The URL can be used to link to this page

Home My WebLink AboutCT 02-16; THE BLUFFS; STORM WATER MGMT PLAN; 2004-09-01STORM WATER MANAGEMENT PLAN FOR THE BLUFFS C.T. 02-18 September 2004 Updated: November 30, 2004 May 4, 2005 July 13, 2005 Prepared For: ANASTASI DEVELOPMENT CO., LLC 511 Torrance Blvd. Redondo Beach, CA 90277 Phone: (310) 376-8077 L Prepared By: O'DAY CONSULTANTS 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92010 J.N. 011022 George O Table of Contents Section 1.0 - Vicinity Map Section 2.0 - Project Description • Narrative of Project Activities • Introduction of Stomri Water Pollution Prevention Section 3.0 - Site Map (pocket) Section 4.0 - Pollutants and Conditions of Concern Pollutants of Concern • Name and Number of Carlsbad Watershed Hydrological Unit Impaired Water Bodies Downstream of the Project and Impairment • San Diego Region Hydrologic Units, Areas, and Subareas (Fig. 1-2) • 1998 California 303 (d) List and TMDL Priority Schedule (list) • Storm Water Requirements Applicability Checklist (Appendix A) • Construction Site Priority (Part D) • Standard Development Project & Priority Project Storm Water BMP Requirements Matrix (Table 1) • Anticipated and Potential Pollutants Generated by Land Use Type (Table 2) Conditions of Concern Section 5.0 - Site Design BMPs Section 6.0 - Source Control BMPs Fact Sheets for: • Pervious Pavements (SD-2G) • Efficient Irrigation (SD-12) Section 6.0 - Source Control BMPs (cont.) • Storm Drain Signage (SD-13) • Road and Street Maintenance (SD-70) • Parking/Storage Maintenance (SC-43) Section 7.0 - Structural Treatment BMPs Structural Treatment Control BMP Selection Matrix (Table 4) Numeric Sizing Treatment Standards (Table 3) Existing Topographic Map (pocket) Proposed Site Drainage Areas Map (pocket) Calculations for the Detention of the Difference in Runoff for Q2, Qio, & Q100 Storm Events Before and After Development Calculations for the Sizing of the Dewatering Holes at Outiet of the Swale for Q2, Qio, & Qioo Storm Events Cross Section of Swale at Outlet (pocket) Calculations for the Velocities and Depths of Flow for the Vegetated Swale (Based Upon the Flow-Based BMP of 0.2 in./hr. - Table 3: Numeric Sizing Treatment Standards) Vegetated Swale Profile (pocket) Fact Sheets for BMPs - Including Inspection, Maintenance, Costs and Training for: • Multiple System (TC-60) • Drainage Inserts with "Bio Clean" Grated Inlets with Hydrocarbon Absorption Booms (MP-52 & Manufacturer's Information) • Vegetated Swale (TC-30) Section 8.0 - Post Construction BMPs Maintenance Cost Responsibilities w:\MsoFFicE\wiNwoRD\011022\swMP.doc VICINITf MAP CITY OF OCEANSIDE i CITY OF VISTA NO SCALE CITY OF SAN MARCOS ®2002 O'Dcy Consultants, bw. axjoBSMmoszvnaszzouivG 7-3-03 uisoeo on £ST Project Description The existing 5.33 acre site has several single family houses, an orchard, a vacant area historically used for agriculture, and is bisected by an unimproved road right-of-way (Locust Street). All the existing houses will be demolished. The site presently drains toward the south and is collected by an existing 12" CMP storm drain on the north side of Harrison Street and is conveyed under Harrison Street and discharges on the land south of Harrison Street but north ofthe Agua Hedionda Lagoon. The proposed site development will be 78 multi-family units. The storm water runoff discharge point off the site will remain the same, we will however, remove the existing 12" CMP and replace it with an 18" RCP under Harrison Street and connect to the existing storm drain south of Harrison Street. The proximity of the Agua Hedionda Lagoon will necessitate us to use a combination of BMPs during and post construction. Their descriptions will follow in this report. Storm Water Poiiution Prevention 1.0 INTRODUCTION Federal, state and local agencies have established goals and objectives for storm water quality in the region. The proposed project, prior to the start of construction activities, will comply with all federal, state and local permits including the National Pollution Discharge Elimination System (NPDES) from the Regional Water Quality Control Board and the erosion control requirements from the City of Carlsbad grading ordinance. Compliance with the NPDES will require the applicant to file a Notice of Intent (NOI) with the State Water Quality Control Board (SWQCB), apply Best Management Practices (BMPs) and develop a storm water pollution prevention plan (SWPPP). (See the attached Fact Sheet for Water Quality Order 99-08-DWQ) This Storm Water Management Plan will provide guidelines in developing and implementing best management practices (BMPs) for storm water quality. These include both source control BMPs and treatment control BMPs. Source control BMPs prevent contact between the storm water and the pollution source. Treatment control BMPs are those that treat the storm water to remove the pollutant. 2.0 PROJECT BMP PLAN IMPLEMENTATION The proposed project can be broken down into two distinct phases: construction and post construction. Construction would be the period when the project is being mass graded and all improvements shown on the tentative map are being installed. These include mass graded lots, major storm drain system, temporary desilting basin, all slopes will be landscaped and irrigated. Post construction would occur when all the improvements have been installed. These would include, but not limited to, buildings, parking lots, additional landscaping and treatment control NPDES facilities. 2.1 Phase 1. Construction The greatest potential for short-term water quality impacts to the drainage basin would be expected during and immediately following the grading and construction phases of the project when cleared and graded areas are exposed to rain and storm water run off. Improperly controlled runoff could result in erosion and sediment transportation into the existing drainage basin. During construction, the objectives for implementing BMPs as described in the "California Storm Water Best Management Practice Handbook", are for the following: practice good housekeeping, contain waste, minimize disturbed areas, stabilize disturbed areas, protect slopes and channels, control site perimeter and control internal erosion. To mitigate storm water pollution, mostly sediment, during construction, both BMPs for contractor activities and BMPs for erosion and sedimentation shall be used. Notice of Intent WDID No. 9 37C331725 and SWPPP dated December 1, 2004, revised May 4, 2005 will be kept on site during construction. BMPs for contractor activities include the followina: Managing dewatering and paving operations and structure construction and painting. Management of material delivery, use and storage. Spill prevention and control. Waste management for solid, hazardous and sanitary waste, contaminated soil, concrete. Vehicle and equipment cleaning, fueling and maintenance. Contractor, employee and subcontractor training. BMPs for erosion and sedimentation control include the followina: Vegetative stabilization such as hydroseeding or mulching. Physical stabilization such as dust control, geotextiles and mats, construction road stabilization and stabilized construction entrance. Diversion of run-off using earth dikes, temporary swales and drains. Velocity reduction using outlet control, check dams and slope roughening. Sediment trapping using silt fence, gravel bag barrier, inlet protection, sediment traps and basins. 2.2 Phase 2. Post Construction Of the two phases the post construction phases should generate the least amount of urban pollutants, sediment and erosion. The pollutants most likely to be generated during this phase will be hydrocarbons, heavy metals, fertilizers, waste, trash, and oil and grease. The post construction phase begins when grading has been completed, slopes have been landscaped and irrigated and the storm drain system basins have been installed. During this phase a combination of the following source and treatment control BMP's shall be implemented. Source Control BMPs Hazardous materials with potential to contaminate - Will not be stored on site Pervious pavement Efficient irrigation systems and landscape design Storm drain signage Source Control BMPs (con't.) Road and street maintenance Parking/storage area maintenance Treatment Control BMPs Storm drain outlet controls Biofilters Oil/water separators and/or water quality inlets Multiple systems Vegetated swales Detention basin 3.0 CONCLUSION This Storm Water Management Plan has been prepared to define potential Best Management Plan (BMP) options, or schemes, that satisfy the requirements identified in the following documents: 1) Carlsbad Municipal Code Stormwater Management and Discharge Control Ordinance. 