >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 18.0 UPSTREAM NODE ELEVATION = 110.00 DOWNSTREAM NODE ELEVATION = 108.00 FLOWLENGTH(FEET) = 36.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 24.00 PIPEFLOW THRU SUBAREA(CFS) = 41.62 TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 12.10 = 0.013 NUMBER OF PIPES FLOW PROCESS FROM NODE 77.00 TO NODE 77.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 12.10 RAINFALL INTENSITY(INCH/HR) = 1.94 TOTAL STREAM AREA(ACRES) = 40.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.62 1 ARE: FLOW PROCESS FROM NODE 83.00 TO NODE 84.00 IS CODE 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT INITIAL SUBAREA FLOW-LENGTH = 241.00 UPSTREAM ELEVATION = 170.00 DOWNSTREAM ELEVATION = 156.00 ELEVATION DIFFERENCE = 14.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.482 SUBAREA RUNOFF(CFS) = 0.58 TOTAL AREA(ACRES) = 0.41 TOTAL RUNOFF(CFS) .5700 8.239 0.58 FLOW PROCESS FROM NODE 84.00 TO NODE 77.00 IS CODE >»»COMPOTE STREETFLOW TRAVELTIME THRO SUBAEEA<«« UPSTREAM ELEVATION = 156.00 DOWNSTREAM ELEVATION = 114.00 STREET LENGTH(FEET) = 480.00 CORE HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.81 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.23 HALFSTREET FLOODWIDTK(FEET) - 5.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.67 PRODUCT OF DEPTH&VELOCITY = 1.07 STREETFLOW TRAVELTIME(MIN) = 1.71 TC(MIN) = 9.95 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.197 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 SUBAREA AREA(ACRES) = 1.95 SUBAREA RUNOFF(CFS) = 2.44 SUMMED AREA(ACRES) = 2.36 TOTAL RUNOFF(CFS) = 3.02 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) - 0.26 HALFSTREET FLOODWIDTH(FEET) = 6.54 FLOW VELOCITY(FEET/SEC.) = 5.54 DEPTH*VELOCITY = 1.42 FLOW PROCESS FROM NODE 77.00 TO NODE 77.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLCENCE««< TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.95 RAINFALL INTENSITY(INCH/HR) = 2.20 TOTAL STREAM AREA(ACRES) - 2.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.02 -I 1- I DEVELOPED FLOW FROM NEIGHBORHOOD 1.16 I I I I I FLOW PROCESS FROM NODE 77.00 TO NODE 77.00 IS CODE = 7 >»»DSER SPECIFIED HYDROLOGY INFORMATION AT NODE«<« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.13 RAIN INTENSITY(INCH/HOUR) = 1.84 TOTAL AREA(ACRES) = 10.99 TOTAL RUNOFF(CFS) - 15.41 FLOW PROCESS FROM NODE 77.00 TO NODE 77.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALDES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 13.13 RAINFALL INTENSITY(INCH/HR) - 1.84 TOTAL STREAM AREA(ACRES) - 10.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.41 ** CONFLUENCE DATA ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 41.62 3.02 15.41 Tc (MIN.) 12.10 9.95 13.13 INTENSITY (INCH/HOUR) 1.937 2.197 1.838 AREA (ACRE) 40.80 2. 35 10.99 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 52.61 58.90 57.42 Tc (MIN.) 9.95 12.10 13.13 INTENSITY (INCH/HOUR) 2.197 1.937 1.838 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) - 58.90 Tc(MIN.) = TOTAL AREA (ACRES) =• 54.15 12.10 FLOW PROCESS FROM NODE 77.00 TO NODE 4.00 IS CODE >»»COMPOTE PIPEFLOW TRAVELTIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 29.3 UPSTREAM NODE ELEVATION = 114.00 DOWNSTREAM NODE ELEVATION = 105.00 FLOWLENGTH(FEET) = 53.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NOMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 58.90 TRAVEL TIME(MIN.) - 0.03 TC(MIN.) = 12.13 FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 8 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 2 YEAR RAINFALL INTENSITY(INCH/HOUR) - 1.934 *OSER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 1.08 SUBAREA RUNOFF(CFS) = 0.94 TOTAL AREA(ACRES) - 55.23 TOTAL RUNOFF(CFS) = 59.84 TC(MIN) = 12.13 | ROUTED FLOW FROM DETENTION STRUCTURE ' | I I I I FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE = 7 >»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 16.13 RAIN INTENSITY(INCH/HOUR) = 1.61 TOTAL AREA(ACRES) = 55.23 TOTAL RUNOFF(CFS) = 38.70 FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE - 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.13 RAINFALL INTENSITY(INCH/HR) = 1.61 TOTAL STREAM AREA(ACRES) = 55.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 38.70 FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT - .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 12.12(MINUTES) INITIAL SUBAREA FLOW-LENGTH - 433.70 UPSTREAM ELEVATION = 200.00 DOWNSTREAM ELEVATION = 161.00 ELEVATION DIFFERENCE = 39.00 2 YEAR RAINFALL INTENSITY(INCH/HODR) = 1.935 SUBAREA RUNOFF(CFS) = 1.96 TOTAL AREA(ACRES) - 2.25 TOTAL RUNOFF(CFS) = 1.96 FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »>»TRAVELTIME THRU SUBAREA««< UPSTREAM NODE ELEVATION = 161.00 DOWNSTREAM NODE ELEVATION = 90.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1633.40 CHANNEL SLOPE = 0.0435 CHANNEL BASE(FEET) ' = 3.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.50 CHANNEL FLOW THRU SUBAREA(CFS) = 1.96 FLOW VELOCITY(FEET/SEC) = 4.83 FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN.) = 5.64 TC(MIN.) - 17.76 FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.512 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 7.62 SUBAREA RUNOFF(CFS) = 5.19 TOTAL AREA (ACRES) = 9.87 TOTAL RUNOFF (CFS) = 7.14 TC(MIN) = 17.76 FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« »>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.76 RAINFALL INTENSITY(INCH/HR) = 1.51 TOTAL STREAM AREA(ACRES) = 9.87 PEAK FLOW RATE(CFS) AT CONFLUENCE - 7.14 La Costa Greens Neighborhood 1.17 Storm Water Management Plan 5.6 Detention Basin Analysis DE:d« H:\REPORTSV23S2M09 Grami1.17\SWMP01.doc w.o. 2352-109 1/31/2005 12:58 PM La Costa Greens Neighborhood 1.17 Storm Water Management Plan 5.6 - Detention Basin Analysis The La Costa Greens 1.17 project was conditioned to mitigate the 2,10 and 100- year developed condition peak flows to or less than the pre-developed condition peak flows. A modified rational method hydrologic model was created to evaluate the 2,10 and 100-year peak flows at the location of the proposed storm drain outfall to the natural tributary. A summary of the detention basin peak flows is listed below in Table 5. Peak flow rates listed below were generated based on criteria set forth in the "2003 San Diego County Hydrology Manual" (per the methodology described in this chapter). 2-year 10-year and 100-year existing and developed condition rational method hydrology models are included in Sections 5.4 and 5.5 of this report, respectively. Table 5 - Summary of Peak Flows Peak Flow 2 Year Peak Flow 1 0 Year Peak Flow 100 Year Peak Flow Existing Flow (cfs) L 48.1 66.6 101.4 Routed Developed Flow (cfs) 38.7 46.4 56.9 Developed storm water runoff is routed through a detention basin located in the southeast corner of the proposed site. In developed conditions, the basin bottom elevation will be 91 feet while the top elevation is 100.5 feet. Flow will exit the basin via one 30-inch orifice built into the side of the 7-foot x 7-foot basin riser. This orifice has an invert elevation coincident with the basin bottom elevation of 91 feet. The 7-foot x 7-foot riser box, which will surround the outlet pipe, will be built to a top elevation of 98.1 feet. Once floodwaters exceed 98.1 feet in the basin, runoff will spill over the top of the riser and drop to the basin outlet pipe. Emergency spillway calculations show that the proposed riser has adequate capacity to convey the 100-year inflow of 126.4 cfs in the unlikely event of full clogging of the 30-inch orifice. Stage storage calculations, orifice calculations and emergency spillway riser overflow calculations are provided at the end of this chapter. HEC HMS output results for 2-year, 10-year and 100-year flows are also provided in this chapter. These calculations demonstrate that the basin can mitigate the peak inflow of 126.4 cfs to a peak outflow of 56.9cfs, well below that of existing flows. DE:de H:\REPORTS\235Z\109Greens 1.17\SWMP02.*K: w.o. 2352-109 5/9/2005 4:18 PM La Costa Greens Neighborhood 1.17 Storm Water Management Plan Two debris rack cages will be constructed at the top of each riser to prevent large debris from entering the storm drain system. In addition, a safety fence or other type of protection will surround both risers in order to prohibit access to the riser structure by the public (for safety purposes). DE:d« H:\REPORTS\Z352\109GiMns1.17\SWMP01.dqc w.o. 2352-109 1/31/2005 4:59 PM La Costa Greens Neighborhood 1.17 Storm Water Management Plan 100 Year HEC HMS Output DE:de H:\REPORTSt2352M09Smini1.17\SWMP01.doc w.o. 2352-109 1/31/2005 12S6 PM La Costa Greens 1.16 & 1.17 Detention Basin Results 100 YEAR RESULTS Project 'Neighborhood 11 ? Ron Name?- Run 1 Reservoir, I Raseivoir-1 3" -"*•"« 1^. „ ™.™*w ^'*'„ j^ -•«•(£».» -«•-#*•«• *«*• J Start of Run 01J3n01 0000 _ BasmModel. BTasia2 - * r - - -End of Run, QUanOI 06QQ Met "Model. Melt _ •f""" s ^ExecuhonTme-81Nov041I5Q ContiblSpecs: Control 1> . ,-' ^-" , '" VolumeUnte' $ Inches r Acre-Feet^ •_- + - '^ , — ComputedResultsr—— ——•—' ^ ..*.. .m.— "^.m. ..K u T« -*• f-**^fn*'i~'rll PeaklnHaw- ,126.40 (cfsl "Date/Tims of PeakIpftew ~01,Jan:01 OttO " 55,943 (cfa) Date/Time of Peak- Outflow "oiJanQI 0417 -Total Inflow (ml _ Peak Storage "- 11325 fa&ftj - Total Outflow. (in) - PsakEFevation- 38057(ftK , ir i "- ^ •"•*-* ~' x,^ - i- f \ *• ? f3*-ity "-^«, j 2400-~ 0200* .-- *~ 030O. v, i *CMOQ»-"> v'0500 * ~.- • ,r v .* * - -- -->-f "c HEC:^* -.'f B 3 * i nj" Sa 3 5 ^*4 Ru n -~ ^R\i rtuns ff^ LA COSTA GREENS' NEIGHBORHOOD 1.17 ORIFICE CALCULATIONS DISCHARGE RATING CURVE Riser Perforations Calculations Based on Orifice Equation BOTTOM ELEVATION OF HOLE NO. 1 = 91.00 feet HOLE NO. 1 DIAMETER = 30.0 inches NUMBER OF ORIF1CES= 1.0 2.5 feet 4.908734 area (sq ft) WEIR EQUATION Q = CLHa where C = Weir Coefficient = 3.0 when H = 0.5 feet = 3.3 when H >= 1.0 feet L = Length of the Weir (feet) H = Water Height over Weir (feet) Orifice Equation... Qoriflc. = where Headwatei Elevation (feet) 91 92 93 94 95 96 97 98 99 99.2 100 100.5 Holel (1) Rlser-Orif (cfs) 0.00 11.29 20.47 31.27 39.19 45.77 51.51 56.68 61.41 62.31 65.80 67.89 C = Orifice Coefficient 0.60 (per Brater & King "Handbook of Hydraulics") A = Cross Sectional Area of the Orifice g = Gravitational Constant 32.2 feet/s2 h = Effective Head on the Orifice Measured from the Centroid of [he Opening 30" orifice centroid elt top of orific 92 92.25 94.50 Ht\EXCEL\2352\62\ORIFICE-Basin-117l116.xls 10/25/2004 Rational Method Hydrograph Calculations for La Costa Greens 1.17 1.16, City of Carlsbad, CA #= # 01 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 36 (7.44', D (M1N) 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 QIOO= Tc= 1 (IN/HR) 0.00 4.55 2.91 2.24 1.86 1.61 1.43 1.30 1.19 1.10 1.03 0.97 0.92 0.87 0.83 0.79 0.76 0.73 0.71 0.68 0.66 0.64 0.62 0.60 0.59 0.57 0.56 0.54 0.53 0.52 0.51 0.50 0.49 0.48 0.47 0.46 0.45 126.4 10 2.7 (7*0/60; VOL (IN) 0.00 0.76 0.97 1.12 1.24 1.34 1.43 1.51 1.59 1.65 1.72 1.78 1.83 1.88 1.93 1.98 2.03 2.07 2.12 2.16 2.20 2.23 2.27 2.31 2.34 2.38 2.41 2.44 2.47 2.51 2.54 2.57 2.59 2.62 2.65 2.68 2.71 cfs min in (V1-VO) AVOL (IN) 0.76 0.21 0.15 0.12 0.10 0.09 0.08 0.07 0.07 0.06 0.06 0.06 0.05 0.05 0.05 0.05 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.00 c= A= (A V/A T) 1 (INCR) (IN/HR) 4.55 1.27 0.90 0.72 0.61 0.54 0.48 0.44 0.41 0.38 0.35 0.33 0.32 0.30 0.29 0.28 0.26 0.25 0.25 0.24 0.23 0.22 0.22 0.21 0.21 0.20 0.20 0.19 0.19 0.18 0.18 0.17 0.17 0.17 0.16 0.16 0.00 0.6 55.2 Q (CFS) 126.40 42.03 29.83 23.93 20.32 17.84 16.01 14.59 13.46 12.53 11.74 11.07 10.49 9.98 9.53 9.13 8.77 8.44 8.15 7.87 7.62 7.39 7.18 6.98 6.80 6.62 6.46 6.31 6.16 6.03 5.90 5.78 5.66 5.55 5.45 5.35 0.00 SUM= acres VOL (CF) 75840 25221 17900 14357 12191 10703 9606 8757 8076 7516 7046 6644 6295 5990 5720 5479 5263 5067 4888 4725 4575 4436 4308 4189 4078 3974 3877 3785 3699 3617 3540 3467 3398 3332 3270 3210 0 308039 7.07 (Re-ordered) ORDINATE SUM= 5.35 5.45 5.66 5.78 6.03 6.16 6.46 6.62 6.98 7.18 7.62 7.87 8.44 8.77 9.53 9.98 11.07 11.74 13.46 14.59 17.84 20.32 29.83 42.03 126.40 23.93 16.01 12.53 10.49 9.13 8.15 7.39 6.80 6.31 5.90 5.55 cubic feet acre-feet Check: V = C*A*P6 V= 7.45 OK acre-feet RM-Hydrograph-117&116.xls 11/1/2004 RATING TABLE FOR FLOW OVER RISER BOX Detention Basin La Costa Greens Neighborhoods 1.17&1.1S 7' x T Concrete Riser WEIR EQUATION Q = CLH3/2 where C = Weir Coefficient = 3.0 when H = 0.5 feet = 3.3 when H>= 1.0 feet L = Length of the Weir (feet) H = Water Height over Weir (feet) ORIFICE EQUATION Q = CA(2gH)" C = Orifice Coefficient = 0.60 A = Cross Sectional Area of Orifice (ft2) g = Gravitational Constant (32.2 ft/s2) H = Water Height over Centroid of Orifice (ft) Water Height (feet) 0.2 0.3 0.4 0.5 0.6 0.8 1 1.2 1.3 ,-•1 1 4 »1.5 1.6 1.3 2 Riser Length (feet) 7 7 7 7 7 7 7 7 7 7, .Jl 7 7 7 7 Riser Width (feet) 7 7 7 7 7 7 7 7 7 ^ 7^^ "" 7"" 7 7 7 Weir Coeff. 2.8 2.86 2.92 3 3.08 3.2 3.32 3.32 3.32 ,w J332 , 3.32 3.32 3.32 3.32 Weir Length (feet) 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 ^^12800^ 28~00 28.00 28.00 28.00 Orifice Coeff. 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 UlSLSL..0.6 0.6 0.6 0.6 Orifice Area (ft2) 49.00 49.00 49.00 49.00 49.00 49.00 49.00 49.00 49.00 r,4900_ " 49.00 49.00 49.00 49.00 Weir Flow (cfs) 7.01 13.16 20.68 29.70 40.08 64.11 92.96 122.20 137.79 ^JSSSJ 170.78 188.14 224.49 262.93 Orifice Weir Orifice Flow Flow Flow CLOGGING FACTOR 10% (cfs) (cfs) (cfs) 105.51 129.23 149.22 166.83 182.75 211.03 235.93 258.45 269.01 ,.«J3,7%1§_ 288.96 298.44 316.54 333.66 6.31 11.84 18.62 26.73 36.07 57.70 83.66 109.98 124.01 ^J&PIL^153.70 169.32 202.04 236.64 89.69 109.84 126.84 141.81 155.34 179.37 200.54 219.63 228.66 _, Jgtjjs j^ 24~5.61 253.67 269.06 283.61 H:\EXCEL\2352\S2\Overflow-Riser-7 x 7.xls STAGE-STORAGE TABLE LA COSTA GREENS NEIGHBORHOODS 1.17 1.16 Elevation (ft) 91 92 93 94 95 96 97 98 99 100 100.5 Area (acres) 0.0050 0.03 0.0730 0.1290 0.1890 0.237 0.286 0.34 0.394 0.458 0.473 Total Volume (acre-ft.) 0.00 0.02 0.07 0.17 0.33 0.54 0.81 1.12 1.49 1.91 2.14 10/25/2004 1 Of 1 H:\EXCEL\0025\294\Stage-Storage-ENG.xls Date Time 2400 0001 0002 0003 0004 OOOS 0005 0007 0003 0009 0010 0011 0012 0013 0014 0015 0016 0017 0018 0019 0020 0021 0022 0023 0024 0025 0026 0027 0028 0029 0030 0031 0032 0033 0034 0035 0035 0037 0038 0039 0040 Reservoir Storage (ac-ft) 0.0000 0.0003 0.0003 0.001S 0.0023 0.0031 0.0039 0.0047 0.0054 0.0062 0.0070 0.0075 0.0077 0.0073 0.0079 0.0079 0.0079 0.0079 0.0079 0.0080 0.0080 0.0080 0. 0080 0.0080 o.ooai 0.0031 0.0081 0.0082 0.0032 0.0082 0.0033 0.0033 0.0083 0.0083 0.0033 0.0034 0.0084 0.0084 0.0084 0.0084 0.0035 Reservoir Elevation (ft) 91.000 91.015 91.051 91.094 91.140 91.187 91.234 91.281 91.329 91.376 91.423 91.456 91.468 91.473 91.476 91.477 91.478 91.479 91.480 91.481 91.482 91.483 91.485 91.486 91.483 91.490 91.492 31.494 91.496 91.497 91.499 91.501 91.502 91.503 91.504 91.506 91.507 91.503 91.509 91.510 91.511 Inflow (ofs) 0.000 0.535 1.070 1.605 2.140 2.675 3.210 3.745 4.230 4.815 5.350 5.360 5.370 5.330 5.390 5.400 5.410 5.420 5.430 5.440 5.450 5.471 5.492 5.513 5.534 5.555 5.576 5.597 5.613 5.639 5.660 5.672 5.634 5.696 5.708 5.720 5.732 5.744 5.756 5.758 5.780 Outflow (cfs) 0.000 0.171 0.575 1.062 1.580 2.109 2.642 3.176 3.711 4.246 4.781 5.148 5.287 5.343 5.370 5.336 5.393 5.409 5.419 5.429 5.439 5.453 5.471 5.491 5.512 5.533 5.554 5.575 5.596 5.617 5.633 5.656 5.670 5.683 5.695 5.707 5.719 5.731 5.743 5.755 5.767 Date 0.1 Jan 01 01 Jan 01 01 Jan 01 • 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 Time 0041 0042 0043 0044 0045 004S 0047 0048 0049 0050 0051 0052 0053 0054 0055 005S 0057 0053 0059 0100 0101 0102 0103 0104 0105 010S 0107 0108 0109 0110 0111 0112 0113 0114 0115 011S 0117 0113 0119 0120 0121 0122 0123 0124 0125 012S 0127 0123 0129 0130 0131 Reservoir Storage (ac-£t) 0.0035 0.0035 0.0035 0.0086 0.0086 0.0037 0.0037 0.0087 0.0038 0.0088 0.0088 0.0089 0.0089 0.0039 0.0089 0.0089 0..0090 0.0090 0.0090 0.0090 0.0090 0.0091 0.0091 0.0092 0.0092 0.0092 0.0093 0.0093 0.0094 0.0094 0.0095 0.0095 0.0095 0.0095 0.0096 0.009S 0.0095 0.009S 0.0097 0.0097 0.0097 0.0093 0..0098 0.0099 0.0099 0.0100 0.0100 0.0101 0.0101 0.0102 0.0102 Reservoir Elevation (ft) 91.512 91.514 91.516 91.518 91.521 91.523 91.525 91.527 91.530 91.532 91.534 91.535 91.53S 91.537 91.539 91.540 91.541 91.542 91.543 91.544 91.546 91.548 91.551 91.553 91.55S 91.559 91.561 91.564 91.567 91.569 91.572 91.573 91.575 91.576 91.578 91.579 91.581 91.532 91.583 91.585 91.587 91.590 91.593 91.596 91.599 91.502 91.605 91.508 91.612 91.615 91.613 Inflow (cfs) 5.305 5.330 5.355 5.880 5.905 5.930 5.955 5.980 6.005 6.030 6.043 6.056 6.069 6.082 6.095 6.108 6.121 6.134 6.147 6.160 5.190 6.220 6.250 6.230 6.310 6.340 6.370 6.400 6.430 6.460 6.475 6.492 6.508 6.524 6.540 6.556 6.572 6.583 6.604 6.620 5.656 6.692 6.728 6.754 6.800 6.336 6.872 6.908 5.944 6.980 7.000 Outflow (cfs) 5.783 5.305 5.829' 5.354 5.878 5.903 5.923 5.953 5.978 6.003 6.025 5.041 6.055 6.068 6.031 6.094 6.107 6.120 6.133 6.146 6.165 6.190 6.219 6.243 6.278 6.308 6.338 6.358 6.398 6.428 6.454 6.473 6.490 6.507 6.523 6.539 6.555 6.571 5.587 6.603 6.625 6.656 6.591 6.726 6.752 6.798 6.334 5.870 6.906 6.942 6.973 Page: 2 Data 01 Jan 01 01 Jan 01 01 Jan 01 • 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 Time 0132 0133 0134 0135 0136 0137 0138 0139 0140 0141 0142 0143 0144 0145 0145 0147 0148 0149 0150 0151 0152 0153 0154 0155 0156 0157 0158 0159 0200 0201 0202 0203 0204 0205 0206 0207 0208 0209 0210 0211 0212 0213 0214 0215 021S 0217 0218 0219 0220 0221 0222 Reservoir Storage (ac-ft) 0.0103 0.0103 0.0103 0.0103 0.0104 0.0104 0.0104 0.0105 0.0105 0 -0105 0.010S 0.0107 O.U107 0.0108 0.010B 0.0109 0.0110 0.0110 0.0111 0.0112 0.0112 0.0112 0.0113 0.0113 0.0114 0.0114 0.0114 0.0115 0.0115 0.0115 0.0116 0.0117 0.0113 0.0119 0.0119 0.0120 0.0121 0.0122 0.0123 0.0124 0.0124 0.0125 0.0125 0.012S 0,0126 0.0127 0.0127 0.0128 0.0123 0.0129 0.0130 Reservoir Elevation (ft) 91.520 91. £22 91.523 91.625 91.627 91.629 91.631 91.632 91.634 91.637 91.540 91.644 91.547 91.551 91.655 91.659 91.553 91.667 91.671 91.574 91.677 91.579 91.581 91.634 91.586 91.638 91.690 91.693 91.695 91.698 91.702 91.707 91.712 91.717 91.722 91.727 91.732 91.737 91.742 91.747 91.750 91.753 91.756 91.759 91.752 91.755 91.768 91.771 91.774 91.778 91.784 Inflow (cfs) 7.020 7.040 7.050 7.080 7.100 7.120 7.140 7.160 7.180 7.224 7.268 7.312 7.355 7.400 7.444 7.438 7.532 7.575 7.520 7.545 7.570 7.695 7.720 7.745 7.770 7.795 7.820 7.845 7.870 7.927 7.984 8.041 8.098 8.155 8.212 8.269 8.326 3.383 8.440 8.473 8.506 8.539 8.572 8. 