2) Standard Specifications for Public Works Construction 3) NPDES General Permit for Storm Water Discharges Associated with Construction Activity issued by the State Water Resources Control Board 4) San Diego NPDES Municipal Storm Water Permit (Order Number 2001-01), and 5) City of Carlsbad Standard Urban Storm Water Mitigation Plan (SUSMP). Specifically, this report includes the following 1) BMPs for the Project, and 2) BMP device information for the Project. Pollutants of Concern Based upon the Water Quality Control Plan for the San Diego Basin (9), the site is located in the Hydrologic Unit 904.31. The 2002 California 303 (d) lists the Agua Hedionda Lagoon pollutants of concern to be: bacteria indicators, low priority; and sedimentation/siltation, low. (See attached) HSIO* It CRAPMC SCALE 0 4 1 MILES LEGEND DRAINAGE PROVINCE BOUNDARY HYDROLOGIC UNIT BOUNDARY HYDROLOGIC AREA BOUNDARY HYDROLOGIC SUBAREA BOUNDARY FIGURE 1-2. SANDIEGO REGION HYDROLOGIC UNITS AREAS, AND SUBAREAS FIGURE 1-2 INTRODUCTION 1 - 7 September 8, 1994 2002 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENT SAN DIEGO REGIONAL WATER QUALITY CONTROL BOARD Apprave<ni^j.^[Cl\\: July 200.1 REGION TVPE NAME WATERSHED POLLUTANT/STRESSOR POtprHAL TMDL SOURCES • PRIORTTY ESTIMATE ' SIZEAFFECTEO PROPOSED TMDL COMPLETION 9 R Agua Hedionda Creek 9 E Agua Hedionda Lagoon 9 R Aliso Creek 9 E Aliso Creek (mouth) 9 E Buena Vista Lagoon 90431000 90431000 90113000 90113000 90421000 Total Dissolved Solids Low Urban RunoiVStorm Sewers Unknown Nonpoint Source Unknown point source Bacteria Indicators Sedimentation/Siltation Bacteria Indicators Nonpoint/Point Source Nonpoint/Point Source Urban Runon^torm Sewers Unknown point source Nonpoint/Point Source Phosphorus Impairment located at lower 4 miles. Urban Runofi/Storm Sewers Unknown Nonpoint Source Unknown point source Toxicity Low Low Medium Low Low Bacteria Indicators Bacteria Indicators Urban Runofi/Storm Sewers Unknown Nonpoint Source Unknown point source Nonpoint/Point Source Nonpoint/Point Source Medium Low Low Nutrients Estimated size of impairment is ISO acres located in i^per portion of lagoon. Nonpoint/Point Source Sedimentation/Siltation Medium Nonpoint/Point Source 7 Miles 6.8 Acres 6.8 Acres 19 Miles 19 MUes 19 Miles 0.29 Acres 202 Acres 202 Acres 202 Acres Page I of 16 storm Water Standards 4/03/03 VI: REIOURCES & REFERENCES APPENDIX A STORM WATER REQUIREMENTS APPLICABILITY CHECKLIST Complete Sections 1 and 2 of the following checklist to determine your project's permanent and constmction storm water best management practices requirements. This fomn must be completed and submitted with your pemnit application. Section 1. Permanent Storm Water BMP Requirements: If any answers to Part A are answered Tes," your project is subject to the "Priority Project Pemianent Storm Water BMP Requirements," and "Standard Permanent Storm Water BMP Requirements" in Section III, "Permanent Stonn 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 Tes," your project is only subject to the "Standard Pemianent 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 the project meet the definition of one or more of the priority project categories?* Yes No 1. Detiached residential development of 10 or more units 2. Attached residential development of 10 or more units X 3. Cohfimercial development greater than 100,000 square feet 4. Autbmotive repair shop 5. Restaurant 6. Steep hillside development qreater than 5,000 square feet 7. Project discharging to receiving waters within Environmentally Sensitive Areas 8. Parking lots greater than or equal to 5,000 ff or with at least 15 parking spaces, and potentiallv exposed to urban runoff X 9. Streets, roads, highways, and freeways which would create a new paved surface that is 5,000 square feet or greater * Refer to the definitions section in the Storm Water Standards for expanded definitions of the priority project categories. Umited 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 Parte. storm Water Standards 4/03/03 Does the project propose: Yes No 1. New impervious areas, such as rooftops, roads, parking lots, driveways, paths and sidewalks? X 2. New pervkHis landscape areas and in-igation systems? y 3. Pennanent structures within 100 feet of any natural water body? X 4. Trash storage areas? 'X 5. Liquid or solid material loading and unloading areas? y 6. Vehicle or equipment fueling, washing, or maintenance areas? X 7. Require a General NPDES Permit for Storm Water Discharges Associated with Industrial Activities (Except construction)?* 8. Commercial or industrial waste handling or storage, iexcluding typical office or household waste? X 9. Any grading or ground disturbance durinq construction? y 10. Any new stonn drains, or alteration to existing storm drains? *To find out if your project is required to obtain an individual General NPDES Pennit for Storm Water Discharges Associated with Industrial Activities, visit the State Water Resources Control Board web site at, www.swrcb.ca.gov/stonnwtr/industrial.html Section 2. Construction Storm Water BMP Requirements: If the answer to question 1 of Part C is answered "Yes," your project is subject to Section IV, "Construction Storm Water BMP Performance Standards," and must prepare a Storm Water Pollution Prevention Plan (SWPPP). Ifthe answerto question 1 is "No," but the answer to any of the remaining questions is "Yes," your project is subject to Section IV, "Construction Storm Water BMP Performance Standards," and must p repare a W ater P ollution C ontrol P lan (WPCP). I f e very q uestion i n P art C is answered "No," your project is exempt from any construction storm water BMP requirements, if any of the answers to the questions in Part C are "Yes," complete the construction site prioritization in Part D, below. Would the project meet any of these criteria during construction? Yes No 1. Is the project subject to Califomia's statewide General NPDES Permit for Storm Water Discharges Associated With Construction Activities? X 2. Does the project propose grading or soil disturbance? X 3. Would storm water or urban runoff have the potential to contact any portion of the construction area, including washing and staqing areas? y 4. Would the project use any construction materials that could negatively affect water quality if discharged from the site (such as, paints, solvents, concrete, and stucco)? X '^1 storm Water Standards 4/03/03 Part D: Detennine Construction Site Priority In accordance with the Municipal Permit, each construction site with construction storm water BMP requirements must be designated with a priority: high, medium or low. This prioritization must be completed with this form, noted on the plans, and Included In the SWPPP or WPCP. Indicate the project's priority in one of the check boxes using the criteria below, and existing and sun-ounding conditions of the project, the type of activities necessary to complete the construction and any other extenuating circumstances that may pose a threat to water quality. The City reserves the right to adjust the priority of the projects both before and during constmction. [Note: The constmction priority does NOT change constmction BMP requirements that apply to projects; all constmction BMP requirements must be identified on a case-by-case basis. The constmction priority does affect the frequency of inspections that wili be conducted by City staff. See Section IV.I for more details on constmction BMP requirements.] 1^ A) High Priority 1) Projects where the site is 50 acres or more and grading will occur during the rainy season 2) Projects 5 acres or more. 3) Projects 5 acres or more within or directly adjacent to or discharging directly to a coastal lagoon or other receiving water within an environmentally sensitive area Projects, active or inactive, adjacent or tributary to sensitive water bodies • B) Medium Priority 1) Capital Improvement Projects where grading occurs, however a Stomn Water Pollution Prevention Plan (SWPPP) is not required under the State General Constmction Permit (i.e.. water and sewer replacement projects, intersection and street re-alignments, widening, comfort stations, etc.) 2) Pennit projects in the public right-of-way where grading occurs, such as installation of sidewalk, substantial retaining walls, curb and gutter for an entire street frontage, etc., however SWPPPs are not required. 3) Pennit projects on private property where grading pemnits are required, however, Notice Of Intents (NOIs) and SWPPPs are not required. • c; Low Prionty 1) Capital Projects where minimal to no grading occurs, such as signal light and loop installations, street light installations, etc. 2) Permit projects in the public right-of-way where minimal to no grading occurs, such as pedestrian ramps, driveway additions, small retaining walls, etc. 3) Permit projects on private property where grading permits are not required, such as small retaining walls, single-family homes, small tenant improvements, etc. Storm Water Standards 4/03/03 Table 1. Standard Development Project & Prioritv Project Storm Water BMP Requirements Matrix, S/te Design BMPsfJ Sourcs Confro/ BMPsPf in s. CO > ra BMPs Applfcable to individual Priority Project Categories/^ i > Q c is ^ :5 !S Ul m Q U m 8 S c c= (3 S3 I a> c 8 3 5 3 I a> CO S3 Ol 0) (D Treatment Confro/ BMPsi^ Standard Projects Detached Residential Development R R R R R S Attached Residential Development ® S) 1 Commercial Development >100.000fl2 R R R R R R s Automotive Repair Shop R R R R R R R s Restaurants R R R R s Hillside Development >5.000ft2 R R R R s Parking Lots R R R(5) s Streets, Highways & Freeways R R s equivalent as identified in Appendix C. 0 = Optional/ or may be required by City staff. As appropriate, applicants are encouraged to incorporate treatment control BMPs and BMPs appiicable to individual priorily project categories into the project design. City staff may require one or more of these BMPs, where appropriate. S = Select one or more applicable and appropriate treatment control BMPs firom Appendix 0. (1) Refer to SecHonlll.2.A (2) Refer to Section III.2.B. (3) Priority project categories must apply specific storm water BMP requirements, where applicable. Priority projects are subject lo the requirements of all priority project categories that apply. (4) Refer to Section HI.2.D. (5) Applies if the paved area totals >5,000 square feet or wilh > 15 parking spaces and is potentially exposed to urban mnoff. 1 if t Storm Water Standards 14/03/03 When referred to this Section, by Step 2 of Section 11. complete the analysis required for your projecl in the subsections of Section III.1 below. 1. IDENTIFY POLLUTANTS & CONDITIONS OF CONCERN A. Identify Pollutants from tho Project Area Using Table 1, identify the projecfs anticipated pollutants. Pollutants associated with any hazardous material sites that have been remediated or are not threatened by the proposed project are not considered a pollutant of concem. Projects meeting the definition of more than one project category shall identify ail general pollutant categories that apply. 1 apiw ^. IUVIt*«'*»*'—'** ' w»»..».-i. • w......—... General Pollutant Caiegorie s Project Categorlia Sedments Nutrients Heavy Metals Organk: Compounds Trash & Detxis Oxygen Demanding Substances oa& Grease Bacteria & Viruses PesitekJes Detached Residential Devekipment X x X X X X X Attached Resklential Devek)pment ® • X , #)) • P» P(i) \ X Commerdal Devek>pmait >100.00Ott» FKl) P(1) p« X X P(3) P(5) AutomoUve Repair • X X X Restaurants X x X X Hillside Devetopment >5.000«» x x X x X X Paridng Lots pm Rl) x X PID) Rl) Streets, Highways & Freeways X P(1)X x XW X P(5) X X = antidpated P = potential (1) A potential pdlutant if landscaping exists on-site. (2) A potential pollutant if the project indudes uncovered paricing areas. (3) A potential pollutant if land use involves food or animal wasle products. (4) Induding petroleum hydrocarbons. (5) Induding solvents. . > / z Conditions of Concern 1. See the hydrology study calculations (in Section 7.0) for calculated storage volumes needed for the detention of the differences in runoff between the existing conditions and the developed site for the 100-year, 10-year and 2-year storm events. 2. The existing site generally drains to the south and west. There is currently an existing 12" CMP in Harrison Street that collects storm water from the north side of Harrison Street and discharges on the south side of Harrison Street. The storm water continues in an unlined dirt ditch south to the lagoon. (See the attached exhibit) Site Design BMPs See colored Site Map (in Section 3.0) for a depiction of the following BMPs: 1. Our site plan is utilizing the minimum street widths required on-site. Off-site the public street (Harrison Street) is proposed to conform to the new local street standard which has a half street width of 17 feet from centeriine which allows 7.5 feet for landscaping versus 4.5 feet with the previous street design. 2. Of the 5.33 acre site, approximately 1.35 ac. will be pervious landscape area. 3. There will be a vegetated swale along the southerly edge of the site adjacent to the north side of Harrison Street. The on-site drainage will discharge into this swale before entering the new storm drain that will convey the storm water to the south side of Harrison Street. 4. The proposed 18" storm drain that will replace the existing 12" storm drain in Harrison Street will be constructed to connect to an existing storm drain and energy dissipater. 5. All the slopes and landscape areas will have permanent landscaping consistent with the Carisbad Landscape Manual. Source Control BMPs See colored Site Map (in Section 3.0) for a depiction of the following BMPs: 1. Hazardous materials with potential to contaminate urban runoff will not be stored on-site. 2. Pervious pavement under the uncovered parking areas. (See Fact Sheet SD-20) 3. The project will use efficient irrigation systems and landscape design to include rain shut-off devices to prevent irrigation during precipitation, consistent with the Carisbad Landscape Manual. Irrigation systems will be designed to each landscape area's specific water requirements consistent with the Carisbad Landscape Manual. (See Fact Sheet SD-12) 4. The storni drain inlets will be provided with signage of prohibitive language (e.g. "No Dumping -1 Live Downstream") satisfactory to the City Engineer. (See Fact Sheet SD-13) 5. Private roads: The whole site will drain into a vegetated swale along the south side ofthe property adjacent to Harrison Street. Routine road maintenance as specified. (See Fact Sheet SC-70) 6. Routine parking and storage area maintenance as specified, including controlling litter, suriiace cleaning and surface repair. (See Fact Sheet SC-43) Pervious Pavements SD-20 Design Objectives • Maximize Infiltration ^ Provide Retention ^ Slow Runoff • Minimize Impervious Land Coverage Prohibit Dumping of Improper Materials Conlain Pollulants Collect and Convey Pervious paving is used for light vehicle loading in parking areas. The term descnbes a system LZS rioad-bearing, durable surface together with an underlying layered structure that teZoraXSes water prior to infiltration or drainage to a controlled outlet. The surface can tsTf be porous such that water infiltrates across the entire surface ofthe matenal (e.g.. grass aS gSversurfaces, porous concrete and porous asphalt), or can be bm t up of impermeable S separated Spaces and joints, through which the water can dram. This latter system is termld 'permeable'paving. Advantages of pervious pavements is that they reduce runoff volume S providing treatment, and are unobtrusive resultmg m a high level of acceptability. MtenTati^n of flow is provided by the storage within the underlying stmcture or sub base. ^Tete ^appropriate flow controls. An underlying geotextile may permit groundwater rechargeThus contributing to the restoration of the natural water cycle. Alternative y where [nS^AnTinao^^^ (e g , ifthe groundwater vulnerability is high, or the soil type is ^^iSe) t^Src^^ letnstrucid above an impermeable membrane. The system offers a valuable solution for drainage of spatially constrained urban areas. Significant attenuation and improvement in water quality can be achieved by permeable palemen^ whichever method is used. The surface and subsurface infrastrurture can remove bSe oie and fine particulate pollutants that occur ^^athm urban runoff. Roof water can be piped nto the storage area directly, adding areas from which the flow can be attenuated. .Mso, v^^Wn lined systems, there is the opportunity for stored runoff to be piped out for reuse. Suitable Applications c \.\ Residential, commercial and industrial appiicarions are possible. The use of permeable pavement may be restricted in cold regions, arid regions or regions with high wind erosion. ?herrare some specific disadvantages associated with permeable pavement, which are as follows: . Permeable pavement can become dogged if improperly installed or maintained. However, this is countered by the ease with which small areas of paving can be cleaned or replaced when blocked or damaged. January 2003 California Stormwater BMP Handbook New Development and Redevelopment andbooks.com 1 of 10 SD-20 Pervious Pavements Their application should be limited to highways with low traffic volumes, axle loads and speeds Oess than 30 mph Umit). car - Mng areas and other lightly trafficked or non- trafficked areas. Permeable surfaces - . currently not considered suitable for adoptable roads due to the risks associated with failure on high speed roads, the safety implicarions of ponding, and disruption arising from reconstruction. . When using un-lined, infiltration systems, there is some risk of contaminating groundwater, depending on soil conditions and aquifer susceptibility. However, this risk is likely to be small because the areas drained tend to have inherently low pollutant loadings. • The use of permeable pavement is restricted to gentle slopes. • Porous block paving has a higher risk of abrasion and damage than solid blocks. Design Considerations Designing New Installations Ifthe grades, subsoils, drainage characteristics, and groundwater conditions are suitable, permeable paving may be substituted for conventional pavement on parking areas, cul de sacs and other areas with light traffic. Slopes should be flat or very gentle. Scottish experience has shown that permeable paving systems can be installed in a wide range of ground conditions, and the flow attenuation performance is excellent even when the systems are lined. ^The suitability of a pervious system at a particular pavement site will, however, depend on the loading criteria required of the pavement. Where the system is to be used for infiltrating drainage waters into the ground, the vulnerability of local groundwater sources to pollution fi-om the site should be low. and the seasonal high water table should be at least 4 feet below the surface. Ideally the pervious