605 3.633 8.671 8.704 3.737 8.770 8.846 8.922 Outflow (cfs) 5.997 7.018 7.038 7.059 7.079 7.099 7.119 7.139 7.159 7.185 7.224 7.266 7.310 7.353 7.397 7.441 7.485 7.529 7.573 7.611 7.641 7.SS7 7.693 7.718 7.743 7.763 7.793 7.818 7.843 7.879 7.928 7.982 8.038 8.095 8.151 8.208 8.265 3.322 8.379 3.429 8.463 8.503 8.535 3.570 3.603 3.635 3.669 8.702 8.735 3.732 8.847Page: 3 Data 01 Jan. 01 01 Jan 01 01 Jan 01 • 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 Time 0223 0224 0225 022S 0227 0223 0229 0230 0231 0232 0233 0234 0235 0235 0237 0233 0239 0240 0241 0242 0243 0244 0245 0245 0247 0243 0249 0250 0251 0252 0253 0254 0255 0256 0257 0253 0259 0300 0301 0302 0303 0304 0305 0306 0307 0303 0309 0310 0311 0312 0313 Reservoir Storage (ac-ft) 0.0131 0.0132 0.0133 0.0134 0.0135 0.013S 0.0137 0.0139 0.0139 0.0140 0.0141 0.0142 0.0142 0.0143 0.0144 0.0144 0.0145 0.0145 0.0147 0.0143 0.0149 0.0151 0.0153 0.0154 0.015S 0.0157 0.0159 0.0161 0.0162 0.0163 0.0164 0.0165 0.016S 0.0168 0.0170 0.0173 0.0175 0.0173 0.0132 0.0187 0.0193 0.0200 0.0207 0.0215 0.0224 0.0232 0.0241 0.0250 0.0259 0.0267 0.0275 Reservoir Elevation (ft) 91.790 SI. 797 91.303 91.310 91.817 91.323 91.330 31.837 91.843 91.847 91.852 91.856 91.860 91.864 91.868 91.872 91.875 91.880 91.885 91.894 91.903 91.912 91.922 91.932 91.941 91.951 91.961 91.970 91.979 91.985 91.992 91.998 92.002 92 .005 92.009 32.014 92.019 92.025 92.032 92.042 92.054 92.067 92.082 92.097 92.113 92.130 32.147 92.155 92.132 32.193 32.213 Inflow (efs) 8.993 9.074 9.150 9. 225 9.302 9.378 9.454 9.530 9.575 9.620 9.555 9.710 9.755 9.800 9.845 9.390 9.935 3.380 10.039 10.133 10.307 10.416 10.525 10.634 10.743 10.352 10.951 11.070 11.137 11.204 11.271 11.338 11.405 11.472 11.533 11.505 11.673 11.740 11.912 12.084 12.256 12.428 12.600 12.772 12.344 13.11S 13.288 13.460 13.573 13.586 13.733 Outflow (ofs) 8.319 8.994 9.069 9.145 9.221 9.297 9.373 9.449 3.515 3.568 3.616 3.662 3.707 3.752 9.797 9.842 9.887 9.932 9.998 10.031 10.134 10.301 10.403 10.518 10.527 10.736 10.845 10.354 11.050 11.127 11.138 11.265 11.305 11.334 11.372 11.416 11.465 11.518 11.535 11.677 11.785 11.303 12.041 12.183 12.332 12.436 12.543 12.804 12.351 13.108 13.243 Paga: 4 Data 01 Jan 01 01 Jan 01 01 Jan 01 . 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 ' Time 0314 031S 031S 0317 0313 0313 0320 0321 0322 0323 0324 0325 0325 0327 0323 0329 0330 0331 0332 0333 0334 0335 033S 0337 0333 0339 0340 0341 0342 0343 0344 0345 0346 0347 0343 0349 0350 0351 0352 0353 0354 0355 0356 0357 0353 0359 0400 0401 0402 0403 0404 Reservoir Storage (ac-ft) 0.0232 0.0289 0.0295 0.0303 0.0310 0.031S 0.0323 0.0331 0.0341 0.0353 0.03SS 0.0330 0.0395 0.0411 0.0427 0.0444 0.0461 0.0473 0.0494 0.0509 0.0525 0.0540 0.0554 0.0569 0.0533 0.0597 0.0611 0.0530 O.OS56 O.OS33 0.0727 0.0773 0.0825 0 .0882 0.0943 0.1007 0.1075 0.1148 0.1226 0.1309 0.1395 0.1486 0.1530 0.1S7S 0.1778 0.1390 0 .2011 0.2133 0.2455 0.2337 0.3296 Reservoir Elevation (ft) 32.223 92.242 92.25S 92.259 92.282 92.295 92.303 92.323 32.343 32.366 92.392 92.420 92.449 92.430 92.512 32.545 32.573 32.611 32.642 32.673 32.703 32.732 32.760 92.789 92.817 92.845 92.872 92.908 92.359 93.012 93.051 93.097 93.149 93 .206 93.267 93.332 93.400 93.473 93.551 93.634 33.721 33.812 33.306 94.002 34.066 34.137 34.214 34.325 34.501 34.736 35.020 Inflow (ofs) 13.312 14.025 14.138 14.251 14.364 14.477 14.590 14.915 15.240 15.565 15.890 IS. 215 16.540 16.365 17.130 17.515 17.840 18.033 18.336 13.584 18.832 19.080 19.328 19.576 19.824 20.072 20.320 21.271 22.222 23.173 24.124 25.075 26.02S 26.977 27.328 28.879 29.830 31.050 32.270 33.490 34.710 35.330 37.150 33.370 33.590 40.810 42.030 50.467 53.904 67.341 75.773 Outflow (cfa) 13.382 13.511 13.636 13.759 13.830 13.393 14.117 14.257 14.437 14.650 14.887 15.144 15.415 15.699 15.991 16.291 16.596 16.397 17.187 17.467 17.740 13.008 18.271 18.531 18.789 19.044 19.297 ' 13.627 20.094 20.594 21.018 21.516 22.076 22.691 23.352 24.054 24.790 25.574 26.420 27.317 28.253 29.239 30.253 31.232 31.796 32.357 32.961 33.848 35.238 37.099 39.320 Page: 5 Date 01 Jan 01 01 Jan 01 01 Jan. 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 '01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 ' Time 0405 0406 0407 0403 0403 0410 0411 0412 0413 0414 0415 041S 0417 0418 0419 0420 0421 0422 0423 0424 0425 0426 0427 0428 0423 0430 0431 0432 0433 0434 0435 0436 0437 0438 0439 0440 0441 0442 0443 0444 0445 0446 0447 0443 0443 0450 0451 0452 0453 0454 0455 Reservoir Storage (ac-ft) 0.3345 0.4434 0.5211 0.6024 0.6923 0.7313 0.8370 0.96S1 1.0294 1.0774 1.1103 1.1286 1.1325 1.1224 1.0936 1.0612 1.0172 0.9731 0.9283 0.8847 0.8403 0.7959 0.7516 0.7076 0.6637 0.6201 0.5771 0.534B 0.4936 0.4537 0.4150 0.3774 0.3409 0.3057 0.2722 0.2405 0.2106 0.1823 0.1561 0.1327 0.1124 0.0345 0.0783 0.0653 0.0540 0.0449 0.0376 0.0317 0.0270 0.0231 . 0.0133 Reservoir Elevation (ft) 95.278 95.579 95.921 96.247 96.593 96.372 97.281 97.534 97.737 97.890 97.996 98.046 98.057 93.029 97.958 97.839 97.638 37.557 37.416 37.274 97.132 96.383 96.818 96.650 96.482 36.315 96.150 95.985 95.792 95.604 95.422 95.245 95.073 94.876 94.664 94.463 94.273 94.095 93.887 93.653 93.443 93.270 93.113 92.954 92.732 92.554 92.412 92.297 92.204 32.129 92.066 Inflow (cfa) 84.215 92.552 101.089 109.526 117.963 126.400 116.153 105.906 95.659 85.412 75.165 64.918 54.571 44.424 34.177 23.930 23.138 22.346 21.554 20.752 19.970 19.178 18.386 17.594 16.802 16.010 15.662 15.314 14.966 14.518 14.270 13.922 13.574 13 .225 12 .878 12.530 12.325 12.122 11.918 11.714 11.510 11.306 11.102 10.898 10.594 10.430 10.354 10.218 10.032 9.945 9.810 Outflow (cfa) 41.018 42.998 45.247 47.188 49.173 51.351 52.965 54.273 55.320 55.113 56.658 56.338 56.949 56.819 56.463 55.846 55.118 54.389 53.558 52.926 52.193 51.441 50.457 49.499 48.535 47.577 46.630 45.674 44.399 43.163 41.964 40.800 39.671 38.205 36.527 34.938 33.436 '32.020 30.054 27.522 25.312 23.381 21.590 20.051 18.013 15.379 15.063 14.015 13.164 12.471 11.900 Page: 6 Data 01 Jan 01 01 Jan 01 01 Jan 01 • 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 Tima 0456 0457 0458 0459 0500 0501 0502 0503 0504 0505 0505 0507 0508 0509 0510 0511 0512 0513 0514 0515 051S 0517 0518 0519 0520 0521 0522 0523 0524 0525 0525 0527 0528 0529 0530 0531 0532 0533 0534 0535 0536 0537 0538 0539 0540 0541 0542 0543 0544 0545 0545 Reservoir Storage (ac-ft) 0.0173 0.0154 0.0144 0.0140 0.0137 0.0134 0.0133 0.0131 0.0130 0.0128 0.0127 0.0125 0.0124 0.0122 0.0121 0.0120 0.0118 0.0117 0.011S 0.0115 0.0114 0.0113 0.0112 0.0111 0.0110 0.0108 0.0108 0.0107 0.010S 0.0105 0.0104 0.0103 0.0102 0.0101 0.0101 0.0100 0.0099 0.0098 0.0098 0.0097 0.0096 0.0095 0.0095 0.0094 0.0093 0.0093 0.0092 0.0091 0.0091 0.0090 0.0090 Reservoir Elevation (ft) 92.015 91.932 91.872 91.843 91.825 91.812 91.801 91.792 91.783 91.775 91.766 91.757 91.748 91.740 91.731 91.723 91.716 91.709 91.702 91.695 91.589 91.682 91.675 91.668 91.662 91.655 91.650 91.645 91.639 91.634 91.629 91.624 91.618 91.613 91.608 91.503 91.598 91.594 91.590 91.585 91.581 91.577 91.572 91.568 91.564 91.559 91.556 91.552 91.548 91.545 91.541 Inflow (cfs) 9.674 9.538 9.402 9.266 9.130 9.032 8.934 8.836 8.738 8.640 8.542 8.444 8.346 8.248 8.150 8.074 7.998 7.922 7.845 7.770 7.594 7.518 7.542 7.466 7.390 7.331 7.272 7.213 7.154 7.095 7.036 6.977 6.918 6.859 6.800 6.751 6.702 6.653 6.604 6.555 6.506 6.457 5.408 6.359 6.310 6.269 6.228 5.187 6.146 6.105 6.064 Outflow (cfs) 11.425 10.518 9.343 9.519 9.314 9.165 9.049 8.944 8.344 8.745 8.646 8.548 8.450 8.352 8.254 8.163 8.082 8.004 7.927 7.851 7.775 7.599 7.523 7.547 7.471 7.400 7.337 7.277 7.217 7.158 7.099 7.040 6.981 6.922 6.863 6.307 6.756 6.706 6.656 6.607 6.553 6.509 6.460 5.411 6.362 6.316 6.273 5.231 5.190 5.149 5.103 Page: 7 Data 01 Jan 01 01 Jan 01 01 Jan 01 • 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 Time 0547 0548 0543 0550 0551 0552 0553 0554 0555 0556 0557 0558 0559 OSOO Reservoir Storage (ac-ft) 0.0033 0.0088 0.0088 0.0037 0.0087 0.003S 0.0085 0.0085 0.0084 0.0084 0.0083 0.0083 0.0082 0.0082 Rasarvoir Elevation (ft) 91.537 31.534 91.530 91.52S 91.523 31.520 31.517 31.513 91.510 31.507 91.504 91.501 91.498 91.495 Inflow (cfs) 6.023 5.932 5.941 5.900 s. ass 5.830 5.795 5.760 5.725 5.690 5.655 5.620 5.585 5.550 Outflow (cfs) 6.067 S.026 5.985 5.944 5.905 5.868 5.833 5.797 5.762 5.727 5.692 5.657 5.622 5.587 Paga: 3 La Costa Greens Neighborhood 1.17 Storm Water Management Plan 10 Year HEC HMS Output H:\R6PORTS\23S2MOSGreens1.17\SWMP01.doc w.o. 2352-109 1/31/2005 1156 PM La Costa Greens 1.16 & 1.17 Detention Basin Results 10 YEAR RESULTS 'Protect'' Neighbothoodl 17 HuriNameT"RunT ""flesewoif--i Resetvoit-1 H' 1" „.«•_"* ^^~* „ . 7j3 - "-' E -„", " -- . " ->"V- p-,---~=^"s«—^-~£sL. - . jf "^,' * Slat c?Bun,t ~JEJanbl*COQO ~/t Sasai MoefeT"1 J Basia2' x ""^,1 ^ x "~~~ aTJarS SOCT. ' M&Model ilK-r" t ' E^ecuSonTime01flov04T{52-« 'Control Specs, CbntroftT' % ~ _i"'_ - i-'/-. ",r~-" - "^\x VolumeUnte:-51 Inches,CActefrat '"srt-^'s "|v", ~- Paafcrnnow«-"83..70Cr fcfs) Date/TimeofPeakfrtlqw- , 01 Jan 01 041CU " " 1 * ' total fnflow. ' Total Outflow' Jcftf - Date/TimeolPaakOu«)ow,:_p1Jan<Q1,0'nS- ;" ** "&iU'\ Peak Storage - tfKTSi^acftl-" ' V fm) - Peak Elevation" „ 3ET.115 JftJ "»- '" .. - aiiisrtt, iff ffi Rational Method Hydrograph Calculations for La Costa Greens 1.17 1.16, City of Carlsbad, CA Q-ioo- Tc= #= 36 PIQO,S= (7.44*P6*D*-.B45) D 1 # (MIN) (IN/MR) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 0.00 3.03 1.94 1.49 1.24 1.07 0.95 0.86 0.79 0.74 0,69 0.65 0.61 0.58 0.55 0.53 0.51 0.49 0.47 0.45 0.44 0.43 0.41 0.40 0.39 0.38 0.37 0.36 0.35 0.35 0.34 0.33 0.32 0.32 0.31 0.31 0.30 83.7 10 1.8 (ro/eo) VOL (IN) 0.00 0.51 0.65 0.75 0.83 0.90 0.95 1.01 1.06 1.10 1.14 1.18 1.22 1.26 1.29 1.32 1.35 1.38 1.41 1.44 1.46 1.49 1.51 1.54 1.56 1.58 1.61 1.63 1.65 1.67 1.69 1.71 1.73 1.75 1.77 1.79 1.80 cfs min in (V1-VO) AVOL (IN) 0.51 0.14 0.10 0.08 0.07 0.06 0.05 0.05 0.05 0.04 0.04 0.04 0.04 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.00 c= A= (AV/AT) I (INCR) (IN/HR) 3.03 0.85 0.60 0.48 0.41 0.36 0.32 0.29 0.27 0.25 0.24 0.22 0.21 0.20 0.19 0.18 " 0.18 0.17 0.16 0.16 0.15 0.15 0.14 0.14 0.14 0.13 0.13 0.13 0.12 0.12 0.12 0.12 0.11 0.11 0.11 0.11 0.00 0.6 55.2 acres (Q=dA) Q VOL (CFS) (CF) 83.70 28.02 19.89 15.95 13.55 11.89 10.67 9.73 8.97 8.35 7.83 7.38 6.99 6.66 6.36 6.09 5.85 5.63 5.43 5.25 5.08 4.93 4.79 4.65 4.53 4.42 4.31 4.21 4.11 4.02 3.93 3.85 3.78 3.70 3.63 3.57 0.00 SUM= 50220 16814 11933 9571 8127 7135 6404 5838 5384 5011 4697 4429 4197 3994 3814 3653 3508 3378 3259 3150 3050 2958 2872 2793 2719 2649 2584 2523 2466 2412 2360 2312 2266 2222 2180 2140 0 205019 4.71 (Re-ordered) ORDINATE SUM= 3.57 3.63 3.78 3.85 4.02 4.11 4.31 4.42 4.65 4.79 5.08 5.25 5.63 5.85 6.36 6:66 7.38 7.83 8.97 9.73 11.89 13.55 19.89 28.02 83.70 15.95 10.67 8.35 6.99 6.09 5.43 4.93 4.53 4.21 3.93 3.70 cubic feet acre-feet Check: V = C*A*P5 V= 4.97 OK acre-feet RM-Hydrograph-117&116(10 YEAR).xls 11/1/2004 LA COSTA GREENS NEIGHBORHOOD 1.17 ORIFICE CALCULATIONS DISCHARGE RATING CURVE Riser Perforations Calculations Based on Orifice Equation BOTTOM ELEVATION OF HOLE NO. 1 = HOLE NO. 1 DIAMETER = NUMBER OF ORIFICES= 91.00 feet 30.0 inches 2.5 feet 1.0 4.908734 area (sq ft) WEIR EQUATION Q = CLHOT where C = Weir Coefficient = 3.0 when H = 0.5 feet = 3.3 when H>= 1.0 feet L = Length of the Weir (feet) H = Water Height over Weir (feet) Orifice Equation... CA(2gh)1/2 where •leadwatei Elevation (feet) 91 92 93 94 95 96 97 98 99 99.2 100 100.5 Holel (1) Riser-Orif (cfs) 0.00 11.29 20.47 31.27 39.19 45.77 51.51 56.68 61.41 62.31 65.80 67.89 C = Orifice Coefficient 0.60 (per Brater & King "Handbook of Hydraulics") A = Cross Sectional Area of the Orifice g = Gravitational Constant 32.2 feet/s2 h = Effective Head on the Orifice Measured from the Centroid of the Opening 30" orifice centroid eli top of orific 92 92.25 94.50 H:\EXCEW3S2\62raRIFlCe-Basin-1174116jds 1W25/2004 RATING TABLE FOR FLOW OVER RISER BOX Detention Basin La Costa Greens Neighborhoods 1.17&1.16 7' x 7' Concrete Riser WEIR EQUATION Q = CLHM where C = Weir Coefficient = 3.0 when H = 0.5 feet = 3.3 when H>= 1.0 feet L = Length of the Weir (feet) H = Water Height over Weir (feet) ORIFICE EQUATION Q = CA(2gH)1' C = Orifice Coefficient = 0.60 A = Crass Sectional Area of Orifice (ft2) g = Gravitational Constant (32.2 ft/s2) H = Water Height over Centroid of Orifice (ft) Water Riser Height Length (feet) (feet) 0.2 0.3 0.4 0.5 0.6 0.8 1 1.2 1.3 «r 14* """I*""" 1.6 1.3 2 7 7 7 7 7 7 7 7 7 ^TILL.7.. « -"""" " V 7 7 7 Riser Width (feet) 7 7 7 7 7 7 7 7 7"L^ "7 7 7 7 Weir Coeff. 2.8 2.86 2.92 3 3.08 3.2 3.32 3.32 3.32 HLJLi,2" 3.32 3.32 3.32 3.32 Weir Length (feet) 23.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 i-? 28-°JL» 28.00 28.00 23.00 28.00 Orifice Coeff. 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 ," 06 * Jo.s 0.6 0.6 0.6 Orifice Area (ft2) 49.00 49.00 49.00 49.00 49.00 49.00 49.00 49.00 49.00 4,900 "~~43M 49.00 49.00 49.00 Weir Flow (cfs) 7.01 13.16 20.68 29.70 40.03 64.11 92.96 122.20 137.79 jj S3 '93 ' "Tfo.78 188.14 224.49 262.93 Orifice Weir Orifice Flow Flow Flow CLOGGING FACTOR 10% (cfs) (cfs) (cfs) 105.51 129.23 149.22 166.83 132.75 211.03 235.93 258.45 269.01 •T*279 18"" ' 288.96 298.44 316.54 333.66 6.31 11.84 18.62 26.73 36.07 57.70 83.66 109.98 124.01 If"t38 59* ~ "r 1*53*70 * 169.32 202.04 236.64 89.69 109.84 126.84 141.81 155.34 179.37 200.54 219.68 228.65 "Jz, 237 29 i *J *245.6T*"' 253.67 269.06 283.61 H:\EXCEU2352\62\Overflow-Riser-7 x 7.xls STAGE-STORAGE TABLE LA COSTA GREENS NEIGHBORHOODS 1.17 1.16 Elevation (ft) 91 92 93 94 95 96 97 98 99 100 100.5 Area (acres) 0.0050 0.03 0.0730 0.1290 0.1890 0.237 0.286 0.34 0.394 0.458 0.473 Total Volume (acre-ft.) 0.00 0.02 0.07 0.17 0.33 0.54 0.81 1.12 1.49 1.91 2.14 10/25/2004 1 of 1 H:\EXCEL\0025\294\Stage-Storage-ENG.xls Date Time 2400 0001 0002 0003 0004 0005 OOOS 0007 0008 0009 0010 0011 0012 0013 0014 0015 0016 0017 0018 0019 0020 0021 0022 0023 0024 0025 0025 0027 0023 0029 0030 0031 0032 0033 0034 0035 0036 0037 0033 0039 0040 Reservoir Storage (ac-ft) 0.00000 0.00017 0.0005S 0.00104 0.00155 0.0020S 0.00253 0.00311 0.00363 0.00415 0.004S3 0.00504 0.00517 0.00522 0.00525 0.0052S 0.00528 0.00528 0.00529 0.00530 0.00531 0.00532 0.00534 0.00536 0.00539 0.00541 0.00543 0.00545 0.00547 0.00550 0.00552 0.00554 0.00555 0.00556 0.00557 0.00558 0.00559 0.00560 0.00561 0.00562 0.00563 Reservoir Elevation (ft) 91.000 91.010 91.034 91.063 91.093 91.125 91.155 91.188 91.219 91.251 91.283 91.304 91.312 91.315 91.317 91.318 91.319 91.319 91.320 91.320 91.321 91.322 91.323 91.324 91.325 91.327 91.328 91.329 91.331 91.332 91.333 91.334 91.335 91.336 91.337 91.337 91.338 91.338 91.339 91.340 91.340 Inflow (ofs) 0.000 0.357 0.714 1.071 1.428 1.785 2.142 2.499 2.855 3.213 3.570 3 .576 3 .532 3.538 3.594 3.600 3.606 3.612 3 .613 3 .624 3 .630 3 .645 3.6SO 3.675 3.690 3.705 3.720 3.735 3.750 3.765 3.730 3.737 3.794 3.801 3.303 3.315 3.322 3.829 3.336 3.343 3.850 Outflow (cfs) 0.000 0.114 0.384 0.709 1.055 1.407 1.763 2.119 2.476 2.333 3.190 3.435 3.527 3.564 3.581 3.591 3.599 3.505 3.512 3.618 3.624 3.632 3.645 3.659 3.674 3.639 3.704 3.719 3.734 3.749 3.764 3.775 3.785 3.793 3.800 3.807 3.815 3.322 3.329 3.336 3.843 Date 01 Jan 01 01 Jan 01 01 Jan 01 • 01 Jan. 