surface should be horizontal in order to intercept local rainfall at source. On sloping sites, pervious surfaces maybe terraced to accommodate differences in levels. Design Guidelines The design of each layer of the pavement must be determined by the likely traffic loadings and their required operational life. To provide satisfactory performance, the following cntena should be considered: • The subgrade should be able to sustain traffic loading without excessive deformation. • The granular capping and sub-base layers should give sufficient load-bearing to provide an adequate construction platform and base for the overlying pavement layers. • The pavement materials should not crack of suffer excessive rutting under the influence of traffic. This is controlled by the horizontal tensile stress at the base of these layers. There is no current stractural design method specifically for pervious pavements. Allowances should be considered the following factors in the design and specification of materials: 2 Qf io California Stormwater BMP Handbook January 2003 New Development and Redevelopment www rahmnhandbookS.com Pervious Pavements SD-20 . Pervious pavements use materials with high permeability and void space. All the current UK pavement design methods are based on the use of conventional matenals that are dense and relatively impenneable. The stiffness of the materials must therefore be assessed. . Water is present within the constniction and can soften and weaken materials, and this must be allowed for. . Existing design methods assume fiill fncWon between layers. A^y geotextiles or geomembranes must be carefiilly specified to minimize loss of finction between layers. . Porous asphalt loses adhesion and becomes brittle as air passes through the voids. Its durability is therefore lower than conventional matenals. The single sized grading of materials used means that care should be taken to ensure that loss of finer particles between unbound layers does not occur. Positioning a geotextile near the surface ofthe pervious constniction should enable pollutants to be trapped and retained close to the surface ofthe constinction Tins has both advantages and disadvantages. The main disadvantage is tiiat the filtering of sediments and their associated pollutants tt tills level may hamper percolation of waters and can eventiially lead to surface ponding. One advantage is tiiat even if eventiial maintenance is required to reinstate Sation. only alimited amount oftiie constmction needs to be disturbed, since the sub-base below the geotextile is protected. In addition, tiie pollutant concentration at a high level m tiie stractiire allows for its release over time. It is slowly transported m the stomiwater to lower levels where chemical and biological processes may be operating to retam or degrade pollutants. The design should ensure tiiat sufficient void space exists for tiie storage of sediments to Umit the period between remedial works. . Pemous pavements require a single size grading to give open voids. The choice of materials is tiierefore a compromise between stiffness, pemieability and storage capacity. . Because tiie sub-base and capping will be in contact with water for a large part of the time, the strengtii and durability ofthe aggregate particles when saturated and subjected to wetting and drying should be assessed. . A unifonnly graded single size material cannot be compacted and is Uable to move when constmction traffic passes over it. This effect can be reduced by tiie use of angular crushed rock material with a high surface friction. In pollution control terms, these layers represent the site of long term chemical and biological pollutant retention and degradation processes. The constmction materials should be selected, in addition to their structural strength properties, for their ability to sustam such processes In general this means that materials should create neutral or slightly alkahne conditions and they should provide favorable sites for colonization by microbial populations. Construcrion//nspech'on Considerations . Permeable surfaces can be laid without cross-faUs or longitudinal gradients. • The blocks should be lain level January 2003 California Stormwater BMP Handbook New Development and Redevelopment SD-20 Pervious Pavements • They should not be used for storage of site materials, unless the surface is well protected from deposition of silt and other spillages. • The pavement should be constmcted in a single operation, as one of tiie last items to be built, on a development site. Landscape development should be completed before pavement constmction to avoid contamination by silt or soil firom this source. • Surfaces draining to tiie pavement should be stabiUzed before constraction of the pavement. • Inappropriate constraction equipment should be kept away fi-om the pavement to prevent damage to the surface, sub-base or sub-grade. Maintenance Requirements The maintenance requirements of a pervious surface should be reviewed at tiie time of design and should be clearly specified. Maintenance is required to prevent clogging oftiie pervious surface. The factors to be considered when defining maintenance requirements must include: Type of use Ownership Level of trafficking The local environment and any contributing catchments Studies in the UK have shown satisfactory operation of porous pavement systems without maintenance for over lo years and recent work by Imbe et al. at gtii ICUD. Portland, 2002 describes systems operating for over 20 years without maintenance. However, performance under such regimes could not be guaranteed, Table 1 shows typical recommended maintenance regimes: 4 of 10 California Stormwater BMP Handbook January 2003 New Development and Redevelopment Pervious Pavements SD-20 Table 1 Typical Recommended Maintenance Regimes Activity Schedule • Minimize use of salt or grit for de-icing • Keep landscaped areas well maintained • Prevent soil being washed onto pavement Ongoing • Vacuum clean surface using commercially available sweeping machines at the following times: - End of winter (April) Mid-summer (July / August) - After Autumn leaf-fall (November) 2/3 X per year • Inspect outlets Annual • If routine cleaning does not restore infiltration rates, then reconstruction of part of the whole of a pervious surface may be required. • The surface area affected by hydraulic failure should be lifted for inspection of the intemal materials to identify the location and extent of the blockage. • Surface materials should be lifted and replaced after brush cleaning. Geotextiles may need complete replacement. • Sub-surface layers may need cleaning and replacing. • Removed silts may need to be disposed of as controlled waste. As needed (infrequent) Maximum 15-20 years Permeable pavements are up to 25 % cheaper (or at least no more expensive than the traditional forms of pavement constraction). when aU construction and drainage costs are taken into account. (Accepting that the porous asphalt itself is a more expensive surfacing, the extra cost of which is offset by the savings in underground pipework etc.) (Niemczynowicz. et al., 1987) Table 1 gives US cost estimates for capital and maintenance costs of porous pavements (Landphair et al.. 2000) Redeveloping Existing Installations Variousjurisdictional stormwater management and mitigation plans (SUSMP. WQMP. etc.) define "redevelopment" in terms of amounts of additional impervious area, increases in gross floor area and/or exterior constraction. and land disturbing activities with stractural or impervious surfaces. The definition of " redevelopment" must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopment. Ifthe definition applies, the steps outiined under "designing new installations" above should be foUowed. January 2003 California Stormwater BMP Handbook New Develooment and Redevelopment 5 of 10 ;D-20 Pervious Pavements Additional Information Cost Conszderarions ^^^^ ^ ^^^.^^ ^^^^^ traditional Table 2 gives US cost estimates for capital and maintenance costs of porous pavements (Landphair et al., 2000) PeriR)us Pavements SD-20 Table 2 Engineer's Estimate for Porous Pavement Uiil> nke Ytar AcwWS AC $250JOO 6 1 WMhino 1 « tosptctloft DM0 Ckan MH $460itO 9 05 S 1 Totai Annual iMMwaai January 2003 California Stormwater BI^P Handbook New Development and Redevelopment www.cabmphandbooks.com 7 Of 10 D-20 Pervious Pavements Supplemental Information • Other Resources Abbott CL. and Comino-Mateos L. 2001. Jn situ performance monitoring ofan infiltration drainage system and field testing of current design procedures. Joumal CIWEM, 15(3), pp.198- 202. Constraction Industty Research and Information Association (CIRLA). 2002. Source Confro/ using Constructed Pervious Surfaces C582, London, SWiP 3AU. Constraction Industiy Research and Infonnation Association (CIRIA). 2000. Sustainable urban drainage systems - design manual for Scotland and Northem Ireland Report C521, London, SWlP 3AU. Constraction Industty Research and Information Association (CIRIA). 