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 . 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 Time 0041 0042 0043 0044 0045 004S 0047 0048 0049 0050 0051 0052 0053 0054 0055 005S 0057 0053 0059 0100 0101 0102 0103 0104 0105 010S 0107 0108 0109 0110 0111 0112 0113 0114 0115 011S 0117 0118 0119 0120 0121 0122 0123 0124 0125 0126 0127 0123 0129 0130 0131 Reservoir Storage (ac-ft) 0.005S5 0.00567 0.00569 0.00572 0.00574 0.00577 0.00579 0.00582 0.00584 0.00587 0.00589 0.00590 0.00592 0.00593 0.00594 0.00596 0.00597 0.00598 0.00500 0.00601 0.00603 0.00605 O.OOS03 0.00611 0.00614 O.OOS17 0.00620 0.00623 0.00626 0.00629 0.00631 0.00633 0.00635 0.00637 0.00633 0.00640 0.00641 0.00643 0.00645 0.00646 0.00648 0.00651 0.00655 0.00653 0.00661 0.00665 0.00663 0.00671 0.00675 0.00678 0.00681 Reservoir Elevation (ft) 91.341 91.343 91.344 91.345 91.347 91.348 91.350 91.351 91.353 91.354 91.356 91.357 91.358 91.358 91.359 91.360 91.361 91.362 91.362 91.363 91.364 91.366 91.368 91.359 91.371 91.373 91.375 91.376 91.378 91.380 91.381 91.383 91.384 91.385 91.386 91.387 91.388 91.389 91.389 91.390 91.392 91.394 91.395 91.397 91.400 91.402 91.404 91.406 91.408 91.410 91.411 Inflow (cfs) 3.867 3.834 3.901 3.918 3.935 3.952 3.969 3.986 4.003 4.020 4.029 4.033 4.047 4.056 4.065 4.074 4.083 4.092 4.101 4.110 4.130 4.150 4.170 4.190 4.210 4.230 4.250 4.270 4.290 4.310 4.321 4.332 4.343 4.354 4.365 4.376 ' 4.387 4.398 4.409 4.420 4.443 4.466 4.439 4.512 4.535 4.553 4.531 4.604 4.627 4.650 4.664 Outflow ( = fs) 3.853 3.867 3.383 3.900 3.917 3.934 3.951 3.968 3.935 4.002 4.016 4.027 4.037 4.046 4.055 4.064 4.073 4.082 4.091 4.100 4.113 4.130 4.149 4,169 4.189 4.209 4.229 4.249 4.259 4.239 4.306 4.319 4.331 4 .342 4.353 4.364 4.375 4.386 4.397 4.403 4.423 4.443 4.465 4.483 4.511 4.534 4.557 4.530 4.603 4.526 4.646 Sage: 2 Date 01 Jan 01 01 Jan 01 01 Jan 01 • 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 Time 0132 0133 0134 0135 0136 0137 0133 0139 0140 0141 0142 0143 0144 0145 014S 0147 0148 0149 0150 0151 0152 0153 0154 0155 0155 0157 0158 0159 0200 0201 0202 0203 0204 0205 020S 0207 0208 0209 0210 0211 0212 0213 0214 0215 0216 0217 0218 0219 0220 0221 0222 Reservoir Storage (ac-ft) O.OOSB3 0.00686 0.00633 0.00690 0.00692 0.00694 0.00696 0.00693 0.00700 0.00703 0.00706 0.00710 0.00715 0.00719 0.00723 0.00727 0.00732 0.00736 0.00740 0.00744 0.00747 0.00749 0.00752 0.00754 0.00757 0.00759 0.007S2 0.007S4 0.00767 0.00770 0.00775 0.00731 0.0078S 0.00792 0.00797 0.00803 0.00808 0.00814 0.00819 0.00824 0.00823 0.00831 0.00335 0.00333 0.00341 0.00844 0.00343 0.00851 0.00354 0.00359 0.00365 Reservoir Elevation (ft) 91.413 91.414 91.415 91.417 91.413 91.419 91.420 91.422 91.423 91.425 91.427 91.429 91.432 91.434 91.437 91.440 91.442 91.445 91.447 91.449 91.451 91.453 91.454 91.456 91.457 91.459 91.4SO 91.462 91.463 91.466 91.468 91.472 91.475 91.478 91.482 91.485 91.438 91.492 91.495 91.493 91.500 91.502 91.504 91.506 91.503 91.510 91.512 91.514 91.51S 91.519 91.523 Inflow (=fs) 4.673 4.692 4.706 4.720 4.734 4.748 4.762 4.776 4.790 4.319 4.848 4.877 4.906 4.935 4.964 4.993 5.022 5.051 5.030 5.097 5.114 5.131 5.148 5.165 5.182 5.199 5.216 5.233 5.250 5.283 5.326 5.364 5.402 5.440 5.478 5.516 ' 5.554 5.592 5.630 5.652 5.674 5.696 5.718 5.740 5.762 5.784 5.806 5.323 5.350 5.901 5.952 Outflow (Cf3) 4.662 4.677 4.691 4.705 4.719 4.733 4.747 4.761 4.775 4.794 4.819 4.847 4.875 4.904 4.933 4.962 4.991 5.020 5.049 5.074 5.094 5.112 5.130 5.147 5.164 5.181 5.198 5.215 5.232 5.256 5.288 5.325 5.3S2 5.400 5.438 5.476 5.514 5.552 5.590 5.622 5.648 5.672 5.694 5.715 5.739 5.761 5.783 5.805 5.827 5.853 5.902 Page: 3 Date 01 Jan 01 01 Jan 01 01 Jan 01 • 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 Time 0223 0224 0225 0226 0227 0228 0229 0230 0231 0232 0233 0234 0235 0235 0237 0233 0239 0240 0241 0242 0243 0244 0245 0246 0247 0248 0249 0250 0251 0252 0253 0254 0255 025S 0257 0258 0259 0300 0301 0302 0303 0304 0305 03 OS 0307 0303 0309 0310 0311 0312 0313 Reservoir Storage (ac-ft) 0.00872 0.00330 0.00337 0.00394 0.00902 0.00909 0.00917 0.00924 0.00931 0.00936 0.00941 0.00945 0.00950 0.00954 0.00958 0.00953 0.00967 0.00972 0.00978 0.00987 0.00997 0.01007 0.01018 0.01028 0.01039 0.01049 0.010SO 0.01071 0.01080 0.01087 0.01094 0.01101 0.01108 0.01114 0.01121 0.01123 0.01134 0.01141 0.01151 0.011S5 0.01181 0.01197 0.01214 0.01230 0.01247 0.012S4 0.01230 0.01297 0.01312 0.01325 0.0133S Reservoir Elevation (ft) 91.527 91.531 91.53S 91.540 91.545 91.549 91.554 91.559 91.5S2 91.5SS 91.568 91.571 91.574 91.576 91.579 91.582 91.534 91.587 91.591 91.596 91.602 91.609 91.615 91.621 91.623 91.634 91.641 91.647 91.653 91.657 91.661 91.665 91.669 91.673 91.677 91.681 91.635 91.689 91.695 91.704 91.713 91.723 91.733 91.743 91.753 91.764 91.774 91.734 91.793 91.800 91.807 Inflow (cfa) 6.003 S.054 6.105 6.156 6.207 6.258 S.309 6.360 6.390 6.420 6.450 6.480 6.510 6.540 6.570 6.600 6.630 6.660 6.732 6.804 6.876 6.948 7.020 7.092 7.164 7.236 7.308 7.380 7.425 7.470 7.515 7.560 7.605 7.650 7.695 7.740 7.785 7.830 7.944 8.053 8.172 8.286 8.400 3.514 3.623 3.742 3.856 3.970 9.046 9.122 9.198 Outflow (Cf3) 5.950 6.000 6.051 6.102 6.153 6.204 6.255 6.306 6.350 6.385 6.417 6.448 6.478 6.508 6.533 6.568 6.593 6.628 6.671 6.733 6.801 6.872 6.944 7.015 7.087 7.159 7.231 7.303 7.367 7.418 7.466 7.512 7.557 7.602 7.647 7.692 7.737 7.782 7.849 7.946 8.054 8.166 8.279 8.393 8.507 8.621 8.735 8.349 8.951 9.036 9.115 Page: 4 Data 01 Jan 01 01 Jan 01 01 Jan. 01 . 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 Time 0314 0315 031S 0317 0318 0319 0320 0321 ' 0322 0323 0324 0325 032S 0327 0323 0329 0330 0331 0332 0333 0334 0335 033S 0337 0338 0339 0340 0341 0342 0343 0344 0345 0346 0347 0348 0349 0350 0351 0352 0353 0354 0355 035S 0357 0358 0359 0400 0401 0402 0403 0404 Reservoir Storage (ac-ft) 0.01347 0.01359 0.01370 0.01381 0.01392 0.01403 0.01414 0.01432 0.01459 0.01439 0.01520 0.01551 0.01583 0.01S14 0.01646 o.oisas 0.01738 0.01804 0.01875 0.01951 0.02031 0.02113 0.02198 0.02284 0.02372 Q.024SO 0.02550 0.02669 0.02339 0.03050 0.03292 0.03558 0.03844 0.04144 0.0445S 0.04777 0.05105 0.05449 0.05813 0.05204 0.06506 0.07030 0.07492 0.07994 0.08531 0.09097 0.09689 0.10608 0.12113 0.14122 0.16566 Reservoir Elevation (ft) 91.814 91.821 91.828 91.834 91.841 91.843 91.855 91.865 91.881 91.899 91.918 91.937 91.956 91.975 91.995 92.006 92.016 92.029 92.043 92.058 92.073 92.090 92.106 92.123 92.140 92.158 92.175 92.198 92.232 92.273 92.320 92.372 92.428 92.487 92.548 92.611 92.675 92.742 92.814 92.890 92.969 93.026 93.073 93.123 93.177 93.234 93.293 93.335 93.536 93.738 93.983 Inflow (cfs) 9.274 9.350 9.426 9.502 9.578 9.654 9.730 9.946 10.162 10.378 10.594 10.810 11.026 11.242 11.458 11.674 11.890 12.056 12.222 12.338 12.554 12.720 12.886 13.052 13.218 13.384 13.550 14.184 14.818 15.452 16.086 16.720 17.354 17.988 18.622 19.256 19.890 20.703 21.516 22.329 23.142 23.955 24.763 25.581 2S.394 27.207 28.020 33.583 39.155 44.724 50.292 Outflow (cfs) 9.192 9.269 9.345 9.421 9.497 9.573 9.649 9.770 9.952 10.155 10.367 10.581 10.796 11.012 11.228 11.343 11.440 11.557 11.685 11.322 11.965 12.113 12.265 12.420 12.577 12.737 12.897 13.111 13.417 13.795 14.230 14.708 15.221 15.760 16.321 16.897 17.486 18.105 18.766 19.461 20.182 20.756 21.257 21.801 22.382 22.996 23.637 24.632 26.263 28.440 31.083 Page: 5 1 Date 01 Jan 01 01 Jan 01 01 Jan 01 - 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 Time 0405 0406 0407 0403 0403 0410 0411 0412 0413 0414 0415 0416 0417 0413 0419 0420 0421 0422 0423 0424 0425 042S 0427 0423 0429 0430 0431 0432 0433 0434 0435 0436 0437 0438 0439 0440 0441 0442 0443 0444 0445 044S 0447 0443 0443 0450 0451 0452 0453 0454 0455 Reservoir Storage (ac-ft) 0.19487 0.22943 0.26920 0.31368 0.36303 0.41778 0.4S938 0.50969 0.53913 0.55845 0.56793 0.56794 0.55876 0.54066 0.51405 0.47940 0.44127 0.40402 0.36762 0.33202 0.29755 0.26460 0.23315 0.20308 0.17433 0.14755 0.12375 0.10295 0.08474 0.06877 0.05528 0.04443 0.03568 0.02858 0.02275 0.01793 0.01455 0.01283 0.01215 0.01176 0.01149 0.01127 0.01106 0.01036 0.01066 0.01046 0.01028 0.01013 0.00999 0.00386 0.00973 Reservoir Elevation (ft) 34.174 34.393 94.644 94.926 95.177 95.435 95.677 95.867 96.005 96.079 96.115 36.115 36.080 96.010 95.333 35.725 35.545 95.370 95.133 35.031 34.824 34.615 94.416 94.226 94.044 93.801 33.563 93.354 33.171 93.011 92.758 92.545 92.374 92 .235 92.121 92.027 91.879 91.778 91.734 91.711 31.635 31.681 91.663 91.655 91.644 91.632 91.621 91.612 91.604 91.596 91.533 Inflow (cfs) 55.360 61.428 66.336 72.564 78.132 83.700 76.325 70.150 63.375 56.600 43.825 43.050 36.275 23.500 22.725 15.950 15.422 14.894 14.366 13.338 13.310 12.782 12.254 11.725 11.138 10.670 10.438 10.205 3.974 9.742 9.510 9.278 9.046 8.814 8.532 8.350 ' 8.214 3.078 7.942 7.806 7.670 7.534 7.398 7.262 7.126 6.990 6.900 6.310 6.720 6.630 6.540 Outflow (cfs) 32.650 34.334 36.374 33.603 40.357 42.050 43.643 44.336 45.798 46.221 46.423 46.430 46.228 45.830 45.031 43.958 42.777 41.624 40.497 39.335 37.735 36.144 34.563 33.051 31.620 29.126 26.547 24.293 22.321 20.590 13.247 16.298 14.727 13.450 12.404 11.537 3.326 8.788 8.231 8.024 7.841 7.688 7.545 7.403 7.271 7.135 7.013 6.912 6.313 6.727 6.636 Page: 6 Date 01 Jan 01 01 Jan 01 01 Jan 01 • 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 Time 0456 0457 0453 0459 0500 0501 0502 0503 0504 0505 050S 0507 0508 0509 0510 0511 0512 0513 0514 0515 051S 0517 0518 0513 0520 0521 0522 0523 0524 0525 052S 0527 0528 0529 0530 0531 0532 0533 0534 0535 053S 0537 0538 0539 0540 0541 0542 0543 0544 0545 0545 Reservoir Storage (ac-ft) 0.00960 0.00946 0.00333 0.00920 0.00907 o.ooags 0.00384 0.00374 0.008S4 0.00855 0.00845 0.00835 0.0082S 0.00316 o.ooaos 0.00797 0.00789 0.00782 0.00774 0.007S7 0.007SO 0.00752 0.00745 0.00738 0.00730 0.00724 0.00717 0.00711 0.00705 0.00700 0.00694 0.00688 O.OOS32 0.00676 0.00670 0.00665 0.00660 0.00655 0.00650 0.00646 0.00641 0.00636 0.00632 0.00527 0.00622 0.00618 0.00613 0.00609 0.00605 0.00601 0.00597 Reservoir Elevation (ft) 91.580 91.572 91.564 91.556 91.548 91.541 91.534 91.528 91.522 91.516 91.511 91.505 91.499 91.493 91.487 91.432 91.477 91.472 91.468 91.464 91.459 91.455 91.450 91.446 91.441 91.437 91.433 91.430 91.426 91.423 91.419 91.416 91.412 91.409 91.405 91.402 91.399 91.396 91.393 91.390 91.387 91.384 91.332 91.379 91.376 91.373 *91.371 91.3SB 91.366 91.363 91.361 Inflow <c£s) 6.450 6.360 6.270 6.180 6.090 6.024 5.953 5.892 5.826 5.760 5.694 5.623 5.562 5.496 5.430 5.380 5.330 5.280 5.230 5.130 5.130 5.080 5.030 4.980 4.930 4.330 4.850 4.310 4.770 4.730 4.690 4.650 4.610 4.570 4.530 4.493 4.466 4.434 4.402 4.370 4.338 4.306 4.274 4.242 4.210 4.132 4.154 4.126 4.093 4.070 4.042 Outflow (cfs) 6.546 6.456 6.366 6.276 6.186 6.103 6.032 5.963 5.897 5.830 5.764 5.698 5.632 5.566 5.500 5.439 5.385 5.334 5.233 5.233 5.183 5.133 5.083 5.033 4.933 4.935 4.894 4.853 4.813 4.773 4.733 4.693 4.S53 4.613 4.573 4.535 4.501 4.463 4.436 4.404 4.372 4.340 4.308 4.275 4.244 4.213 4.134 4.155 4.128 4.100 4.072 Page: 7 1 01 01 01 01 01 01 01 01 01 01 01 01 01 01 Date Jan Jan Jan Jan Jan Jan Jan Jan Jan Jan Jan Jan Jan Jan 01 01 01 . 01 01 01 01 01 01 01 01 01 01 01 Time 0547 0548 0549 0550 0551 0552 0553 0554 0555 0556 0557 0558 0559 0600 Reservoir Storage (ae-ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .00533 .00589 .00585 .00580 .00577 .00573 .00570 .00565 .00563 .00559 .00556 .00553 .00549 .00546 Reservoir Elevation (ft) 91 91 91 91 91 91 91 91 91 91 31 91 91 91 .353 .35-6 .353 .351 .348 .345 .344 .342 .340 .338 .336 .334 .332 .330 Inflow (ofs) 4 3 3 3 3 3 3 3 3 3 3 3 3 3 .014 .985 .958 .930 .307 .884 .851 .838 .815 .792 .763 .746 .723 .700 Outflow Cats) 4 4 3 3 3 3 3 3 3 3 3 3 3 3 .044 .015 .988 .960 .933 .309 .885 .863 .840 .316 .793 .770 .747 .724 Page: a La Costa Greens Neighborhood 1.17 Storm Water Management Plan 2 Year HEC HMS Output H:WEPOKTS\2352M09 Greens 1.17\SWMP01.doc w.o. 2352-109 1/31/2005 12:53 PM La Costa Greens 1.16 & 1.17 Detention Basin Results 2 YEAR RESULTS " Pioiect MeighboihoQd'1J?«. Run Name, ftunl Resetvoir |ftesefvoir-1 ^j ^Startcrf-flun -.•"OlJanQf 0000. '" BaaffModeT Basio2 ,. "" Endofnun"^,Q1Jan010S]cf JrfeLModeL Met!,/ - - t -" ' _ ' EiwtionTime!nNoyO*'n5a,vv-ContrQrSpecs:. Contrail™" ~n > ]^~l ^ Volume Unfa ^ Inches ?~ ^cte Feet H " ^ ' '- • Computed Results- ~- " "* ' ' *' ' " ,' "' '„-'*' ' ' Peak. Inflow* l598od[cfs") - Date/Time of Peak, Inflow." Peak Outflow 38704 (cfif Dats/TimeofPeak'autfloyv 'OUanOI 04J4 , Total Inflow _ - fjn) Paak Storage 03157ptacft) . Total Outflow - f. fn]* --Peak Elevation 9<939(ftJ , -1 * EEC -f :r^ W^^,• r~— •-•- • Tima OlNo»04- 11 5-3 . Rational Method Hydrograph Calculations for La Costa Greens 1.17 1.18, City of Carlsbad, CA QIGO= Tc= #= 36 PIOO,S= (7.44*PS*DA-.645) D 1 # (MIN) (IN/HR) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 0.00 2.19 1.40 1.08 0.90 0.78 0.69 0.62 0.57 0.53 0.50 0.47 0.44 0.42 0.40 0.38 0.37 0.35 0.34 0.33 0.32 0.31 0.30 0.29 0.28 0.27 0.27 0.26 0.26 0.25 0.24 0.24 0.23 0.23 0.23 0.22 0.22 59.8 10 1.3 (ro/eo) VOL (IN) 0.00 0.37 0.47 0.54 0.60 0.65 0.69 0.73 0.76 0.80 0.83 0.86 0.88 0.91 0.93 0.95 0.98 1.00 1.02 1.04 1.06 1.08 1.09 1.11 1.13 1.14 1.16 1.18 1.19 1.21 1.22 1.24 1.25 1.26 1.28 1.29 1.30 cfs min in (V1-VO) AVOL (IN) 0.37 0.10 0.07 0.06 0.05 0.04 0.04 0.04 0.03 0.03 0.03 0.03 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 c= A= (A V/A T) I (INCR) (IN/HR) 2.19 0.61 0.43 0.35 0.30 0.26 0.23 0.21 0.20 0.18 0.17 0.16 0.15 0.15 0.14 0.13 0.13 0.12 0.12 0.11 0.11 0.11 0.10 0.10 0.10 0.10 0.09 0.09 0.09 0.09 0.09 0.08 0.08 0.08 0.08 0.08 0.00 0.6 55.2 acres (Q=ciA) Q VOL (CFS) (CF) 59.80 20.24 14.36 11.52 9.78 8.59 7.71 7.03 6.48 6.03 5.65 5.33 5.05 4.81 4.59 4.40 4.22 4.07 3.92 3.79 3.67 3.56 3.46 3.36 3.27 3.19 3.11 3.04 2.97 2.90 2.84 2.78 2.73 2.67 2.62 2.58 0.00 SUM= 35880 12143 8619 6913 5870 5153 4625 4216 3888 3619 3392 3199 3031 2884 2754 2638 2534 2439 2354 2275 2203 2136 2074 2017 1963 1913 1866 1822 1781 1742 1705 1670 1636 1605 1574 1546 0 147679 3.39 (Re-ordered) ORDINATE SUM= 2.58 2.62 2.73 2.78 2.90 2.97 3.11 3.19 3.36 3.46 3.67 3.79 4.07 4.22 4.59 4.81 5.33 5.65 6.48 7.03 8.59 9.78 14.36 20.24 59.80 11.52 7.71 6.03 5.05 4.40 3.92 3.56 3.27 3.04 2.84 2.67 cubic feet acre-feet Check: V = C*A*P6 V= 3.59 OK acre-feet RM-Hydrograph-117&116(2 YEAR).xls 11/1/2004 LA COSTA GREENS NEIGHBORHOOD 1.17 ORIFICE CALCULATIONS DISCHARGE RATING CURVE Riser Perforations Calculations Based on Orifice Equation BOTTOM ELEVATION OF HOLE NO. 1 = HOLE NO. 1 DIAMETER = NUMBER OF ORIFICES= 91.00 feet 30.0 inches 2.5 feet 1.0 4.908734 area (sq ft) WEIR EQUATION Q = CLH* where C = Weir Coefficient = 3.0 when H = 0.5 feet = 3.3 when H>= 1.0 feet L = Length of the Weir (feet) H = Water Height over Weir (feet) leadwatei Elevation (feet) 91 92 93 94 95 96 97 98 99 99.2 100 100.5 Holel (1) Riser-Orif (cfs) 0.00 11.29 20.47 31.27 39.19 45.77 51.51 56.68 61.41 62.31 65.80 67.89 Orifice Equation... Qorin=.= CA(2gh)1/2 where C = Orifice Coefficient 0.60 (per Brater & King "Handbook of Hydraulics") A = Cross Sectional Area of the Orifice g = Gravitational Constant 32.2 feet/s2 h = Effective Head on the Orifice Measured from the Centroid of the Opening 30" orifice centroid eli top of orific 92 92.25 94.50 H:\EXCEL\2352\e2\ORIF1CE-aaiin-117i116.xls 10/25/2004 RATING TABLE FOR FLOW OVER RISER BOX Detention Basin La Costa Greens Neighborhoods 1.17&1.16 7' x T Concrete Riser WEIR EQUATION Q = CLHM where C = Weir Coefficient = 3.0 when H = 0.5 feet = 3.3 when H >= 1.0 feet L = Length of the Weir (feet) H = Water Height over Weir (feet) ORIFICE EQUATION Q = CA(2gH)1; C = Orifice Coefficient = 0.60 A = Cross Sectional Area of Orifice (ft2) g = Gravitational Constant (32.2 ft/s2) H = Water Height over Centroid of Orifice (ft) Water Height (feet) 0.2 0.3 0.4 0.5 0.6 0.8 1 1.2 _ _ 1.3 ___ iPS^i^Si1.5 1.6 1.8 2 Riser Length (feet) 7 7 7 7 7 7 7 7 7 g^*S&SS3*8;^'M£>i7 7 7 7 Riser Width (feet) 7 7 7 7 7 7 7 7 7 -*"*7JM~ 7 7 7 Weir Coeff. 2.8 2.86 2.92 3 3.08 3.2 3.32 3.32 3.32 "TiS 3.32 3.32 3.32 Weir Length (feet) 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 28.00 Orifice Orifice Coeff. Area (ft2) 0.6 0.8 0.6 0.5 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 49.00 49.00 49.00 49.00 49.00 49.00 49.00 49.00 49.00 «*«?S;KS££Si;£P?-S'.7^' 49.00 49.00 49.00 49.00 Weir Flow (cfs) 7.01 13.16 20.68 29.70 40.08 64.11 92.96 122.20 137.79 170.78 188.14 224.49 262.93 Orifice Weir Orifice Flow Flow Flow CLOGGING FACTOR 10% (cfs) (cfs) (cfs) 105.51 129.23 149.22 166.83 182.75 211.03 235.93 258.45 269.01 288.96 298.44 316.54 333.66 6.31 11.84 18.62 26.73 38.07 57.70 83.66 109.98 124.01 153.70 169.32 202.04 236.64 89.69 109.84 126.84 141.81 155.34 179.37 200.54 219.68 228.66 245JB1 253.67 269.06 283.61 H:\EXCEL\2352\62\Overflow-Riser-7 x 7.xls STAGE-STORAGE TABLE LA COSTA GREENS NEIGHBORHOODS 1.17 1.16 Elevation (ft) 91 92 93 94 95 96 97 98 99 100 100.5 Area (acres) 0.0050 0.03 0.0730 0.1290 0.1890 0.237 0.286 0.34 0.394 0.458 0.473 Total Volume (acre-ft.) 0.00 0.02 0.07 0.17 0.33 0.54 0.81 1.12 1.49 1.91 2.14 10/25/2004 1 Of 1 H:\EXCEL\0025\294\Stage-Storage-ENG.xls Data Time 2400 0001 0002 0003 0004 0005 0006 0007 0003 0009 0010 0011 0012 0013 0014 0015 0016 0017 0018 0019 0020 0021 0022 0023 0024 0025 002S 0027 0028 0023 0030 0031 0032 0033 0034 0035 003S 0037 0033 0039 0040 Reservoir Storage (ac-ft) 0.00000 0.00012 0.00041 0.00075 0.00112 0.00149 0.00187 0.00225 0.00262 0.00300 0.00338 0.00364 0.00374 0.00377 0.00379 0.00380 0.00381 0.00382 0.00382 0.00383 0.00383 0.00384 0.00386 0.00387 0.00389 0.00390 0.00392 0.00394 0.00395 0.00397 O.Q0398 0.00400 0.00401 0.00402 0.00402 0.00403 0.00404 0.00405 0.00405 0.00406 0.00407 Reservoir Elevation (ft) 91.000 91.007 91.025 91.045 91. OSS 91.090 91.113 91.136 91.159 91.181 91.204 91.220 91.226 91.228 91.229 91.230 91.230 91.231 91.231 91.231 91.232 91.232 91.233 91.234 91.235 91.236 91.237 91.238 91.239 91.240 91.241 91.242 91.242 91.243 91.243 91.244 91.244 91.244 91.245 91.245 91.246 Inflow (cfs) 0.000 0.258 0.516 0.774 1.032 1.290 1.543 1.806 2.064 2.322 2.530 2.534 2.588 2.592 2.596 2.600 2.604 2.603 2.S12 2.616 2.620 2.631 2.642 2.653 2.664 2.675 2.636 2.697 2.708 2.719 2.730 2.735 2.740 2.745 2.750 2.755 2.760 2.765 2.770 2.775 2.780 Outflow (cfs) 0.000 0.082 0.277 0.512 0.762 1.017 1.274 1.532 1.790 2.047 2.305 2.482 2.549 2.575 2.587 2.594 2.599 2.604 2.608 2.612 2.616 2.622 2.631 2.642 2.652 2.663 2.674 2.685 2.S96 2.707 2.718 2.727 2.734 2.739 2.745 2.750 2.755 2.760 2.765 2.770 2.775 Dane 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 ' Tins 0041 0042 0043 0044 0045 004S 0047 0043 0049 0050 0051 0052 0053 0054 0055 0056 0057 005S 0059 0100 0101 0102 0103 0104 0105 010S 0107 0108 0109 0110 0111 0112 0113 0114 0115 011S 0117 0113 0119 0120 0121 0122 0123 0124 0125 0126 0127 0123 0129 0130 0131 Reservoir Storaga (ac-ft) 0.00408 0.00409 0.00411 0.00413 0.00414 0.0041S 0.00413 0.00420 0.00421 0.00423 0.00425 ' 0.0042S 0.00427 0.00423 0.00429 0.00430 0.00431 0.00432 0.00433 0.00434 0.00436 0.00437 0.00439 0.00441 0.00443 0.00445 0.00448 0.00450 0.00452 0.00454 0.00455 0.00457 0.00458 0.00459 0.00460 0.00462 0.00463 0.00464 0.00465 0.00466 0.004S8 0.00470 0.00473 0.00475 0.00477 0.00430 0.00432 0.00435 0.00487 0.00490 0.00492 Reservoir Elevation (ft) 31.246 91.247 91.243 91.249 91.250 91.251 91.253 91.254 91.255 91.256 91.257 91.257 91.253 91.259 91.259 91.260 91.261 91.261 91.262 91.262 91.263 91.264 91.265 91.267 91.263 31.269 91.270 31.272 91.273 91.274 91.275 91.276 91.277 91.278 91.278 91.279 91.280 31.280 91.231 91.282 91.233 91.234 91.236 91.237 91.283 91.290 91.291 91.233 91.295 91.295 91.297 Inflow (cfs) 2.792 2.804 2.816 2.328 2.840 2.852 2.864 2.876 2.333 2.900 2.907 2.914 2.921 2.928 2.935 2.942 2.949 2.956 2.963 2.970 2.984 2.998 3.012 3.026 3.040 3.054 3.063 3.082 3.036 3.110 3.118 3.126 3.134 3.142 3.150 3.158 . 3.1SS 3.174 3.182 3.190 3.207 3.224 3.241 3.253 3.275 3.292 3.309 3.325 3.343 3.360 3.370 Outflow ! (cfs) j ii 2.782 2.79-2 2.804 2.815 2.327 2.339 2.851 2.863 2.875 2.887 2.393 2.906 2.913 2.920 2.928 2.935 2.942 2.949 2.956 2.963 2.972 2.934 2.997 3.011 3.025 3.039 3.053 3.067 3.081 3.095 3.107 3.117 3.125 3.133 3.141 3.149 3.157 3.165 3.173 3.181 3.192 3.207 3.223 3.240 3.257 3.274 3.291 3.303 3.325 3.342 3.357 Page: 2 i Date Ii . 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 ' Time 0132 0133 0134 0135 0136 0137 0133 0139 0140 0141 0142 0143 0144 0145 014S 0147 0143 0149 0150 0151 0152 0153 0154 0155 0156 0157 0158 0159 0200 0201 0202 0203 0204 0205 0206 0207 0203 0209 0210 0211 0212 0213 0214 0215 0216 0217 0213 0219 0220 0221 0222 Reservoir Storage (ac-ft) 0.00494 0.00495 0.00497 0.00493 0.00500 0.00501 0.00503 0.00504 0.0050S 0.00503 0.00510 0.00513 0.0051S 0.00519 0.00522 0.00525 0.00529 0.00532 0.00535 0.00537 0.00539 0.00541 0.00543 0.00545 0.00547 0.00543 0.00550 0.00552 0.00554 0.0055S 0.00560 0.00564 0.005S8 0.00572 0.00576 0.00530 0.00534 0.00538 0.00592 0.0059S 0.00598 0.00601 O.OOS03 0.00605 0.00607 0.00610 0.00612 0.00614 0.0061S 0.00619 0.00624 Reservoir Elevation (ft) 91.298 91.299 91.300 91.301 91.302 91.303 91.304 91.305 91.306 91.307 91.308 91.310 91.312 91.314 91.316 91.318 91.319 91.321 91.323 91.325 91.326 91.327 91.328 91.329 91.330 91.331 91.332 91.334 91.335 91.336 91.338 91.341 91.343 31.345 91.348 91.350 91.353 91.355 91.353 91.360 91.362 91.363 91.364 91.36S 91.367 91.368 91.370 91.371 91.372 91.374 91.377 Inflow (cf3) 3.380 3.390 3.400 3.410 3.420 3.430 3.440 3.450 3.460 3.481 3.502 3.523 3.544 3.565 3.586 3.607 3.628 3.649 3.670 3.682 3.694 3.706 3.713 3.730 3.742 3.754 3.766 3.778 3.790 3.813 3.846 3.874 3.902 3.930 3.958 3.986 . 4.014 4.042 4.070 4.085 4.100 4.115 4.130 4.145 4.160 4.175 4.190 4.205 4.220 4.257 4.294 Outflow (cfs) 3.368 3.379 3.389 3.399 3.409 3.419 3.429 3.439 3.449 3.463 3.431 3.501 3.522 3.543 3.564 3.585 3.606 3.627 3.648 3.666 3.630 3.693 3.705 3.717 3.729 3.741 3.753 3.765 3.777 3.794 3.818 3.345 3.872 3 .900 3.928 3.956 3.934 4.012 4.040 4.064 4.032 4.093 4.114 4.129 4.144 4.159 4.174 4.139 4.204 4.226 4.258 Page: 3 Data 01 Jan 01 01 Jan. 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 Time 0223 0224 0225 0226 0227 0223 0223 0230 0231 0232 0233 0234 0235 0236 0237 0238 0239 0240 0241 0242 0243 0244 0245 0246 0247 0248 0249 0250 0251 0252 0253 0254 0255 0256 0257 0253 0259 0300 0301 0302 0303 0304 0305 0306 0307 0303 0309 0310 0311 0312 0313 Reservoir Storage (ac-ft) 0.00629 0.00535 0.00640 0.00645 0.00651 0.0065S O.OOSS2 0.00667 0.00672 0.00676 0.00679 0.00632 0.00686 0.00689 0.00692 0.00695 0.00693 0.00702 0.00706 0.00713 0.00720 0.00728 0.00735 0.00743 0.00750 0.00758 0.00766 0.00773 0.00780 0.00785 0.00790 0.00795 0.00300 0.00804 0.00809 0.00314 0.00319 0.00823 0.00330 0.00841 0.00852 0.00364 0.00876 0.00338 0.00900 0.00913 0.00925 0.00937 0.00943 0.00957 0.00965 Reservoir Elevation (ft) 91.330 91.383 31.387 91.390 91.393 91.397 91.400 31.403 31.406 31.403 31.410 31.412 91.414 91.416 91.413 91.420 91.422 91.424 91.427 91.431 91.435 91.440 91.444 31.449 91.453 91.458 91.463 91.467 31.471 31.475 31.477 91.480 91.483 91.485 91.483 31.492 91.495 91.497 91.502 91.508 91.515 91.522 91.529 91.537 91.544 91.551 31.559 91.565 91.573 91.578 91.533 Inflow (Cfa) 4.331 4.363 4.405 4.442 4.479 4. 515 4.553 4.590 4.612 4.634 4.656 4.673 4.700 4.722 4.744 4.766 4.783 4.810 4.862 4.914 4.365 5.013 5.070 5.122 5.174 5.226 5.278 5.330 5.362 5.334 5.426 5.453 5.490 5.522 5.554 5.586 5.618 5.650 5.733 5.816 5.833 5.332 6.065 6.143 6.231 6.314 6.397 6.480 6.535 6.590 6.545 Outflow (cfs) 4.293 4.329 4.366 4.403 4.440 4.477 4.514 4.551 4.583 4.609 4.632 4.654 4.676 4.699 4.721 4.743 4.765 4.787 4.313 4.853 4.912 4.353 5.015 5.067 5.119 5.171 5.223 5.275 5.320 5.357 5.391 5.424 5.456 5.488 5.520 5.552 5.584 5.616 5.664 5.735 5.813 5.335 5.377 6.060 6.143 6.226 6.303 6.392 6.466 6.523 6.535 Page: 4 Date 01 Jan 01 01 Jan 01 01 Jan 01 . 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan. 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 Tiiaa 0314 0215 031S 0317 0313 0319 0320 0321 0322 0323 0324 0325 0326 0327 0323 0329 0330 0331 0332 0333 0334 0335 0336 0337 0338 0339 0340 0341 0342 0343 0344 0345 034 6 0347 0343 0349 0350 0351 0352 0353 0354 0355 035S 0357 0353 0359 0400 0401 0402 0403 0404 Reservoir Storage (ac-ft) 0.00973 0.00982 0.00?90 0.00993 0.0100S 0.01014 0.01022 0.01035 0.01054 0.0107S 0.01093 0.01121 0.01143 0.01166 0.01189 0.01212 0.01235 0.01256 0.01275 0.01293 0.01310 0.01323 0.01345 0.013 S3 0.01330 0.01398 0.01415 0.01448 0.01503 0.01SSS 0.01532 0.01711 0.01823 0.01966 0.02133 0.02320 0.02522 0.02743 0.02933 0.03251 0.03523 0.03817 0.04113 0.04417 0.0472S 0.05039 0.05355 0.05380 O.OS774 0.03011 0.09534 Reservoir Elevation (ft) 91.588 91.593 91.598 91.603 91.608 91.613 91.617 91.625 91.637 91.650 91.663 91.677 91.691 91.705 91.719 91.732 91.746 91.759 91.770 91.731 91.792 91.802 91.813 91.323 91.334 91.344 91.855 91.875 91.903 91.946 91.986 92.011 92.033 92.061 92.094 92.130 92.170 92.213 92.261 92.312 92.367 92.423 92.481 92.540 92.501 92.662 92.724 92.327 * 93.001 93.125 93.233 Inflow (cfa) 6.700 6.755 6.310 6.365 6.920 6.975 7.030 7.186 7.342 7.498 7.654 7.810 7.965 • 8.122 8.278 3.434 8.590 3.709 8.828 8.947 9.066 9.185 9.304 9.423 9.542 9.561 9.780 10.238 10.696 11.154 11.512 12.070 12.528 12.986 13.444 13.902 • 14.360 14.943 15.536 16.124 16.712 17.300 17.838 18.475 19.054 19.552 20.240 24.196 23.152 32.103 36.064 Outflow (c£s) 6.641 6.696 6.751 6.306 6.861 6.916 6.971 7.059 7.190 7.337 7.490 7.645 7.800 7.956 8.112 8.263 3.424 8.568 8.696 8.819 8.939 9.058 9.177 9.296 9.415 9.534 9.653 9.381 10.256 10.584 11.131 11.392 11.591 11.848 12.149 12.484 12.847 13.245 13.685 14.157 14.655 15.172 15.706 16.251 16.305 17.367 17.935 18.878 20.479 21.819 23.523 Pago: 5 Date 01 Jan 01 01 Jan 01 01 Jan 01 . 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 ' Tima 0405 040S 0407 0403 0403 0410 0411 0412 0413 0414 0415 041S 0417 0413 0413 0420 0421 0422 0423 0424 0425 0426 0427 0423 0423 0430 0431 0432 0433 0434 0435 0436 0437 0438 0433 0440 0441 0442 0443 0444 0445 0446 0447 0443 0443 0450 0451 0452 0453 0454 0455 Reservoir Storage (ac-ft) 0.11445 0.13554 0.15873 0.13450 0.21344 0.24572 0.27526 0.29S41 0.30371 0.31570 0.31435 0.307S5 0.23443 0.27578 0.25133 0.22317 0.13233 0.15425 0.13314 0.11517 0.09431 0.07S97 0.06132 0.04324 0.03758 0.02873 O.Q21SO 0.01537 0.01259 0 . 01.122 0.01055 0.01017 0.00987 0.009SO 0.00335 0.00910 0.00839 0 .00372 0.00857 0.00842 0.00827 0.00313 0.00733 0.00784 0.00770 0.00756 0.00743 0.00732 0.00722 , 0.00712 0.00703 Reservoir Elevation (ft) 93.459 93 .581 93 .314 94.109 94.292 94.49S 94.533 94.317 94.901 94.333 34.333 34.333 34.804 94.SBS 94.535 94.353 94.1S2 33.369 93.707 33.477 33.273 93.033 32.876 92.620 92.411 32.240 92.093 91.965 91.761 91.678 91.638 31.614 91.595 91.580 91.555 91.550 91.537 91.527 91.518 91.509 91.500 91.491 91.483 91.474 91.465 31.457 91.449 91.442 91.436 91.430 31.425 Inflow (cfs) 40 .020 43.376 47.332 51.833 55.844 59.300 54.372 50.144 45.316 40.488 35.650 30.832 2S.004 21.176 16.343 11.520 11.133 10.758 10.377 3.335 3. SIS 3.234 8.353 8.472 8.091 7.710 7.542 7.374 7.205 7.038 5.870 6.702 6.534 6.356 6.133 6.030 5.332 5.834 5.736 5.638 5.540 5.442 5.344 5.246 5.148 5.050 4.335 4.320 4.855 4.790 4.725 Outflow i (cfs) 25.533 27.825 30.343 32.130 33.580 35.193 36.573 37.738 33.404 38.704 38.662 38.301 37.642 36.704 35.507 34.063 32.550 30.935 28.107 25.618 23.422 21.478 19.331 16.982 15.056 13.483 12.138 10.336 8.591 7.652 7.206 5.937 5.733 6.552 6.379 6.210 6.064 5.948 5.344 5.744 5.645 5.545 5.443 5.350 5.252 5.154 5.067 4.994 4.925 4.360 4.734 Page: 6 Date 01 Jan 01 01 Jan 01 01 Jan 01 . 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 Tims 0455 0457 0458 0459 0500 0501 0502 0503 0504 0505 0506 0507 0503 0509 0510 0511 0512 0513 0514 0515 0515 0517 0513 0519 0520 0521 0522 0523 0524 0525 0525 0527 0528 0529 0530 0531 0532 0533 0534 0535 053S 0537 0538 0539 0540 0541 0542 0543 0544 0545 054S Rasarvoir Storage (ac-It) O.OOS93 0.00684 O.OOS74 0.00565 0.00655 O.OOS46 0.00539 0.00631 O.OOS24 O.OOS17 0.00610 O.OOS03 0.00596 0.00589 0.00582 0.0057S 0.00570 0.00564 0.00559 0.00554 0.00549 0.00543 0.00538 0.00533 0.00527 0.00523 0.00518 0.00514 0.00509 0.00505 0.00501 0.00497 0.00492 0.00488 0.00484 0.00480 0.0047S 0.00473 0.00469 0.00466 0.00463 0.00459 0.0045S 0.00453 0.00449 0.0044S 0.00443 0.00440 0.00437 0.00434 0.00431 Reservoir Elevation (ft) 91.419 91.413 91.407 91.402 91.396 91.391 91.386 91.332 91.377 91.373 91.369 91.364 91.360 91.356 91.352 91.348 91.344 91.341 91.338 91.335 91.331 91.328 91.325 91.322 91.319 91.316 91.313 91.310 91.308 91.305 91.303 91.300 91.298 91.295 91.292 91.290 91.283 91.286 91.234 91.282 91.230 91.278 91.276 91.273 91.271 91.269 91.263 91.266 91.264 91.262 91.261 Inilow (c£s) 4.SSO 4.595 4.530 4.4S5 4.400 4.352 4.304 4.256 4.208 4.160 4.112 4.064 4.016 3.963 3.920 3.884 3.848 3.812 3.775 3.740 3.704 3.663 3.632 3.59S 3.560 3.531 3.502 3.473 3.444 3.415 3.336 3.357 3.328 3.299 3.270 3.247 ' 3.224 3.201 3.178 3.155 3.132 3.109 3.036 3.053 3.040 3.020 3.000 2.980 2.960 2.940 2.920 Outflow (cfs) 4.729 4.664 4.599 4.534 4.469 4.410 4.357 4.308 4.259 4.211 4.163 4.115 4.057 4.019 3.971 3.927 3.888 3.851 3.815 3.778 3.742 3.706 3.570 3.634 3.598 3.555 3.534 3.504 3.475 3.446 3.417 3.388 3.359 3.330 3 .301 3.274 3.249 3.226 3.203 3.130 3.156 3.133 3.110 3.037 3.054 3.042 3.022 3.001 2.931 2.951 2.941 Page: 7 1 Date 1j 1 01 Jan 01 01 Jan 01 01 Jan 01 . 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 01 Jan 01 Time 0547 0543 OS49 0550 0551 0552 0553 0554 0555 055S 0557 0553 0559 0600 Rssarvoir Storage (ac-St) 0.00423 0.00425 0.00422 0.00419 0.00417 0.00414 0.00412 0.00409 0.00407 0.00404 0.00402 0.00399 0.00397 0.00394 Raaervoir Slavaeion (ft) 91.259 91.257 91.255 91.253 91.252 91.250 91.249 91.247 91.246 91.244 91.243 91.241 91.240 91.233 Inflow (cfs) 2.900 2.330 2.3SO 2.840 2.323 2. 805 2.789 2.772 2.755 2.738 2.721 2.704 2. £37 2.S70 Outflow <cfa) 2.921 2.901 2.881 2.8S1 2.342 2.325 2.807 2.790 2.773 2.75S 2.739 2.722 2.705 2.688 Page: 8 VI La Costa Greens Neighborhood 1.17 Storm Water Management Plan CHAPTER 6 - FLOW-BASED BMPs DEtfe H:\REPORTS\23S2M09GrMin1.17\SWMP01.doc w.o. 2352-109 1/31/2005 2:10 PM La Costa Greens Neighborhood 1.17 Storm Water Management Plan CHAPTER 6 - FLOW-BASED BMPs 6.1 - Design Criteria Flow-based BMPs shall be designed to mitigate the maximum flowrate of runoff produced from a rainfall intensity of 0.2 inch per hour. Such BMPs utilize either mechanical devices (such as vaults that produce vortex effects) or non-mechanical devices (based on weir hydraulics and specially designed filters) to promote settling and removal of pollutants from the runoff. Per the request of the City of Carlsbad, 85th percentile flow calculations were performed using the Rational Method. The basic Rational Method runoff procedure is as follows: Design flow (Q) = C * I * A Runoff Coefficient C - In accordance with the County of San Diego standards, the weighted runoff coefficient for all the areas draining to the treatment unit was determined using the areas analyzed in the final engineering hydrology report. The runoff coefficient is based on the following characteristics of the watershed: Land Use - Single Family Residential in Developed Areas - Soil Type - Hydrologic soil group D was assumed for all areas. Group D soils have very slow infiltration rates when thoroughly wetted. Consisting chiefly of clay soils with a high swelling potential, soils with a high permanent water table, soils with clay pan or clay layer at or near the surface, and shallow soils over nearly impervious materials, Group D soils have a very slow rate of water transmission. Rainfall Intensity (I) - Regional Water Quality Control Board regulations and NPDES criteria have established that flow-based BMPs shall be designed to mitigate a rainfall intensity of 0.2 inch per hour. Watershed Area (A) - Corresponds to total area draining to treatment unit. 6.2 - Vortechs Treatment Units The Vortechs Storm Water Treatment System is designed to efficiently remove grit, contaminated sediments, metals, hydrocarbons and floating contaminants from surface runoff. Combining swirl-concentrator and flow-control technologies to eliminate turbulence within the system, the Vortechs System ensures the effective capture of sediment and oils and prevents resuspension of trapped pollutants for flows up to 25 cfs. DE:d> H:\R6PORTSl2352\109Grwns1.t7\SWMP01.doc ».o. 2352-109 