2000 C522 Sustainable urban drainage systems - design manual for England and Wales, London, SWiP 3AU. Constraction Industry Research and Information Association (CIRIA). RP448 Manual of good practice for the design, construction and maintenance of infiltration drainage systems for stormwater runoff control and disposal, London, SWiP 3AU. dierkes C, Kuhlmann L.. Kandasamy J. & Angelis G. PoUution Retention Capability and Maintenance of Penneable Pavements. Proc 9"' Intemational Conference on Urban Drarnage, Portland Oregon, September 2002. Hart P (2002) Permeable Paving as a Stormwater Source Conttol System. Paper presented at Scottish Hydraulics Study Group 14'^ Annual seminar, SUDS. 22 March 2002. Glasgow. Kobayashi M.. 1999. Stormwater ranoff control in Nagoya City. Proc. 8 th Int. Conf. on Urban Storm Drainage. Sydney. Australia, pp.825-833. Landphair, H., McFaUs, J., Thompson, D.. 2000, Design Metiiods. Selection, and Cost Effectiveness of Stonnwater Quality Structiires. Texas Transportation Institiite Research Report 1837-1, CoUege Station. Texas. Legret M. Colandini V, Effects of a porous pavement with reservior stmcutre on runoff water:water quality and the fate of heavy metals. Laboratoire Central Des Ponts et Chaussesss Macdonald K. & Jefferies C. Performance Comparison of Porous Paved and Traditional Car Parks. Proc. First National Conference on Sustainable Drainage Systems, Coventry June 2001. Niemczynowicz J. Hogland W, 1987: Test of porous pavements performed in Lund. Sweden, in Topics in Drainage HydrauUcs and Hydrology. BC. Yen (Ed.), pub. Int. Assoc. For Hydraulic Research, pp 19-80. ^^ratt C J SUSTAINABLE URBAN DRAINAGE - A Review of published material on the performance of various SUDS devices prepared for the UK Environment Agency. Coventry University, UK December 2001. 8 of 10 California Stormwater BMP Handbook January 2003 New Development and Redevelopment Pervious Pavements Pratt C.J., 1995. Infiltration drainage - case stiidies of UK practice. Project Report 22,Constiniction Industty Research and Infonnation Association, London SWiP qAU- ^Un known as National Rivers Autiiority R&D Note 485 ^"aon, & WIF 3AU, also Pratt. C. J., 1990. Penneable Pavements for Stonnwater Quality Enhancement Tn- Urh.r. Stonnwater QuaUty Enhancement - Source Control, rettofitting ^ technology. Ed. H.C. Tomo, ASCE, ISBN 087262 7594, pp. 131-155 '^""''''"^^ '^^^^ £"S;;s:ted^^^^^^ Schluter W. & Jefferies C. Monitoring tiie outilow from a Porous Car Parit Proc First NnHn^r^t Conference on Sustainable Drainage Systems, Coventry June 2001. Wild, T.C, Jefferies, C, and D'Arcy, B.J. SUDS in Scotiand - tiie Scottish STm<j ri«,taKo January 2003 California Stormwater BMP Hanrihnnt D-20 Pervious Pavements OMiMIH- PMIWMH* Schematics of a Pervious Pavement System Var nMP Hanrlhook January 2003 Efficient Irrigation SD-12 Design Objectives ^ Maximize Infiltration y Provide Retention </ Slow Runoff Minimize Impervious Land Coverage Prohibit Dumping of Improper Materials Contain Pollulanis Collect and Convey Description • Irrigation water provided to landscaped areas may result in excess irrigation water being conveyed into stormwater drainage systems. Approach Project plan designs for development and redevelopment should include application methods of irrigation water that minimize ranoff of excess irrigation water into the stormwater conveyance system. Suitable Applications Appropriate applications include residential, commercial and industrial areas planned for development or redevelopment. (Detached residential single-family homes are typically excluded from this requirement.) Design Considerations Designing New Installations The following methods to reduce excessive irrigation ranoff should be considered, and incorporated and implemented where determined applicable and feasible bythe Permittee: • Employ rain-triggered shutoff devices to prevent irrigation after precipitation. • Design irrigation systems to each landscape area's specific water requirements. • Include design featuring flow reducers or shutoff valves triggered by a pressure drop to control water loss in the event of broken sprinkler heads or lines. • Implement landscape plans consistent with County or City water conservation resolutions, which may include provision of water sensors, programmable irrigation times (for short cycles), etc. *4-^A|C A S Q A California Stormwater Quality Association January 2003 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.com 1 of 2 SD-12 Efficient Irrigation • Design timing and application methods of irrigation water to minimize the mnoff of excess irrigation water into the storm water drainage system. • Group plants with simUar water requirements in order to reduce excess irrigation runoff and promote surface filtration. Choose plants vrith low irrigation requirements (for example, native or drought tolerant species). Consider design features such as: - Using mulches (such as wood chips or bar) in planter areas without ground cover to minimize sediment in ranoff - InstaUing appropriate plant materials for the location, in accordance with amount of sunUght and cUmate. and use native plant materials where possible and/or as recommended by the landscape architect - Leaving a vegetative barrier along the property boundary and interior watercourses, to act as a pollutant filter, where appropriate and feasible - Choosing plants that minimize or eliminate the use of fertUizer or pesticides to sustain growth • Employ other comparable, equally effective methods to reduce irrigation water ranoff. Redeveloping Existing Installations Variousjurisdictional stormwater management and mitigation plans (SUSMP. WQMP, etc.) 'define "redevelopment" in terms of amounts of additional impervious area, increases in gross floor area and/or exterior constraction, and land disturbing activities with stmctural or impervious surfaces. The definition of " redevelopment" must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopment. Ifthe definition applies, the steps outUned under "designing new instaUations" above should be foUowed. Other Resources A Manual for the Standard Urban Stormwater Mitigation Plan (SUSMP), Los Angeles County Department of Public Works, May 2002. Model Standard Urban Storm Water Mitigation Plan (SUSMP) for San Diego County, Port of San Diego, and Cities in San Diego County, February 14, 2002. Model Water Quality Management Plan (WQMP) for County of Orange, Orange County Flood Control District, and the Incorporated Cities of Orange County, Draft Febmary 2003. Ventura Countywide Technical Guidance Manual for Stormwater Qualify Control Measures, July 2002. 2 of 2 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com storm Drain Signage SD-13 Design Objectives Maximize Infiltration Provide Retention Slow Runoff Minimize Impervious Land Coverage ^ Prohibit Dumping of Improper Materials Conlain Pollulants Collect and Convey Description Waste materials dumped into storm drain inlets can have severe impacts on receiving and ground waters. Posting notices regarding discharge prohibitions at storm drain inlets can prevent waste dumping. Storm drain signs and stencUs are highly visible source controls that are typicaUy placed directiy adjacent to storm drain inlets. Approach The stencil or affbced sign contains a brief statement that prohibits dumping of improper materials into the urban mnoff conveyance system. Storm drain messages have become a popular method of alerting the public about the effects of and the prohibitions against waste disposal. Suitable Applications StencUs and signs alert the public to the destination of pollutants discharged to the storm drain. Signs are appropriate in residential, commercial, and industrial areas, as weU as any other area where contributions or dumping to storm drains is likely. Design Considerations Storm drain message markers or placards are recommended at all storm drain inlets within the boundary of a development project. The marker should be placed in clear sight facing toward anyone approaching the inlet from either side. All storm drain inlet locations should be identified on the development site map. Designing New Installations The foUowing methods should be considered for inclusion in the project design and show on project plans: Provide stenciling or labeling of aU storm drain inlets and catch basins, constracted or modified, within the project area with prohibitive language. Examples include "NO DUMPING -California Stormwater Ouality Association January 2003 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.com 1 of 2 SD-13 Storm Drain Signage DRAINS TO OCEAN" and/or other graphical icons to discourage Ulegal dumping. • Post signs with prohibitive language and/or graphical icons, which prohibit iUegal dumping at public access points along channels and creeks within the project area. Note - Some local agencies have approved specific signage and/or storm drain message placards for use. Consult local agency stormwater staff to determine specific requirements for placard types and methods of application. Redeveloping Existing Installations Variousjurisdictional stormwater management and mitigation plans (SUSMP, WQMP, etc.) define "redevelopment" in terms of amounts of additional impervious area, increases in gross floor area and/or exterior constraction, and land disturbing activities with structural or impervious surfaces. Ifthe project meets the definition of"redevelopment". then the requirements stated under" designing new installations" above should be included in aU project design plans. Additional Information Maintenance Considerations • LegibUity of markers and signs should be maintained. If required by the agency with jurisdiction over the project, the owner/operator or homeowner's association should enter into a maintenance agreement with the agency or record a deed restriction upon the property title to maintain the legibiUty of placards or signs. Placement • Signage on top of curbs tends to weather and fade. • Signage on face of curbs tends to be worn by contact with vehicle tires and sweeper brooms. Supplemental Information Examples • Most MS4 programs have storm drain signage programs. Some MS4 programs wiU provide StencUs. or arrange for volunteers to stencU storm drains as part of their outreach program. Other Resources A Manual for the Standard Urban Stormwater Mitigation Plan (SUSMP), Los Angeles County Department of Public Works. May 2002. Model Standard Urban Storm Water Mitigation Plan (SUSMP) for San Diego County, Port of San Diego, and Cities in San Diego County. Febmary 14, 2002. Model Water Quality Management Plan (WQMP) for County of Orange, Orange County Flood Control District, and the Incorporated Cities of Orange County, Draft February 2003. Ventura Countywide Technical Guidance Manual for Stormwater Quality Control Measures, July 2002. 