1/31/2005 12:56 PM La Costa Greens Neighborhood 1.17 Storm Water Management Plan Other features of the Vortechs Systems include the following: Large capacity system provides an 80 percent net annual Total Suspended Solids (TSS) removal rate Unit is installed below grade Low pump-out volume and one-point access reduce maintenance costs Design prevents oils and other floatables from escaping the system during cleanout Enhanced removal efficiencies of nutrients and heavy metals with offline configuration The tangential inlet to the system creates a swirling motion that directs settleable solids into a pile towards the center of the grit chamber. Sediment is caught in the swirling flow path and settles back onto the pile after the storm event is over. Floatable entrapment is achieved by sizing the low flow control to create a rise in the water level of the vault that is sufficient to just submerge the inlet pipe with the 85th percentile flow. 6.3 - Pollutant Removal Efficiency Table Pollutant of Concern BMP Categories Hydrodynamic Separation Devices(2) Sediment M-H Nutrients L-M Heavy Metals L-M Organic Compounds L-M Trash & Debris M-H Oxygen Demanding Substances Bacteria Oil & Grease L-H Pesticides (1) The County will periodically assess the performance characteristics of these BMPs to update this table. (2) Proprietary Structural BMPs. Not all serve the same function. L (Low): Low removal efficiency (roughly 0-25%) M (Medium): Medium removal efficiency (roughly 25-75%) H (High): High removal efficiency (roughly 75-100%) U: Unknown removal efficiency, applicant must provide evidence supporting use Sources: Guidance Specifying Management Measures for Sources ofNonpoint Pollution in Coastal Waters (1993), National Stormwater Best Management Practices Database (2001), and Guide for BMP Selection in Urban Developed Areas (2001). DE:de M:\REPORTS12352\109 Giwns 1.17\SWMP01.doc w.o. 2352-109 1/31/2005 1156 PM La Costa Greens Neighborhood 1.17 Storm Water Management Plan 6.4 - Maintenance Requirements Flow-based storm water treatment devices should be inspected periodically to assure their condition to treat anticipated runoff. Maintenance of the proposed Vortechnics units includes inspection and maintenance 1 to 4 times per year. Maintenance of the Vortechs units involves the use of a "vactor truck", which clears the grit chamber of the treatment unit by vacuuming all the grit, oil and grease, and water from the sump. Typically a 3-man crew is required to perform the maintenance of the treatment unit. Properly maintained Vortechs Systems will only require evacuation of the grit chamber portion of the system. In some cases, it may be necessary to pump out all chambers. In the event of cleaning other chambers, it is imperative that the grit chamber be drained first. Proper inspection includes a visual observation to ascertain whether the unit is functioning properly and measuring the amount of deposition in the unit. Floatables should be removed and sumps cleaned when the sump storage exceeds 85 percent of capacity specifically, or when the sediment depth has accumulated within 6 inches of the dry-weather water level. The rate at which the system collects pollutants will depend more heavily on site activities than the size of the unit. - Maintenance of the site BMPs will be the responsibility of the Homeowners Association. A maintenance plan will be developed and will include the following information: Specification of routine and non-routine maintenance activities to be performed A schedule for maintenance activities Name, qualifications, and contact information for the parties responsible for maintaining the BMPs For proper maintenance to be performed, the storm water treatment facility must be accessible to both maintenance personnel and their equipment and materials. 6.5 - Operations and Maintenance Plan The operational and maintenance needs of a Vortechs unit include: Inspection of structural integrity and screen for damage. Animal and vector control. Periodic sediment removal to optimize performance. Scheduled trash, debris and sediment removal to prevent obstruction. The facility will be inspected regularly and inspection visits will be completely documented: DE:ds H:\REPORTS\Z352M09GrMns1.17\SWMP01.doc W.O. 2352-109 1/31/2005 12:58 PM La Costa Greens Neighborhood 1.17 Storm Water Management Plan Preventive maintenance activities for a flow-based treatment unit are: Trash and Debris Removal - trash and debris accumulation will be monitored during both the dry and wet season and after every large storm event (rainfall events in excess of 1 inch). Trash and debris will be removed from the Vortechs unit annually (at the end of the wet season). Trash and debris will also be removed when material accumulates to 85% of the unit's sump capacity, or when the floating debris is 12 inches deep (whichever occurs first). Sediment Removal - sediment accumulation will be monitored during both the wet and dry season, and after every large storm (1.0 inch). Sediment will be removed from the Vortechs unit annually (at the end of the wet season). Sediment will also be removed when material accumulates to 85% of the unit's sump capacity, or when the floating debris is 12 inches deep (whichever occurs first). Disposal of sediment will comply with applicable local, county, state or federal requirements. Corrective maintenance is required on an emergency or non-routine basis to correct problems and to restore the intended operation and safe function of a Vortechs unit. Corrective maintenance activities include: Removal of Debris and Sediment Structural Repairs - Once deemed necessary, repairs to structural components of a Vortechs unit will be completed within 30 working days. Qualified individuals (i.e., the manufacturer representatives) will conduct repairs where structural damage has occurred. 6.6 - Schedule of Maintenance Activities Target Maintenance Frequency -At a minimum, treatment unit should be cleaned annually. Maintenance Activity - Annual inspection and cleanout Clear grit chamber unit with vactor truck. Perform visual inspection Remove floatables DEde tt\REPORTS\2352«09G™«ni1.1'ASWMP01.doc w.o. 2332-109 1/31/200512:58 PM La Costa Greens Neighborhood 1.17 Storm Water Management Plan 6.7 -Annual Operations & Maintenance Costs The following costs are intended only to provide a magnitude of the costs involved in maintaining BMPs. Funding shall be provided by the Master Home Owners Association for the La Costa Greens. Approximate annual maintenance costs for the proposed Vortechs unit are outlined below. Costs assume a 3 man crew: Maintenance for Vortechs model 7000: Periodic Inspection, Maintenance and Monitoring = $800 Annual Cleanout Cost = $1,750 Subtotal = $2,550 Contingency = $255 Total = $2,805 D£:do H:\REPORTS\2352\109Grami1.17\SWMP01.doc ».o. 2352-109 1/31/2005 12:53 PM VII La Costa Greens Neighborhood 1.17 Storm Water Management Plan CHAPTER 7 - SOURCE CONTROL BMPS DE:de H:\REPORTS\2352U09Greein1.17\SWMP01.iKie w.o. 2352-109 1/31/2005 2:10 PM La Costa Greens Neighborhood 1.17 Storm Water Management Plan CHAPTER 7 - SOURCE CONTROL BMPS 7.1 - Landscaping Manufactured slopes shall be landscaped with suitable ground cover or installed with an erosion control system. Homeowners should be educated as to the proper routine maintenance to landscaped areas including trimming, pruning, weeding, mowing, replacement or substitution of vegetation in ornamental and required landscapes. Per the RWQCB Order, the following landscaping activities are deemed unlawful and are thus prohibited: - Discharges of sediment Discharges of pet waste Discharges of vegetative clippings - Discharges of other landscaping or construction-related wastes. 7.2 - Urban Housekeeping Fertilizer applied by homeowners, in addition to organic matter such as leaves and lawn clippings, all result in nutrients in storm water runoff. Consumer use of excessive herbicide or pesticide contributes toxic chemicals to runoff. Homeowners should be educated as to the proper application of fertilizers and herbicides to lawns and gardens. The average household contains a wide variety of toxins such as oil/grease, antifreeze, paint, household cleaners and solvents. Homeowners should be educated as to the proper use, storage, and disposal of these potential storm water runoff contaminants. Per the RWQCB Order, the following housekeeping activities are deemed unlawful and are thus prohibited: Discharges of wash water from the cleaning or hosing of impervious surfaces including parking lots, streets, sidewalks, driveways, patios, plazas, and outdoor eating and drinking areas (landscape irrigation and lawn watering, as well as non-commercial washing of vehicles in residential zones, is exempt from this restriction) - Discharges of pool or fountain water containing chloride, biocides, or other chemicals Discharges or runoff from material storage areas containing chemicals, fuels, grease, oil, or other hazardous materials - Discharges of food-related wastes (grease, food processing, trash bin wash water, etc.). OEde H:\REPORTS\23S2M09Greera1.17\SWMP01.doc w.o. 2352-109 1/31/2005 12:58 PM La Costa Greens Neighborhood 1.17 Storm Water Management Plan 7.3 - Automobile Use Urban pollutants resulting from automobile use include oil, grease, antifreeze, hydraulic fluids, copper from brakes, and various fuels. Homeowners should be educated as to the proper use, storage, and disposal of these potential storm water contaminants. Per the RWQCB Order, the following automobile use activities are deemed unlawful and are thus prohibited: - Discharges of wash water from the hosing or cleaning of gas stations, auto repair garages, or other types of automotive service facilities. - Discharges resulting from the cleaning, repair, or maintenance of any type of equipment, machinery, or facility including motor vehicles, cement- related equipment, port-a-potty servicing, etc. - Discharges of wash water from mobile operations such as mobile automobile washing, steam cleaning, power washing, and carpet cleaning. The Homeowners Association should make all homeowners aware of the aforementioned RWQCB regulations through a homeowners' education program. A monitoring program should also be implemented to insure compliance. 7.4 - Site Design BMPs Priority projects, such as the La Costa Greens Neighborhood 1.17 development, shall be designed to minimize, to the maximum extent practicable the introduction of pollutants and conditions of concern that may result in significant impact, generated from site runoff to the storm water conveyance system. Site design components can significantly reduce the impact of a project on the environment. The following design techniques have been proposed to accomplish this goal. - Implementing on-lot hydrologically functional landscape design and management practices; Additional detail regarding landscaping design is discussed in section 7.1. - Minimizing project's impervious footprint. Methods of accomplishing this goal include constructing streets, sidewalks, and parking lots to the minimum widths necessary without compromising public safety. Another method for minimizing impervious area includes incorporating landscaped areas in the drainage system to encourage infiltration and reduce the amount of directly connected impervious areas. - Minimizing directly connected Impervious Areas. Where landscaping is proposed, drain rooftops into adjacent landscaping prior to discharging to the storm water conveyance system. DE:dB H:\REPORTSV2352M09 Greans 1.17\SWMP02.doc ,,5«$5<}qS 4:27 PM What you should know before using Concrete and Mortar ... In the City of Carlsbad, storm drains flow directly into local creeks, lagoons and the ocean without treatment. Storm water pollution is a serious problem for our natural environment and for people who live near streams or wetlands. Storm water pollution comes from a variety of sources including oil, fuel, and fluids, from vehicles and heavy equipments, pesticide runoff from landscaping, and from materials such as concrete and mortar from construction activities. The City of Carlsbad is committed to improving water quality and reducing the amount of pollutants that enter our precious waterways. A Clean Environment is Important to All of Us!• >i':tf'--~ •^•" '"^Sff''''-'JVl9:,sKfjf^ljjpfeftj*;,*^afteisiKfWf <A^ortar Projects Best Management Practices for Homeowners and Contractors * Protec „%'" .^-v,^%--?7- •*-•?=" ' *"" : ~ • ' '••"^*^ City of Carlsbad 1635 Faraday Avenue Carlsbad, CA 92008 Storm Water HOTIine: 760-602-2799 stormwater@ci.carlsbad.ca.us Storm March 2003 i j i i 1 t Only Rain in the Storm Drain! Pollution Prevention is up to YOU! Did you know that storm drains are NOT connected to sanitary sewer systems or treatment plants? The primary purpose of storm drains is to carry rainwater away from developed areas to prevent flooding. Untreated pollutants such as concrete and mortar flow directly into creeks, lagoons and the ocean and are toxic to fish, wildlife, and the aquatic environment. Disposing of these materials into storm drains causes serious ecological problems—and is PROHIBITED by law. Do the Job Right! This brochure was designed for do-it- yourself remodelers, homeowners, masons and bricklayers, contractors, and anyone else who uses concrete or mortar to complete a construction project. Keep storm water protection in mind whenever you or people you hire work on your house or property. STORM WATER HOTLINE 760-602-2799 Best Management Practices Best Management Practices or BMPs are procedures and practices that help to prevent pollutants such as chemicals, concrete, mortar, pesticides, waste, paint, and other hazardous materials from entering our storm drains. All these sources add up to a pollution problem. But each of us can do our part to keep storm water clean. These efforts add up to a pollution solution! What YOU Can Do; • Set up and operate small mixers on tarps or heavy plastic drop cloths. • Don't mix up more fresh concrete or mortar than you will need for a project. • Protect applications of fresh concrete and mortar from rainfall and runoff until the material has dried. • Always store both dry and wet materials undercover, protected from rainfall and runoff and away from storm drains or waterways. • Protect dry materials from wind. Secure bags of concrete mix and mortar after they are open. Don't allow dry products to blow into driveways, sidewalks, streets, gutters, or storm drains. • Keep all construction debris away from the street, gutter and storm drains. Never dispose of washout into the street, storm drains, landscape drains, drainage ditches, or streams. Empty mixing containers and wash out chutes onto dirt areas that do not flow to streets, drains or waterways, or allow material to dry and dispose of properly. Never wash excess material from bricklaying, patio, driveway or sidewalk construction into a street or storm drain. Sweep up and dispose of small amounts of excess dry concrete, grout, and mortar in the trash. Wash concrete or brick areas only when the wash water can flow onto a dirt area without further runoff or drain onto a surface which has been bermed so that the water and solids can be pumped off or vacuumed up for proper disposal. Do not place fill material, soil or compost piles on the sidewalk or street. If you or your contractor keep a dumpster at your site, be sure it is securely covered with a lid or tarp when not in use. During cleanup, check the street and gutters for sediment, refuse, or debris. Look around the corner or down the street and clean up any materials that may have already traveled away from your property. A clean environment is important to all of us! NOT connected to sanitary sewer systems and treatment plants? The primary purpose of storm drains is to , carry rainwater away from developed areas to prevent flooding. Untreated storm water and the pollutants it carries flow directly into creeks, lagoons and the ocean. In recent years, sources of water pollution like industrial waters from factories have been greatly reduced. However, now the majority of water pollution occurs from things like cars leaking oil, fertilizers from farms and gardens, failing septic tanks, pet waste and residential car washing into the storm drains and into the ocean and waterways. fir.'-! All these sources add up to a pollution problem! But each of us can do our "'• part to help clean up our water and ;~ that adds up to a pollution solution! Car washing courtesy of Quality Con cooperative yertjure"-" between Ecology7Kin'EBSunjS^d, ;;|-V V , I City of Ca 1635 Fara Carlsbad Storm Wat 760-602-2 MM"*, car washing? There's no problem with washing your car. It's just how and where you do it. Most soap contains phosphates and other chemicals that harm fish and water quality. The soap, together with the dirt, metal and oil washed from your car, flows into nearby storm drains which run directly into lakes, rivers or marine waters. phosphates from the soap can g'eause excess algae to grow. Algae llook bad, smell bad, and harm water f/quality. As algae decay, the process uses up oxygen in the water that fish need. :J3-f~ "'•" How can YOU help keep the environment clean? Having a clean environment is of primary importance for our health and economy. Clean waterways provide commercial opportunities, recreation, fish habitat and add beauty to our landscape. YOU can help keep our ocean, creeks and •lagoons clean by applying , the following tips: , • Use soap sparingly. • Use a hose nozzle with a trigger to save water. . • Pour your bucket of soapy water - down the sink when you're done, not in the street. r • Avoid using engine and wheel -•cleaners or degreasers. f. rTake your car to a commercial car wash, especially if you plan to clean the engine or the bottom of your car. Most car washes reuse wash water several times before sending it to the sewer system for treatment. • Hire only mobile detail operators that will capture wash water and chemicals. It is unlawful for commercial vehicle washing operators to allow wash water to enter the storm drain system. Did you know that storm drains are NOT connected to sanitary sewer systems and treatment plants? £ The primary purpose of storm drains js Jo carry rainwater away from "Undeveloped areas to prevent flooding. Untreated storm water and the '** ^pollutants it carries, flow directly into creeks, lagoons and the ocean. In recent years, sources of water |rt, pollution like industrial waters from > factories have been greatly reduced. However now, the majority of water pollution occurs from things like cars saking oil, fertilizers from farms and ^gardens, failing septic tanks, pet Waste and residential car washing into Jhe storm drains and into the ocean and waterways.mAll these sources add up to a pollution •'. problem! But each of us can do small to help clean up our water and that adds up to a pollution solution! What's the problem with fertilizers and pesticides? Fertilizer isn't a problem—IF it's used carefully. If you use too much fertilizer or apply it at the wrong time, it can easily wash off your lawn or garden into storm drains and then flow untreated into lakes or streams. Just like in your garden, fertilizer in lagoons and streams makes plants grow. In water bodies, extra fertilizer can mean extra algae and aquatic plant growth. Too much algae harms water quality and makes boating, fishing and swimming unpleasant. As algae decay, they use up oxygen in the water that fish and other wildlife need. Fertilizer photo is used courtesy of the Water Quality Consortium, a cooperative venture between the Washington State Department of Ecology, King County and the cities of Bellevue, Seattle and Tacoma. 'rotec Storm Water HOTIine: 760-602-2799 stormwater@ci.carlsbad.ca.us City of Carlsbad 1635 Faraday Avenue Carlsbad CA 92008 www.ci.carlsbad.ca.us Printed on recycled paper - , ijy Rain in th^iwrm Drain I ;'' iU*T, , *.**i-- fot^te--^- > How can YOU help keep the environment clean? Having a clean environment is of jjriinary importance for our health and iQQflomy. Clean waterways provide fommercial opportunities, recreation, fjsh habitat and add beauty to our l landscape. YOU can help keep our V&eek's, lagoons and ocean clean by Applying the following tips: -a-^f>^~-Don't blow or rake leaves and other yard waste into the street or gutter. ,,r , • Recycle yard waste or start your own y^'-l' compost pile. Don't over irrigate. Use drip ^i 'I, irrigation, soaker hoses or micro- 4^J' - spray system and water early in the morning. t If you have a spray head sprinkler ^'system, consider adjusting your watering method to a cycle and soak, Instead of watering for 15 minutes straight, break up the session into 5 minute intervals allowing water to soak in before the next application. 1 Keep irrigation systems well- maintained and water only when needed to save money and prevent over-watering. Use fertilizers and pesticides sparingly. Have your soil tested to determine the nutrients needed to maintain a healthy lawn. Consider using organic fertilizers— they release nutrients more slowly. Leave mulched grass clippings on the lawn to act as a natural fertilizer. • Use pesticides only when absolutely necessary. Use the least toxic product intended to target a specific pest, such as insecticidal soaps, boric acid, etc. Always read the label and use only as directed. • Use predatory insects to control harmful pests when possible. • Properly dispose of unwanted pesticides and fertilizers at Household Hazardous Waste collection facilities. For more information on landscape irrigation, please call 760-438-2722. Master Gardeners San Diego County has a Master Gardener program through the University of California Cooperative Extension. Master Gardeners can provide good information * £» about dealing with specific pests and plants. You may call the Master Gardener Hotline at 858-694-2860 or check out their website at www.masterqardenerssandieqo org. The hotline is staffed Monday—Friday, 9 am—3 pm, by experienced gardeners who are available to answer specific questions. Information from Master Gardeners is free to the public. L-ti'. pV ' jUn medio ambiente limpio es importante para todos! K«i^^ J-2~; :T* iSabia usted que los desagues de Uuvia 6 alcantarillas no estan conectadas al sistema de drenaje sanitario 6 a las plantas de tratamiento de aguas negras? La funcidn principal del desague 6 las ^.fllcantarillas es remover el agua de Uuvia y /"•as! evitar inundaciones. El agua que entra b,en los desagues va directamente a los arroyos, lagos y el oceano junto con la £- contamination depositada en las i alcantarillas y las calles. ?.;En estos dias la contaminacion del agua .. causada directamente por fabricas e ^"jndustrias se ha reducido * significantemente. Ahora la mayoria de la J contaminacion del agua origina de carros £;que tiran aceite, el sobre uso de g^fertlfzantes para plantas, tanques ptjcos danados, suciedad de animales y lavado de carros en zonas residenciales. pr&'-fodos estos contaminantes se acumulan en tos desagues 6 alcantarillados y son S?-' acarreados directamente al oceano cuando llueve. j.Ensuma todos contribuimos a un gran ?pr_oblema de contaminacion. jPero cada ^uno de nosotros puede hacer algo para p^iimpiar el agua y participar en la solution ;£? a la contaminacion! iCual es el problema creado por el uso de fertilizantes y pesticidas? El fertilizante no es un problema SI se usa con cuidado. Usar un exceso de fertilizante 6 en la temporada incorrecta results en el que el fertilizante se deslave con la Uuvia y se vaya por el desague 6 alcantarillas a nuestros arroyos, lagos y el oceano. Los fertilizantes en nuestros lagos y arroyos hacen que las plantas crezcan, tal como en el jardin. Pero en el oceano el fertilizante causa que las algas y plantas acuaticas sobrecrezcan. Y el exceso de algas marinas pueden ser daninas a la calidad del agua y causar que la pesca, natacion y navegacion sean desagradables. Al echarse a perder las algas consumen el oxigeno del agua que los peces y otros animales necesitan para sobrevivir. La fotograffa al frente es cortesfa del Consorcio de Calidad de Agua, en cooperacion con el Departamento Ecologico del Estado de Washington, el Condado de King, y las ciudades de Bellevue, Seattle yTacoma. 'rotec Linea de Asistencia: 760-602-2799 stormwater@ci.carlsbad.ca.us Ciudad de Carlsbad 1635 Faraday Avenue Carlsbad CA 92008 www.ci.carlsbad.ca.us '••7A**KvJ '#i< ""C'^V' 1<! < '1'»44»4i, «.K"i- *• i* *"'•*•« €-« *i " -• rt ''l~ * ^rtf" 'V^V fV i"-* ~'1 ~" " ^i*1#^* Uuvia en-el Alca.ntarijlado! *, '' " "* Ciudad de Carlsbad Programa de Protection del Sistema de Alcantarillado (Drenaje Pluvial) f \Printe'1 °n recycled paper jUsted puede ayudar a mantener nuestro medio ambiente limpio! '•V fJfj!*-&• iV &*•-,ry', Mantener el medio ambiente limpio es rrwy importante para nuestra salud y la eeonomia. Conservar el agua limpia proporciona oportunidades para usos comerciales, recreativos, habitat para peees y aves, y agrega belleza a paisaje. Todos podemos ayudar a mantener los arroyos, las lagunas, y el oceano limpios sencillamente siguiendo estos consejos: * Al barrer o usar maquinas sopladoras no permita que las hojas :'- de arbol y el cesped recien cortado entren en las alcantarillas o el . desagiie. « Es preferible, convertir estos - desperdicios del jardin en abono. » Usar sistemas de irrigacion de goteo > y otras tecnicas de conservation del agua son altamente recomendables. • Es preferible regar por la manana. * Los sistemas de riego automatico - *-' son mas eficientes si se programan con ciclos de cinco minutes y mas lentemente para que el agua ledezca bien la tierra. Mantener los sistemas de irrigacion limpios y en buenas condiciones es importante para reducir el desperdicio del agua. Regar solamente cuando sea necesario reduce el uso del agua y ahorra dinero. Para mas informacion sobre sistemas de riego llame al 760-438-2722. Los pesticidas y fertilizantes deben usarse solamente cuando sea absolutamente necesario. Para mantener un pasto saludable se recomienda hacer un analisis de la tierra para determinar cuales fertilizantes aplicar y en que temporada. Es recomendable usar fertilizantes organicos en vez de productos quimicos. En ocasiones se puede dejar el sacate recien cortado sobre el pasto ya que actua como un fertilizante natural. El uso de pesticidas debe ocurrir solo como ultimo recurso. Es preferible usar productos que sean bajos en toxicos, por ejemplo jabones insecticidas, acido borico, etc. Seguir las instrucciones en la etiqueta y usar el producto correctamente evita contaminar el agua de riego y lluvia. Cuando sea posible es preferible usar insectos predadores para controlar plagas. Los pesticidas y fertilizantes vencidos deben desecharse legalmente llevandolos a los centres de coleccion de substancias toxicas localizados en varias ciudades del condado de San Diego. Llame al 760-602-2799 para obtener mas informacion. Master Gardeners El condado de San Diego y la Universidad de California Extension Cooperativa, han creado el programa de Master Gardener. • Los expertos de este programa estan disponibles para proporcionar informaci6n sobre plantas y plagas. Listed puede llamar a la linea de Master Gardeners al 858-694-2860 de lunes a viernes entre 9am y 3pm para obtener respuestas a sus preguntas. La pagina Internet www. masterqardenerssandieqo.org es otro recurso con informacion sobre estos temas. Esta informacion es totalmente gratis al publico „•"'"« A clean environment is important to all of us! Did you know that storm drains are NOT connected to sanitary sewer systems and treatment plants? The primary purpose of storm drains is to carry rainwater away from developed areas to prevent flooding. Untreated storm water and the pollutants it carries, flow directly into creeks, lagoons and the ocean. In recent years, sources of water pollution like industrial waters from factories have been greatly reduced. However now, the majority of water pollution occurs from things like cars leaking oil, fertilizers from farms, lawns and gardens, failing septic tanks, pet waste and residential car washing into the storm drains and into the ocean and waterways. All these sources add up to a pollution problem! But each of us can do small things to help clean up our water and that adds up to a pollution solution! WATER (Q u A L i T ' Motor oil photo is used courtesy of the Water Quality Consortium, a cooperative venture between the Washington State Department of Ecology, King County and the cities of Bellevue, Seattle and Tacoma. Only Rain in the Storm Drain! City of Carlsbad Storm Water Protection Program City of Carlsbad 1635 Faraday Avenue Carlsbad CA 92008 Storm Water HOTIine: 760-602-2799 * RECYCLE,USED OIL Funded by a grant from the California Integrated Waste Management Board iMotor Oil rQh1y Rain in the Storm Drain! City of Carlsbad Storm Water Protection Program Storm Water HOTIine: 760-602-2799 Printed on recycled paper What's the problem with motor oil?How can YOU help keep our environment clean? Oil does not dissolve in water. It lasts a long time and sticks to everything from beach sand to bird feathers. Oil and other petroleum products are toxic to people, wildlife and plants. One pint of oil can make a slick larger than a football field. Oil that leaks from our cars onto roads and driveways is washed into storm drains, and then usually flows directly to a creek or lagoon and finally to the ocean. Used motor oil is the largest single source of oil pollution in our ocean, creeks and lagoons. Americans spill 180 million gallons of used oil each year into our waters. This is 16 times the amount spilled by the Exxon Valdez in Alaska. Having a clean environment is of primary importance for our health and economy. Clean waterways provide commercial opportunities, recreation, fish habitat and add beauty to our landscape. YOU can help keep our ocean, creeks and lagoons clean by applying the following tips: • Stop drips. Check for oil leaks regularly and fix them promptly. Keep your car tuned to reduce oil use. • Use ground cloths or drip pans beneath your vehicle if you have leaks or are doing engine work. • Clean up spills immediately. Collect all used oil in containers with tight fitting lids. Do not mix different engine fluids. • When you change your oil, dispose of it properly. Never dispose of oil or other engine fluids down the storm drain, on the ground or into a ditch. • Recycle used motor oil. There are several locations in Carlsbad that accept used motor oil. For hours and locations, call 760-434-2980. • Buy recycled ("refined") motor oil to use in your car. A clean environment is important to all of us! |r vDid you know that storm drains are connected to sanitary sewer systems and treatment plants? The V primary purpose of storm drains is to|55*''tS- iNfe^.''09!"1^ rainwater away from developed !%%'"**"'areas to prevent flooding. Untreated jv' • -" - storm water and the pollutants it <•«£>-, - carries, flow directly into creeks, pv - lagoons and the ocean. In recent years, sources of water :.- - pollution like industrial waters from •*Hv_ factories have been greatly reduced. >£&£,' However now, the majority of water JF^T,-pollution occurs from things like cars bf1 _'. leaking oil, fertilizers from farms and ;££<;"'gardens, failing septic tanks, pet waste frl.-"', and residential car washing into the I%K storm drains and into the ocean and JMI. these sources add up to a pollution problem! But each of us can do small things to help clean up our water and that adds up to a pollution solution!«?<.« rift WATER lQ U A L I T ' Pet waste photo is used courtesy of the Water Quality Consortium, a cooperative venture between the Washington State Department of Ecology, King County and the cities of Bellevue, Seattle and Tacoma. Storm Water HOTIine: 760-602-2799 stormwater@ci.carlsbad.ca.us City of Carlsbad 1635 Faraday Avenue Carlsbad CA 92008 www.ci.carlsbad.ca.us Printed on recycled paper >&tSSK*~- ijfc v**f, ^»* -"' >' ^W1* » . ! :;;/;- %s, s^'r - oi«-^nfe;f}'.>; '-^ j ^ ^-|.-' r"« pl£R«|in fnlthe Storm Drain!'* •H) * > t €* r,r<f,Mi- -t«,,•»*%•ffe-wr-T-r L*.*~ What's the problem with pet waste? •f Pet waste is a health risk to pets and people, especially children. It's a nuisance in our neighborhoods. Pet Waste is full of bacteria that can make - people sick. This bacteria gets ;.- washed into the storm drain and ends up in our creeks, lagoons and ocean. ; The bacteria ends up in shellfish living '" in these water bodies. People who :,- eat those shellfish may get very sick. preliminary studies show that dog and ;at waste can contribute up to 25% of :the harmful bacteria found in our local Jiagoons. jie responsible and clean up after "yoiir'pdts. It's as easy as 1— 2—3l M."-Bring a bag. !J,i r2, Clean it up. £~~ ^ Dispose of waste ?,k, properly in toilet or tr trash. How can YOU help keep the environment clean? .">•*. a -- Having a clean environment is of primary importance for = ~~7 our health and economy. Clean waterways provide commercial opportunities, recreation, fish habitat and add beauty to our /landscape. YOU can help , \keepourcreeks, lagoons r| and ocean clean by £;applying the following tips: • Carry a plastic bag when .walking pets and be sure to pick up ,_after them. $: Clean up pet waste in your yard .frequently.