2 of 2 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Road and Street Maintenance SC-70 Objectives • Cover • Contain • Educate • Reduce/Minimize • Produci Substitution Description Stteets. roads, and highways are significant sources of pollutants in stormwater discharges, and operation and maintenance (O&M) practices, if not conducted properly, can contribute to the problem. Stormwater pollution from roadway and bridge maintenance should be addressed on a site-specific basis. Use of the procedures outlined below, that address street sweeping and repair, bridge and stracture maintenance, and unpaved roads wiU reduce pollutants in stormwater. Approach Pollution Prevention • Use the least toxic materials avaUable (e.g. water based paints, gels or sprays for graffiti removal) • Recycle paint and other materials whenever possible. • Enlist the help of citizens to keep yard waste, used oU, and other wastes out of the gutter. Suggested Protocols Street Sweeping and Cleaning • Maintain a consistent sweeping schedule. Provide minimum monthly sweeping of curbed streets. • Perform street cleaning during dry weather if possible. Targeted Constituents Sediment / Nutrients Trash / Melals / Bacleria Oil and Grease • Organics • Oxygen Demanding / California Stormwater Ouality Association January 2003 California Stormwater BMP Handbook Municipal www.cabmphandbooks.com 1 of 9 SC-70 Road and Street I4aintenance Avoid wet cleaning or flushing of stteet, and utilize dry methods where possible. Consider increasing sweeping frequency based on factors such as traffic volume, land use, field observations of sediment and trash accumulation, proximity to water courses, etc. For example: - Increase the sweeping frequency for streets with high pollutant loadings, especially in high traffic and industrial areas. - Increase the sweeping frequency just before the wet season to remove sediments accumulated during the summer. - Increase the sweeping frequency for stteets in special problem areas such as special events, high litter or erosion zones. Maintain cleaning equipment in good working condition and purchase replacement equipment as needed. Old sweepers should be replaced with new technologically advanced sweepers (preferably regenerative air sweepers) that maximize pollutant removal. Operate sweepers at manufacturer requested optimal speed levels to increase effectiveness. To increase sweeping effectiveness consider the following: Institute a parking policy to restrict parking in problematic areas during periods of street sweeping. - Post permanent stteet sweeping signs in problematic areas; use temporary signs if installation of pennanent signs is not possible. Develop and distribute flyers notifying residents of street sweeping schedules. • Regularly inspect vehicles and equipment for leaks, and repair immediately. • If avaUable use vacuum or regenerative air sweepers in the high sediment and trash areas (typically industrial/commercial). • Keep accurate logs of the number of curb-miles swept and the amount of waste collected. • Dispose of street sweeping debris and dirt at a landfiU. • Do not store swept material along the side of the street or near a storm drain inlet. • Keep debris storage to a minimum during the wet season or make sure debris pUes are contained (e.g. by berming the area) or covered (e.g. with tarps or permanent covers). Street Repair and Maintenance Pavement marking Schedule pavement marking activities for dry weather. 2 of 9 California Stormwater BMP Handbook January 2003 Municipal www.cabmphandbooks.com Road and Street [Maintenance SC-7Q • Develop paint handling procedures for proper use, storage, and disposal of paints. • Transfer and load paint and hot thermoplastic away from storm drain inlets. • Provide drop cloths and drip pans in paint mixing areas. • Properly maintain application equipment. • Street sweep tiieraioplastic grindings. YeUow thermoplastic grindings may require special handling as they may contain lead. • Paints containing lead or tributyltin are considered a hazardous waste and must be disposed of properly. • Use water based paints whenever possible. If using water based paints, clean the appUcation equipment in a sink that is connected to the sanitary sewer. • Properly store leftover paints if they are to be kept for the next job, or dispose of properly. Concrete installation and repair • Schedule asphalt and concrete activities for dry weather. • Take measures to protect any nearby stonn drain inlets and adjacent watercourses, prior to breaking up asphalt or concrete (e.g. place san bags around inlets or work areas). • Limit the amount of fresh concrete or cement mortar mbced, mbc only what is needed for the job. • Store concrete materials under cover, away from drainage areas. Secure bags of cement after they are open. Be sure to keep wind-blown cement powder away from stteets, gutters storm drains, rainfaU. and mnoff. • Retiirn leftover materials to the transit mixer. Dispose of small amounts of hardened excess concrete, grout, and mortar in the trash. • Do not wash sweepings from exposed aggregate concrete into tiie street or storm drain Collect and retum sweepings to aggregate base stockpUe. or dispose in the ttash. • When making saw cuts in pavement, use as little water as possible and perfonn during dry weather. Cover each storm drain inlet completely witii filter fabric or plastic during the sawing operatton and contain tiie slurry by placing straw bales, sandbags, or gravel dams around the inlets. After the liquid drains or evaporates, shovel or vacuum the slurry residue from the pavement or gutter and remove from site. Alternatively, a smaU onsite vacuum may be used to pick up the slurry as this wiU prohibit slurry from reaching storm drain inlets. • Wash concrete tracks off site or in designated areas on site designed to preclude discharge of wash water to drainage system. January 2003 California Stormwater BMP Handbook 3 of 9 Municipal www.cabmphandbooks.com SC-70 Road and Street Maintenance Patching, resurfacing, and surface sealing Schedule patching, resurfacing and surface sealing for dry weather. Stockpile materials away from streets, gutter areas, storm drain inlets or watercourses. During wet weather, cover stockpUes vrith plastic tarps or berm around them if necessary to prevent ttansport of materials in mnoff. Pre-heat, transfer or load hot bituminous material away from drainage systems or watercourses. Where applicable, cover and seal nearby storm drain inlets (with waterproof material or mesh) and maintenance holes before applying seal coat, slurry seal, etc. Leave covers in place until job is complete and untU aU water from emulsified oU sealants has drained or evaporated. Clean any debris from covered maintenance holes and storm drain inlets when the job is complete. Prevent excess material from exposed aggregate concrete or simUar treatments from entering stteets or storm drain inlets. Designate an area for clean up and proper disposal of excess materials. Use only as much water as necessary for dust control, to avoid mnoff. Sweep, never hose down stteets to clean up ttacked dirt. Use a street sweeper or vacuum tmck. Do not dump vacuumed liquid in storm drains. • Catch drips from paving equipment that is not in use with pans or absorbent material placed under the machines. Dispose of collected material and absorbents properly. Equipment cleaning maintenance and storage • Inspect equipment daily and repair any leaks. Place drip pans or absorbent materials under heavy equipment when not in use. • Perform major equipment repairs at the corporation yard, when practical. • If refueling or repairing vehicles and equipment must be done onsite, use a location away from storm drain inlets and watercourses. • Clean equipment including sprayers, sprayer paint supply lines, patch and paving equipment, and mud jacking equipment at the end of each day. Clean in a sink or other area (e.g. vehicle wash area) that is connected to the sanitary sewer. Bridge and Structure Maintenance Paint and Paint Removal Transport paint and materials to and from job sites in containers with secure lids and tied down to the transport vehicle. • Do not transfer or load paint near storm drain inlets or watercourses. 