* fjtT^tf " ,'-*¥«W Pick up after your pets before• J r pleaning patios, driveways and father hard surfaced areas. Never^f- -, -those pet waste into the street or sSutter. The best way to dispose of pet waste is to flush it down the toilet because it gets treated by a sewage treatment plant. Other disposal methods for pet waste include sealing it in a bag and placing in trash or burying small quantities in your yard to decompose. Be sure to keep it away from vegetable gardens. t i ii ft i i i i. i A Clean Environment is Important to All of Us! In the City of Carlsbad, storm drains flow directly into local creeks, lagoons and the ocean without treatment. Storm water pollution is a serious problem for our natural environment and for people who live near streams or wetlands. Storm water pollution comes from a variety of sources including oil, fuel, and fluids, from vehicles and heavy equipment, pesticide runoff from landscaping, and from materials such as concrete, mortar and soil from construction activities. The City of Carlsbad is committed to improving water quality and reducing the amount of pollutants that enter our precious waterways. Protec Best Pracicei -f'"- "'" . '.. ^ '-' ' '" . •.->." Swimming-^t -' Storm Water Protection Program stormwater@ci.carlsbad.ca.us 760-602-2799 City of Carlsbad 1635 Faraday Avenue Carlsbad, CA 92008 f \ Printed on recycled paper ^ .,,. City of Carfsbad ; • .-ff" Storm Water Protection Pro^Aim 760-603-2799 v 3 i i ii ft J t J i i ii i i i l i i ii ti i i i i ii i i 11 11 it Only Rain in the Storm Drain! It's All Just Water, Isn't It? Although we enjoy the fun and relaxing times in them, the water used in swimming pools and spas can cause problems for our creeks, lagoons and the ocean if not disposed of properly. When you drain your swimming pool, fountain or spa to the street, the high concentrations of chlorine and other chemicals found in the water flows directly to our storm drains. Did you know that these storm drains are NOT connected to sanitary sewer systems and treatment plants? The primary purpose of storm drains is to carry rainwater away from developed areas to prevent flooding. Improperly disposing of swimming pool and spa water into storm drains may be harmful to the environment. Best Management Practices Best Management Practices or BAAPs are procedures that help to prevent pollutants like chlorine and sediment from entering our storm drains. Each of us can do our part to keep storm water clean. Using BAAPs adds up to a pollution solution! How Do I 6et Rid of Chlorine? Pool Filters Pool and spa water may be discharged to the storm drain if it has been properly dechlorinated and doesn't contain other chemicals. The good news is that chlorine naturally dissipates over time. Monitor and test for chlorine levels in the pool over a period of 3 to 5 days. Drain the water before algae starts to grow. Consider hiring a professional pool service company to clean your pool, fountain, or spa and make sure they dispose of the water and solids properly. For more information about discharging wastewater to the sanitary sewer, please contact the Encina Wastewater Authority at (760) 438- 3941. Before you discharge your swimming pool or spa water to the storm drain, the water: * Must not contain chlorine, hydrogen peroxide, acid, or any other chemicals. » Can not carry debris or vegetation. « Should have an acceptable pH of 7-8. « Can not contain algae or harmful bacteria (no "green" present). « Flow must be controlled so that it does not cause erosion problems. Clean filters over a lawn or other landscaped area where the discharge can be absorbed. Collect materials on filter cloth and dispose into the trash. Diatomaceous earth cannot be discharged into the street or storm drain systems. Dry it out as much as possible, bag it in plastic and dispose into the trash. Acid Washing Acid cleaning wash water is NOT allowed into the storm drains. Make sure acid washing is done in a proper and safe manner that is not harmful to people or the environment. It may be discharged into the sanitary sewer through a legal sewer connection after the pH has been adjusted to no lower than 5.5 and no higher than 11. Do the Job Right! * Use the water for irrigation.Try draining de-chlorinated pool water gradually onto a landscaped area. Water discharged to landscape must not cross property lines and must not produce runoff. * Do not use copper-based algaecides. Control algae with chlorine or other alternatives to copper-based pool chemicals. Copper is harmful to the aquatic environment. * During pool construction, contain ALL materials and dispose of properly. Materials such as cement, Sunite, mortar, and sediment must not be discharged into the storm drains. VIII La Costa Greens Neighborhood 1.17 Storm Water Management Plan CHAPTER 8 - TREATMENT CONTROL BMP DESIGN FLOW BASED TREATMENT UNIT OEjde H:\REPORTS\2352YI09GrMns1.17\SWMP01.doc w.o. 2352-109 1/31/2009 220PM La Costa Greens Neighborhood 1.17 Storm Water Management Plan CHAPTER 8 - TREATMENT CONTROL BMP DESIGN FLOW BASED TREATMENT UNIT 8.1 - BMP Locations Treatment control BMP design includes a single flow based treatment unit (shown on BMP Location Map located on the following page). The unit is located at the end of the La Costa Greens Neighborhood 1.17 storm drain, prior to discharging to the detention basin. 8.2 - Determination of Design Treatment Flows The 85th percentile design flow rates have been calculated using the Rational Method. Required data for the Rational Method treatment flow determination include the following: - Runoff Coefficient (C) - Rainfall Intensity (I) = 0.20 inches per hour Drainage area to treatment unit (A) Runoff coefficients were derived based upon a weighted average of each area ; tributary to the treatment unit and the associated runoff coefficient. The following table summarizes the parameters used for determination of design flows the proposed flow-based treatment unit. DESIGN RUNOFF DETERMINATION SUMMARY TABLE Treatment Unit La Costa Greens 1.17 Unit Runoff Coefficient (C) 0.58* 85tn Percentile Rainfall (inches/hour) 0.2 Drainage Area (acres) 56.0 85th Pet. Design Flow (cfs) 6.5 *=overall weighted C coefficient for unit is 0.58 DE:d« H:\REPORTS\2352M09GrB8tls1.17\SWMP01.doc w.o. 2352-109 2/13/2005 3:48 AM S n m 2 Rx I 2 $3i "5m -111 ill LU O LU >- < tQ 2 Z Z) o >-m t Q <U Z) X O00cc: ce UJ LJ La Costa Greens Neighborhood 1.17 Storm Water Management Plan 8.3 - Vortechs Treatment Unit Selection In the proposed design, each of the proposed Vortechs units is an offline precast treatment unit. The 85th percentile design flow rate will be forced into the treatment area by a diversion weir built in the upstream junction. Flows in excess of the design flow rate pass over the weir and proceed downstream. The calculations determining the peak flows being forced into the treatment during a 100-year storm event will govern the sizing requirements necessary to adequately treat the entire flow passing through the unit during this significant rainfall event. The following table shows the treatment capacity of the proposed Vortechs, or approved equivalent unit. VORTECHS UNIT TREATMENT CAPACITY TABLE Treatment Unit La Costa Greens 1.17 85tn Pet. Design Flow (cfs) 6.5 Recommended Vortechs Model 7000 Treatment Capacity (cfs) 11.0 As it is evident above, the treatment capacity of the Vortechs Model 7000 is greater than the treatment flow provided from the 85th percentile flow. Flow generated by the 100 Year storm however directs increased flow to the unit of approximately 9.8 cfs. As such, a Vortechs Model 7000 has been selected to treat storm water runoff from the proposed La Costa 1.17 development. DE:de H:\REPORTS\2352\109Greera 1.17\SWVP01.doc w.o. 2352-109 1/31/2003 2:0» PM 85TH PERCENTILE PEAK FLOW AND VOLUME DETERMINATION Modified Rational Method - Effective for Watersheds < 1.0 ml Hunsaker & Associates - San Diego Note: Only Enter Values in Boxes - Spreadsheet Will Calculate Remaining Values [Project Name Work Order Jurisdiction La Costa Greens Neighborhood 1.17 & 1.16 | 2352-109 | City of Carlsbad 11 BMP Location [Upstream of Detention Basin 85th Percentile Rainfall = | 0.65 [inches (from County Isopluvial Map) Developed Drainage Area = Natural Drainage Area = Total Drainage Area to BMP • 56.0 56.0 Dev. Area Runoff Coefficient = Nat. Area Runoff Coefficient = 0.58 Runoff Coefficient = Time of Concentration = 0.58 (from Drainage Study) acres acres acres Dev. Area Percent Impervious = | 45 |% Overall Percent Impervious =• 45 % | 11.0 [minutes RATIONAL METHOD RESULTS Q = CIA where V = CPA where Q = 85th Percentile Peak Flow (cfs) C = Runoff Coefficient I = Rainfall Intensity (0.2 inch/hour per RWQCB mandate) A = Drainage Area (acres) V = 85th Percentile Runoff Volume (acre-feet) C = Runoff Coefficient P = 85th Percentile Rainfall (inches) A = Drainage Area (acres Using the Total Drainage Area: C = 0.58 I = 0.2 inch/hour P = 0.65 inches A = 56.0 acres Q = V = Using Developed Area Only: P = A = Q = V = 6.50 cfs 1.76 acre-feet 0.58 0.2 inch/hour 0.65 inches 56.0 acres 6.50 cfs 1.76 acre-feet Rational Method Results at: La Costa Greens Neighborhoods 1.16 & 1.17 C =0.55 0.70 0.45 0.95 Development Area (ac) 2.90 1.99 1.52 2.23 1.20 2.28 2.22 0.88 0.81 2.58 10.66 0.84 0.38 0.86 0.99 1.33 4.23 2.81 9.48 1.09 2.08 1.64 0.17 0.49 Sum of Areas % Impervious 40.7 40 10.6 65 3.7 0 0.7 0.0 0.0 0.0 0.0 0.0 = = 55.7 ac. 41.6% impervious Weighted Average C = 0.58 I i i i i i i i 11 i i i • i ft i ft i1 i r7J fc i i I "1 La Costa Greens Neighborhoods 1.16 & 1.17 BMP #1 ~ Prior to Detention Basin HYDRAULIC ANALYSIS OF LOW FLOW DIVERSION & VORTECHS UNIT AT CLEANOUT (Node #) LOW FLOW ORIFICE (Q = 6.5 cfs) Weir Formula for Orifices & Short Tubes (free & submerged) Q= Ca(2gh)° Q= Ca(64.32h)- Q= 4.491 a(h)05, where °-s Orifice Size, L = H =14 in. ,a= 1.07 in. (Eqn. 1) 0.56 a = area of orifice opening, h = head (ft) above centerline of orifice sq.ft., invert elevation = 100.00 ft. HIGH FLOW (Q100= 110.1 cfs) Weir Formula for Bypass Weir & Vortechs Weir Q = CLH1 s; C = 3.3 for Bypass 6.2 for Vortechs (Eqn. 2) Bypass: Vortechs: ELEV. (feet) 100.00 100.17 100.25 100.33 100.42 100.50 100.58 100.67 100.75 100.83 100.92 101.00 101.08 101.17 101.25 101.33 101.42 101.50 101.58 101.67 101.75 101.83 101.92 102.00 102.08 102.17 102.25 102.33 102.42 ; 102,50? L= 8.6 L= 1.0 Lo Flow (Eq. 1) Orifice h(ft) 0.0 0.00 0.00 -0.25 -0.17 -0.08 0.00 0.08 0.17 0.25 0.33 0.42 0.50 0.58 0.67 0.75 0.83 0.92 1.00 1.08 1.17 1.25 1.33 1.42 1.50 1.58 1.67 1.75 1.83 1.92" ' Q(cfs) 0.0 0.00 0.00 #NUM! #NUM! #NUM! 0.00 1.39- 1.96 2.40 2.77 3.10 3.40 3.67 3.92 4.16 4.38 4.60 4.80 5.00 5.19 5.37 5.54 5.72 5.88 6.04 6.20 6.35 6.50 ' 6.65.? ft. ©elevation 102.50 ft. ( ft. @ elevation 1 04.00 ft. 105 Weir Flow (Eq. 2) Vortechs Bypass Hffl) 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 "\QM: Q(cfs) 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 'Mo'l H(ft) 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ">.or> v Q(cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ^Q-oa 2.50 ft.) TOTAL ELEV. Q (Cfs) (feet) 0.0 102.58 0.00 102.67 0.00 102.75 #NUM! 102.83 #NUM! 102.92 #NUM! 103.00 0.00 103.08 1.39 103.17 1.96 103.25 2.40 103.33 2.77 103.42 3.10 103.50 3.40 103.58 3.67 103.67 3.92 103.75 4.16 103.83 4.38 103.92 4.60 104.00 4.80 104.08 5.00 104.17 5.19 104.25 5.37 104.33 5.54 104.42 5.72 104.50 5.88 104.58 6.04 104.67 6.20 £104.75-" 6.35 104.83 6.50 104.92 6.65 105.00 Lo Flow (Eq. 1) Orifice h(ft) 2.00 2.08 2.17 2.25 2.33 2.42 2.50 2.58 2.67 2.75 2.83 2.92 3.00 3.08 3.17 3.25 3.33 3.42 3.50 3.58 3.67 3.75 3.83 3.92 4.00 4.08r-^M 4~25 4.33 4.42 Q(cfs) 6.79 6.93 7.07 7.20 7.33 7.46 7.59 7.72 7.84 7.96 8.08 8.20 8.32 8.43 8.54 8.66 8.77 8.88 8.98 9.09 9.19 9.30 9.40 9.50 9.60 9.70-j?yM*, " 9.90 10.00 10.09 Weir Flow (Eq. 2) Vortechs Bypass H(ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.08 0.17 0.25 0.33 0.42 0.50 0.58 0.67fi?5, 0.83 0.92 1.00 Q(cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.15 0.42 0.77 1.19 1.67 2.19 2.76 3.37 "4JJ»~, 4.72 5.44 6.20 H(ft) 0.08 0.17 0.25 0.33 0.42 0.50. 0.58 0.67 0.75 0.83 0.92 1.00 1.08 1.17 1.25 1.33 1.42 1.50 1.58 1.67 1.75 1.83 1.92 2.00 2.08 2.17 '3M 2.33 2.42 2.50 Q(cfs) 0.7 1.9 3.5 5.5 7.6 10.0 12.6 15.4 18.4 21.6 24.9 28.4 32.0 35.8 39.7 43.7 47.9 52.1 56.5 61.1 65.7 70.4 75.3 80.3 85.3 90.5 101.2 106.6 112.2 TOTAL Q (cfs) 7.5 8.9 10.6 12.7 15.0 17.5 20.2 23.2 26.3 29.6 33.0 36.6 40.3 44.2 48.2 52.4 56.6 61.0 65.7 70.6 75.7 80.9 86.4 92.0 97.7 103.6 tf&Ml 115.8 122.1 128.5 vort8chs12irrch-BMP1-01.xls Vortechs ™ Stormwater Treatment Systems FLOW CALCULATIONS \brtechnics® La Costa Greens Neighborhoods 1.16 and 1.17 ^jiST Carlsbad, CA •^ Model 7000 ~ System WQS Vortechs Orifice Vortechs Weir Cd = 0.56 Cd = 3.33 A (ft2) = 1 .02 Weir Crest Length (ft) = 0 Crest Elevation (ft) = 100.00 Crest Elevation (ft) = 103.92 Bypass Weir Cd = 3.3 Weir Crest Length (ft) = 8.6 Crest Elevation (ft) = 102.4 Head (ft) 0.00 0.35 0.70 1.05 1.40 1.75 2.41 , 2.76 3.11 3.46 3.81 : 4.16 4.51 4.86 Elevation (ft) 1.00.00 100.35 100.70 101.05 101.40 101.75 ' 102.41 :oU-< 102.76 103.11 103.46 103.81 104.16 104.51 104.86 Orifice Flow (cfs) 0.00 0.82 2.31 3.76 4.63 5.36 -'-»•, 6.52 7.06 7.56 8.03 8.48 8.90 9.30 9.69 ^ 9.63 - ,- Weir Flow (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 •.-•*• &QG - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • ' V-s -~ffXIQ^'V<»$> <*-.*- Bypass Flow (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 -- •- r-CKSP^ir if v «;•• 6.18 17.04 31.05 47.61 66.37 87.09 109.62js^fe . Total Flow (cfs) 0.00 0.82 2.31 3.76 4.63 5.36 - 13.24 24.61 39.08 56.08 75.26 96.39 119.31 ,- Calculated by: WSG 1/25/2005 J[Checked by: Vortechs™ System Stage Discharge Curve 20.0 40.0 60.0 80.0 Discharge (cfs) 100.0 120.0 140.0 7514ADSWQS.xls 1/25/2005 Stormwater Treatment System Perforated Covers D Plus 6' Typical Plan View Elevation View To begin the design of your Vortechs System, refer to the sizing chart below and com- plete a Specifier's Worksheet to provide details about your site and design flows. Then simply fax or mail the worksheet to Vortechnics with your site plan, and we'll produce detailed Vortechs System scale draw- ings free of charge. Engineering Notes A) Far in line Vortechs Systems without a bypass, sizing criteria is based on providing one square foot of grit chamber surface area for each lOCJgpm of peak design storm flow rate [e.gi, 10-year storm). -.For more details about Vortechnics sizing criteria refer to Vortechnics Technical Bulletin 3 B] Sediment storage volume assumes a 3 foot sump C} Construction .details'may vary depending on the specific application. Any alterations to the sizing chart specifi- cations will appear on Vartechnics dimensional and shop drawings. Pleese call Vortechnics for the weight of spe- cific Vortechs systems if needed. Special Note: Oil storage capacity when it is needed to meet a specific requirement for spilt containment, can be sized to meet the storage requirement with the selected model. Vartechnics technical staff will optimize system geometry to meet containrnent requirements within a correctly sized Vortechs System. ; Metric Specification Chare available by calling \fortechnics at [3O71 B7B-3BB3. , ::: ' Vortechs System Inlet/Outlet Configurations Vortechs Systems can be configured to accommo- date various inlet and outlet pipe orientations. The inlet pipe can enter the end or side of the tank at right angles - outlet pipes can exit the end or the side of system at most angles. End Inlet Side Inlet To Polish Pretreatment 0i iff all peration Plan View JThe swirling motion^createdby thej-- tangential inlet directs settleable Sfj , solids toward, thee cjnteg: of tnis^-qs^L •^ chambent.Sedirnent'is"caught \n'f~ •; ^vsJhe,swirling fldwrpath ancf setdesjjgjf back "onto the pirejftep.ths storm" 1J; event is^o|er:J^S^-f """"*****" Oil Ch^imber'& Baffle Watt^ The center~baffle traps ffoatables irf tfie oil chamber; even'cluring clean-> out Highly resistant to'fldw surges ™ - -.'•>-*£* *•? •*Flow Control Chamber ^ The weir and orifice flow controls Elevation View Dry-Weather 1] Raise Jevel and volumelh . system as flow rate increases>Jfand " 2] gradually drain the^system as71^; ^ flow rate subsides x •" ~ ™4 1) Initial Wet Weather Phase During a two-month storm event the water level begins to rise above the top of the inlet pipe. This influent control feature reduces turbulence and avoids resuspension of pollutants. 