4 of 9 California Stormwater BMP Handbook January 2003 Municipal www.cabmphandbooks.com Road and Street IMaintenance SC-70 Test and inspect spray equipment prior to starting to paint. Tighten aU hoses and connections and do not overfill paint container. Plug nearby storm drain inlets prior to starting painting where there is significant risk of a spill reaching storm drains. Remove plugs when job is completed. If sand blasting is used to remove paint, cover nearby storm drain inlets prior to starting work. Perform work on a maintenance traveler or platform, or use suspended netting or tarps to capture paint, rast, paint removing agents, or other materials, to prevent discharge of materials to surface waters if the bridge crosses a watercourse. If sanding, use a sander with a vacuum filter bag. Capture all clean-up water, and dispose of properly. Recycle paint when possible (e.g. paint may be used for graffiti removal activities). Dispose of unused paint at an appropriate household hazardous waste facUity. Graffiti Removal Schedule graffiti removal activities for dry weather. Protect nearby storm drain inlets prior to removing graffiti from walls, signs, sidewalks, or other stractures needing graffiti abatement. Clean up afterwards by sweeping or vacuuming thoroughly, and/or by using absorbent and properly disposing of the absorbent. When graffiti is removed by painting over, implement the procedures under Painting and Paint Removal above. Direct ranoff from sand blasting and high pressure washing (with no cleaning agents) into a landscaped or dirt area. If such an area is not avaUable, filter ranoff through an appropriate flitering device (e.g. filter fabric) to keep sand, particles, and debris out of storm drains. If a graffiti abatement method generates wash water containing a cleaning compound (such as high pressure washing with a cleaning compound), plug nearby storm drains and vacuum/pump wash water to the sanitary sewer. Consider using a waterless and non-toxic chemical cleaning method for graffiti removal (e.g. gels or spray compounds). Repair Work Prevent concrete, steel, wood, metal parts, tools, or other work materials from entering storm drains or watercourses. Thoroughly clean up the job site when the repair work is completed. When cleaning guardrails or fences foUow the appropriate surface cleaning methods (depending on the type of surface) outiined in SC-71 Plaza & Sidewalk Cleaning fact sheet. January 2003 California Stormwater BMP Handbook 5 of 9 Municipal www.cabmphandbooks.com SC-70 Road and Street Maintenance • If painting is conducted, follow the painting and paint removal procedures above. • If graffiti removal is conducted, foUow the graffiti removal procedures above. • If constmction takes place, see the Constraction Activity BMP Handbook. • Recycle materials whenever possible. Unpaved Roads and Trails • Stabilize exposed soU areas to prevent soU from eroding during rain events. This is particularly important on steep slopes. • For roadside areas with exposed soUs, the most cost-effective choice is to vegetate the area, preferably with a mulch or binder that vriU hold the soils in place while the vegetation is establishing. Native vegetation should be used if possible. • If vegetation cannot be established immediately, apply temporary erosion control mats/blankets; a comma straw, or gravel as appropriate. • If sediment is already eroded and mobUized in roadside areas, temporary controls should be installed. These may include: sediment conttol fences, fabric-covered triangular dikes, grayel-fiUed buriap bags, biobags, or hay bales staked in place. Non-Stormwater Discharges Field crews should be aware of non-stormwater discharges as part of their ongoing street maintenance efforts. • Refer to SC-io Non-Stormwater Discharges • Identify location, time and estimated quantity of discharges. • Notify appropriate personnel. Training • Train employees regarding proper street sweeping operation and street repair and maintenance. • Instruct employees and subcontractors to ensure that measures to reduce the stormwater impacts of roadway/bridge maintenance are being followed. • Require engineering staff and/or consulting A/E firms to address stormwater quality in new bridge designs or existing bridge retrofits. • Use a training log or similar method to document training. • Train employees on proper spill containment and clean up, and in identifying non- stormwater discharges. S °f 9 California Stormwater BMP Handbook January 2003 Municipal www.cabmphandbooks.com Road and Street Maintenance SC-70 Spill Response and Prevention m Refer to SC-ii, SpUl Prevention, Conttol & Cleanup. • Keep your SpiU Prevention Conttol and countermeasure (SPCC) plan up-to-date, and implement accordingly. • Have spill cleanup materials readily avaUable and in a known location. • Cleanup spills immediately and use dry methods if possible. • Properly dispose of spill cleanup material. Other Considerations • Densely populated areas or heavUy used streets may require parking regulations to clear streets for cleaning. • No currentiy avaUable conventional sweeper is effective at removing oU and grease. Mechanical sweepers are not effective at removing finer sediments. • Limitations may arise in the location of new bridges. The avaUabUity and cosf of land and other economic and political factors may dictate where the placement of a new bridge wiU occur. Better design of the bridge to control mnoff is required if it is being placed near sensitive waters. Requirements Costs • The maintenance of local roads and bridges is already a consideration of most community pubUc works or transportation departments. Therefore, the cost of pollutant reducing management practices wiU involve the training and equipment required to implement these new practices. I are The largest expenditures for street sweeping programs are in staffing and equipment. The capital cost for a conventional street sweeper is between $60,000 and $120,000. Newer technologies might have prices approaching $180,000. The average usefiil life ofa conventional sweeper is about four years, and programs must budget for equipment replacement. Sweeping frequencies wiU determine equipment life, so programs that sweep more often should expect to have a higher cost of replacement. A street sweeping program may require the following. - Sweeper operators, maintenance, supervisory, and administrative personnel required. - Traffic control officers may be required to enforce parking restrictions. - Skillful design of cleaning routes is required for program to be productive. - Arrangements must be made for disposal of collected wastes. January 2003 California Stormwater BMP Handbook 7 of 9 Municipal www.cabmphandbooks.com SC-70 Road and Street Maintenance • If investing in newer technologies, ttaining for operators must be included in operation and maintenance budgets. Costs for pubUc education are small, and mostly deal with the need to obey parking restiictions and litter control. Parking tickets are an effective reminder to obey parking mles, as weU as being a source of revenue. Maintenance • Not applicable Supplemental Information Further Detail ofthe BMP Street sweeping There are advantages and disadvantages to tiie two common types of sweepers. The best choice depends on your specific conditions. Many communities find it usefiil to have a compliment of both types in their fleet. Mechanical Broom Sweepers - More effective at picking up large debris and cleaning wet streets Less costiy to purchase and operate. Create more airbome dust. Vacuum Sweepers - More effective at removing fine particles and associated heavy metals Ineffective at cleaning wet streets. Noisier than mechanical broom sweepers which may restrict areas or times of operation. May require an advance vehicle to remove large debris. fstreet Flushers - Not affected by biggest interference to cleaning, parked cars. May remove finer sediments, moving them toward tiie gutter and stormwater inlets. For this reason, flushing feU out of favor and is now used primarily after sweeping, nushing may be effective for combined sewer systems. Presently street flushing is not aUowed under most NPDES permits. Cross-Media Transfer of Pollutants The Califomia Air Resources Board (ARB) has established state ambient air quality standards including a standard for respirable particulate matter Oess than or equal to lo microns in diameter, symboUzed as PMio). In the effort to sweep up finer sediments to remove attached heavy metals, municipalities should be aware that fine dust, tiiat cannot be captured by the sweeping equipment and becomes airborne, could lead to issues of worker and public safety. Bridges Bridges that carry vehicular traffic generate some ofthe more direct discharges of ranoff to surface waters. Bridge scupper drains cause a direct discharge of stormwater into