3) Full Capacity Phase When the high-flow outlet approaches full discharge, storm drains are flowing at peak capacity. The Vortechs System is designed to match your design storm flow and provide treat- ment throughout the range of storm events without bypass- ing. To accommodate very high flow rates, Vortechnics can 2) Transition Phase As the inflow rate increases above the controlled outflow rate, the tank fills and the floating contaminant layer accu- mulated from past storms rises. Swirling action increases at this stage, while sediment pile remains stable. 4) Storm Subsidence Phase/Cleaning Treated runoff is decanted at a controlled rate, restoring the water level to a low drv-weather volume and revealing a conical pile of sediment. The low water level facilitates inspection and cleaning, and significantly reduces maintenance costs. The system's central baffle prevents transfer of floatables to the ^^^ *.* ^^ • III It II "T_-q Treatment System The Vortechs Storm water Treatment System, a major advancement in oil and grit separator technology, efficiently removes grit, contami- nated sediments, metals, hydrocarbons and floating contaminants from surface runoff. The Vortechs System's innovative design combines swirl-concentrator and flow-control technologies to optimize treatment efficiency. These features ensure effective capture of sediment and oils, and prevent resuspension of trapped pollutants - even at flow rates of up to 25 cfs. • Large system capacity provides an 80% net annual TSS removal rate • Installs below grade, minimizing land use • Custom-built of precast concrete near the job site • Low pump-out volume and one-point access reduce maintenance costs • Unique design prevents oils and other float- ables from escaping the system during cleanout "We have worked with Vortechnics on at least a dozen stormwater management plans for some of our largest corporate clients. Their efficient turnaround on our requests for technical support and CADD drawings has expedited the permitting process for our clients. We turn to Vortechnics when we need innovative stormwater solutions." - Lawrence Marsiglio, RE. Senior Civil Engineer, Barakos-Landino, Inc. Vortechs Systems may be used in a wide range of water-quality improvement applications, including: Wetlands/Waterfront Protection Retail Development Industrial Sites Municipal Improvements Commercial Development Transportation Facilities Existing Site Retrofits SECTION 02721 STORMWATER TREATMENT SYSTEM PART 1.00 GENERAL 1.01 DESCRIPTION A. Work included: The Contractor, and/or a manufacturer selected by the Contractor and approved by the Engineer, shall furnish all labor, materials, equipment and incidentals required and install all precast concrete stormwater treatment systems and appurtenances in accordance with the Drawings and these specifications. B. Related work described elsewhere: 1. Unit Masonry 2. Miscellaneous Metals 3. Waterproofing 1.02 QUALITY CONTROL INSPECTION A. The quality of materials, the process of manufacture, and the finished sections shall be subject to inspection by the Engineer. Such inspection may be made at the place of manufacture, or on the work site after delivery, or at both places, and the sections shall be subject to rejection at any time if material conditions fail to meet any of the specification requirements, even though sample sections may have been accepted as satisfactory at the place of manufacture. Sections rejected after delivery to the site shall be marked for identification and shall be removed from the site at once. All sections which have been damaged beyond repair during delivery will be rejected and, if already installed, shall be repaired to the Engineer's acceptance level, if permitted, or removed and replaced, entirely at the Contractor's expense. B. All sections shall be inspected for general appearance, dimensions, soundness, etc. The surface shall be dense, close textured and free of blisters, cracks, roughness and exposure of reinforcement. C. Imperfections may be repaired, subject to the acceptance of the Engineer, after demonstration by the manufacturer that strong and permanent repairs result. Repairs shall be carefully inspected before final acceptance. Cement mortar used for repairs shall have a minimum compressive strength of 4,000 psi at the end of 7 days and 5,000 psi at the end of 28 days when tested in 3 inch diameter by 6 inch long cylinders stored in the standard manner. Epoxy mortar may be utilized for repairs. 1.03 SUBMITTALS A. Shop Drawings The Contractor shall be provided with dimensional drawings and, when specified, utilize these drawings as the basis for preparation of shop drawings showing details for construction, reinforcing, joints and any cast-in-place appurtenances. Shop drawings shall be annotated to indicate all materials to be used and all applicable standards for materials, required tests of materials and design assumptions for structural analysis. Design calculations and shop drawings shall be certified by a Professional Engineer retained by the system manufacturer or contractor and licensed in the state where the system is to be installed. Shop drawings shall be prepared at a scale of not less than 1/4" per foot. Six (6) hard copies of said shop drawings shall be submitted to the Engineer for review and approval. B. Affidavit on patent infringement The Contractor shall submit to the Engineer, prior to installation of the stormwater treatment system, an affidavit regarding patent infringement rights stating that any suit or claim against the Owner due to alleged infringement rights shall be defended by the Contractor who will bear all the costs, expenses and attorney's fees incurred thereof. PART 2.00 PRODUCTS 2.01 MATERIALS AND DESIGN A. Concrete for precast stormwater treatment systems shall conform to ASTM C 857 and C 858 and meet the following additional requirements: 1. The wall thickness shall not be less than 6 inches or as shown on the dimensional drawings. In all cases the wall thickness shall be no less than the minimum thickness necessary to sustain HS20-44 loading requirements as determined by a Licensed Professional Engineer. 2. Sections shall have tongue and groove or ship-lap joints w.ith a butyl mastic sealant conforming to ASTM C 990. 3. Cement shall be Type III Portland cement conforming to ASTM C 150. . 4. Pipe openings shall be sized to accept pipes of the specified size(s) and material(s), and shall be sealed by the Contractor with a hydraulic cement conforming to ASTM C 595M 5. Internal metal components shall be aluminum alloy 5052-H32 in accordance with ASTM B 209. 6. Brick or masonry used to build the manhole frame to grade shall conform to ASTM C 32 or ASTM C 139 and the Masonry Section of these Specifications. \\MDI\SYS\DATAWORTECHN\EMAIL\STDETAIL\VORTSPEC.DOC SECTION 02721 Page 2 7. Casting for manhole frames and covers shall be in accordance with The Miscellaneous Metals Section of these Specifications. 8. All sections shall be cured by an approved method. Sections shall not be shipped until the concrete has attained a compressive strength of 4,000 psi or util 5 days after fabrication and/or repair, whichever is the longer. 9. A butimen sealant in conformance with ASTM C 990 shall be utilized in affixing the aluminum swirl chamber to the concrete vault. 2.02 PERFORMANCE Each stormwater treatment system shall adhere to the following performance specifications at the specified design flows, as listed below: Table 2.02 Vortechs Model 1000 2000 3000 4000 5000 7000 9000 11000 16000 Swirl Chamber Diameter (ft) 3.67 4 5 6 7 8 9 10 12 Design Treatment Capacity (cfs) 2.3 2.8 4.5 6.0 8.5 11.0 14.0 17.5 25.0 Sediment Storage (yd3) 1.00 1.25 1.75 2.50 3.25 4.00 4.75 5.50 7.00 Each stormwater treatment system shall include a circular aluminum "swirl chamber" (or "grit chamber") with a tangential inlet to induce a swirling flow pattern that will accumulate and store settleable solids in a manner and a location that will prevent re-suspension of previously captured particulates. Each swirl chamber diameter shall not be less than the diameter listed in Table 2.02 (neglecting chamber wall thickness). Each stormwater treatment system shall be of a hydraulic design that includes flow controls designed and certified by a professional engineer using accepted principles of fluid mechanics that raise the water surface inside the tank to a pre-determined level in order to prevent the re-entrainment of trapped floating contaminants. Each stormwater treatment system shall be capable of removing 80% of the net annual Total Suspended Solids (TSS). Individual stormwater treatment systems shall have the Design Treatment Capacity listed in Table 2.02, and shall not resuspend trapped sediments or re- entrain floating contaminants at flow rates up to and including the specified Design Treatment Capacity. Individual stormwater treatment systems shall have usable sediment storage capacity of not less than the corresponding volume listed in Table 2.02. The systems shall be designed such \\MDI\SYS\DATA\VORTECHN\EMAIL\STDETAIl_\VORTSPEC.DOC SECTION 02721 Page3 that the pump-out volume is less than Vz of the total system volume. The systems shall be designed to not allow surcharge of the upstream piping network during dry weather conditions. A water-lock feature shall be incorporated into the design of the stormwater treatment system to prevent the introduction of trapped oil and floatable contaminants to the downstream piping during routine maintenance and to ensure that no oil escapes the system during the ensuing rain event. Direct access shall be provided to the sediment and floatable contaminant storage chambers to facilitate maintenance. There shall be no appurtenances or restrictions within ' these chambers. The stormwater treatment system manufacturer shall furnish documentation which supports all product performance claims and features, storage capacities and maintenance requirements. Stormwater treatment systems shall be completely housed within one rectangular structure. 2.03 MANUFACTURER Each stormwater treatment system shall be of a type that has been installed and used successfully for a minimum of 5 years. The manufacturer of said system shall have been regularly engaged in the engineering design and production of systems for the physical treatment of stormwater runoff. Each stormwater treatment system shall be a Vortechs System as manufactured by Vortechnics, Inc., 41 Evergreen Drive, Portland, Maine 04103, phone: 207-878-3662, fax: 207-878-8507; and as protected under U.S. Patent # 5,759,415. PART 3.00 EXECUTION 3.01 INSTALLATION A. Each Stormwater Treatment System shall be constructed according to the sizes shown on the Drawings and as specified herein. Install at elevations and locations shown on the Drawings or as otherwise directed by the Engineer. B. Place the precast base unit on a granular subbase of minimum thickness of six inches after compaction or of greater thickness and compaction if specified elsewhere. The granular subbase shall be checked for level prior to setting and the precast base section of the trap shall be checked for level at all four corners after it is set. .If the slope from any corner to any other corner exceeds 0.5% the base section shall be removed and the granular subbase material re-leveled. C. Prior to setting subsequent sections place butimen sealant in conformance with ASTM C990-91 along the construction joint in the section that is already in place. D. After setting the base and wall or riser sections install the circular swirl chamber wall by bolting the swirl chamber to the side walls at the three (3) tangent points and at the 3-inch wide inlet tab using HILTI brand concrete anchors or equivalent 1/2-inch diameter by 2-3/4" minimum length at heights of approximately three inches (3") off the floor and at the mid-height of the completed trap (at locations of pre-drilled holes in aluminum components). Seal the bottom edge of the swirl \\MDI\SYS\DATA\VORTECHN\EMAIL\STDETAIL\VORTSPEC.DOC SECTION 02721 Page 4 chamber to the trap floor with the supplied aluminum angle flange. Adhere %" thick by 1" wide neoprene sponge material to the flange with half of it's width on the horizontal leg of the flange and half of it's width on the vertical leg. The aluminum angle flange shall be affixed to the floor with a minimum 3/8" diameter by 2-3/4" drop in wedge anchor at the location of the predrilled holes. Affix the swirl chamber to the flange with hex head %" x 1-1/2" zinc coated self- tapping screws at the location of the predrilled holes. Seal the vault sidewalls to the outside of the swirl chamber from the floor to the same height as the inlet pipe invert using butyl mastic or approved equal. E. Prior to setting the precast roof section, butimen sealant equal to ASTM C990 shall be placed along the top of the baffle wall, using more than one layer of mastic if necessary, to a thickness at least one inch (1") greater than the nominal gap between the top of the baffle and the roof section. The nominal gap shall be determined either by field measurement or the shop drawings. After placement of the roof section has compressed the butyl mastic sealant in the gap, finish sealing the gap with an approved non-shrink grout on both sides of the gap using the butyl mastic as a backing material to which to apply the grout. Also apply non-shrink grout to the joints at the side edges of the baffle wall. F. After setting the precast roof section of the stormwater treatment system, set precast concrete manhole riser sections, to the height required to bring the cast iron manhole covers to grade, so that the sections are vertical and in true alignment with a 1/4 inch maximum tolerance allowed. Backfill in a careful manner, bringing the fill up in 6" lifts on all sides. If leaks appear, clean the inside joints and caulk with lead wool to the satisfaction of the Engineer. Precast sections shall be set in a manner that will result in a watertight joint. In all instances, installation of Stormwater Treatment Systems shall conform to ASTM specification C891 "Standard Practice For Installation of Underground Precast Utility Structures". G. Plug holes in the concrete sections made for handling or other purposes with a nonshrink grout or by using grout in combination with concrete plugs. H. Where holes must be cut in the precast sections to accommodate pipes, do all cutting before setting the sections in place to prevent any subsequent jarring which may loosen the mortar joints. The Contractor shall make all pipe connections. \\MDI\SYS\DATAWORTECHN\EMAIL\STDETAII_\VORTSPEC.DOC SECTION 02721 Page 5 IX La Costa Greens Neighborhood 1.17 Storm Water Management Plan CHAPTER 9 - REFERENCES DE.da H:\REPORTSi23S2\10SGreens1.17\SWMP01.doc w.o. 2352-109 1/31/2005 2:10 PM La Costa Greens Neighborhood 1.17 Storm Water Management Plan Ml CHAPTER 9 - REFERENCES ,m "Standard Urban Storm Water Mitigation Plan - Storm Water Standards", City of Carlsbad, April 2003. m "Standards for Design and Construction of Public Works Improvements in the City of Carlsbad", City of Carlsbad, California; April 1993. .« "Master Drainage and Storm Water Quality Management Plan", City of Carlsbad, "* California; March 1994. •m "TM Drainage Study for La Costa Greens Neighborhood 1.17", Hunsaker & Associates San Diego, Inc.; November, 2004. « "Drainage Study for La Costa Greens Neighborhood 1.16", Hunsaker & Associates San Diego, Inc.; November, 2004. •«• "Drainage Study for La Costa Greens Neighborhood 1.17", Hunsaker & Associates San Diego, Inc.; May, 2005.«• "San Diego County Hydrology Manual"; Department of Public Works - Flood Control Division; County of San Diego, California; Revised April 1993. **a "San Diego County Hydrology Manual"; Department of Public Works - Flood Control Division; County of San Diego, California; Revised June 2003. .tt« "Order No. 2001-01, NPDES No. CAS0108758 - Waste Discharge Requirements for Discharges of Urban Runoff from the Municipal Separate Storm Sewer Systems (MS4s) Draining the Watersheds of the County of San Diego, the Incorporated Cities of San Diego County, and San Diego Unified Port District", California Regional Water Quality Control Board - San Diego Region; February 21, 2001. "Water Quality Plan for the San Diego Basin", California Regional Water Quality m Control Board - San Diego Region, September 8, 1994. "Vortechnics Storm Water Treatment System Manual", Vortechnics; Revised May 2000. - "Improvement Plans for La Costa Greens Phase 1A", dated 4/5/04 by O'day * Consultants DE:de H:\REPORTS\2352\109Greens 1.17\SWMP02.doc w.o. 2352-109 5/9/2005 4:19PM