receiving waters and have been shown to carry relatively high concentrations of-poUutants. Bridge maintenance also generates wastes that may be either directly deposited to the water below or carried to the receiving water by stormwater. The following steps will help reduce the stormwater impacts of bridge maintenance: • Site new bridges so that significant adverse impacts to wetiands, sensitive areas, critical habitat, and riparian vegetation are minimized. California Stormwater BMP Handbook January 2003' Municipal www.cabmphandbooks.com Road and Street Maintenance sc-70 • Design new bridges to avoid the use of scupper drains and route mnoff to land for treatment conttol. Existing scupper drains should be cleaned on a regular basis to avoid sediment/debris accumulation. • Reduce the discharge of pollutants to surface waters during maintenance by using suspended ttaps, vacuums, or booms in the water to capture paint, mst, and paint removing agents. Many of these wastes may be hazardous. Properly dispose of this waste by referring to CA21 (Hazardous Waste Management) in the Constmction Handbook. • Train employees and subcontractors to reduce the discharge of wastes during bridge maintenance. De-icing u Do not over-apply deicing salt and sand, and routinely caUbrate spreaders. • Near reservoirs, restrict the application of deicing salt and redirect any mnoff away fi-om reservoirs. • Consider using altemative deicing agents (less toxic, biodegradable, etc.). References and Resources Model Urban Runoff Program: A How-To Guide for Developing Urban Runoff Programs for SmaU Municipalities. Prepared by City of Monterey, City of Santa Cmz, Califomia Coastal Commission, Monterey Bay National Marine Sanctuary, Association of Monterey Bay Area Govemments, Woodward-Clyde, Centtal Coast Regional Water Quality Control Board Julv 1998. * Orange County Stormwater Program htto://www.ocwatersheds.com/stormwater/swp inttoduction.a.sp Oregon Association of Clean Water Agencies. Oregon Municipal Stormwater Toolbox for Maintenance Practices. June 1998. Santa Clara VaUey Urban Runoff Pollution Prevention Program. 1997 Urban Runoff Management Plan. September 1997, updated October 2000. Santa Clara Valley Urban Runoff PoUution Prevention Program. 2001. Fresh Concrete and Mortar Application Best Management Practices for the Constmction Industry. June. Santa Clara Valley Urban Runoff Pollution Prevention Program. 2001. Roadwork and Paving Best Management Practices for the Constraction Industry. June. United States Environmental Protection Agency (USEPA). 2002. Pollution Prevention/Good Housekeeping for Municipal Operations Roadway and Bridge Maintenance. On-line http://www.epa.^ov/npdes/menuofbmps/poU iq.httn January 2003 California Stormwater BMP Handbook g g Municipal www.cabmphandbooks.com Parking/Storage Area Maintenance sc-43 Description Parking lots and storage areas can contribute a number of substances, such as trash, suspended solids, hydrocarbons, oU and grease, and heavy metals that can enter receiving waters through stormwater ranoff or non-stormwater discharges. The foUowing protocols are intended to prevent or reduce the discharge of poUutants from parking/storage areas and include using good housekeeping practices, following appropriate cleaning BMPs. and training employees. Approach Pollution Prevention • Encourage alternative designs and maintenance strategies for impervious parking lots. (See New Development and Redevelopment BMP Handbook). • Keep accurate maintenance logs to evaluate BMP implementation. Suggested Protocols General • Keep the parking and storage areas clean and orderly. Remove debris in a timely fashion. • Allow sheet mnoff to flow into biofilters (vegetated strip and swale) and/or infiltration devices. • Utilize sand filters or oleophilic collectors for oily waste in low concentrations. January 2003 California Stormwater BMP Handbook Municipal www.cabmphandbooks.com Objectives • Cover • Contain • Educate • Reduce/Minimize • Product Substitution Targeted Constituents Sediment Nutrients Trash Metals Bacleria Oil and Grease Organics Oxygen Demanding • • • • • • • i Jcalifornla Stormwater •V"'^ Ouality Association 1 of 4 SC-43 Parlcing/Storage Area Maintenance • Arrange rooftop drains to prevent drainage directiy onto paved surfaces. • Design lot to include semi-permeable hardscape. Controlling Litter • Post "No Littering" signs and enforce anti-litter laws. • Provide an adequate number of litter receptacles. • Clean out and cover litter receptacles frequently to prevent spiUage. • Provide trash receptacles in parking lots to discourage litter. • Routinely sweep, shovel and dispose of litter in the trash. Surface cleaning • Use dry cleaning metiiods (e.g. sweeping or vacuuming) to prevent the discharge of pollutants into the stormwater conveyance system. • Establish frequency of public parking lot sweeping based on usage and field observations of waste accumulation. • Sweep all parking lots at least once before the onset of the wet season. • If water is used foUow the procedures below: - Block the storm drain or contain ranoff. - Wash water should be coUected and pumped to the sanitary sewer or discharged to a pervious surface, do not allow wash water to enter storm drains. - Dispose of parking lot sweeping debris and dirt at a landfiU. • When cleaning heavy oily deposits: Use absorbent materials on oily spots prior to sweeping or washing. Dispose of used absorbents appropriately. Surface Repair • Pre-heat, transfer or load hot bituminous material away from storm drain inlets. • Apply concrete, asphalt, and seal coat during dry weather to prevent contamination form contacting stormwater ranoff. • Cover and seal nearby storm drain inlets (with waterproof material or mesh) and manholes before applying seal coat, slurry seal, etc., where applicable. Leave covers in place until job is complete and until all water from emulsified oil sealants has drained or evaporated. Clean any debris from these covered manholes and drains for proper disposal. 2 of 4 California Stormwater BMP Handbook January 2003 Municipal www.cabmphandbooks.com Parlcing/Storage Area Maintenance sc-43 • Use only as much water as necessary for dust control, to avoid mnoff. • Catch drips from paving equipment tiiat is not in use with pans or absorbent material placed under the machmes. Dispose of collected material and absorbents properly. Inspection • Have designated personnel conduct inspections of the parking facilities and stormwater conveyance systems associated with them on a regular basis. • Inspect cleaning equipment/sweepers for leaks on a regular basis. TVainingi • Provide regular ttaining to field employees and/or conttactors regarding cleaning of paved areas and proper operation of equipment. • Train employees and contractors in proper techniques for spiU containment and cleanup. Spill Response and Prevention • Refer to SC-ii, Spfll Prevention, Conttol & Cleanup. • Keep your SpUl Prevention Control and countermeasure (SPCC) plan up-to-date, nad implement accordingly. • Have spiU cleanup materials readily avaUable and in a known location. • Cleanup spflls immediately and use dry methods if possible. • Properly dispose of spiU cleanup material. Other Considerations • Limitations related to sweeping activities at large parking facUities may include high equipment costs, the need for sweeper operator training, and the inabUity of current sweeper technology to remove oU and grease. Requirements Costs Cleaning/sweeping costs can be quite large, constmction and maintenance of stormwater stmctural controls can be quite expensive as weU. Maintenance • Sweep parking lot to minimize cleaning vrith water. • Clean out oU/water/sand separators regularly, especially after heavy storms. • Clean parking facilities on a regular basis to prevent accumulated wastes and pollutants from being discharged into conveyance systems during rainy conditions. Januar/ 2003 California Stormwater BMP Handbook 3 of 4 Municipal www.cabmphandbooks.com sc-43 Parking/Storage Area Maintenance Supplemental Information Further Detail ofthe BMP Surf ace Repair Apply concrete, asphalt, and seal coat during dry weather to prevent contamination form contacting stonnwater mnoff. Where applicable, cover and seal nearby storm drain inlets (with waterproof material or mesh) and manholes before applying seal coat, slurry seal, etc. Leave covers in place untU job is complete and until all water from emulsified oU sealants has drained or evaporated. Clean any debris from these covered manholes and drains for proper disposal. Use only as much water as necessary for dust control, to avoid mnoff. References and Resources http://www.stormwatercenter.net/ California's Nonpoint Source Program Plan http://www.swrcb.ca.gov/nps/index.html Model Urban Runoff Program: A How-To Guide for Developing Urban Runoff Programs for Small Municipalities. Prepared by City of Monterey, City of Santa Cmz, Califomia Coastal Commission, Monterey Bay National Marine Sanctuary, Association of Monterey Bay Area Govemments, Woodward-Clyde, Central Coast Regional Water Quality control Board. July 1998 (Revised Febraary 2002 by the California Coastal Conunission). Orange County Stormwater Program fhttp://www.ocwatersheds.com/StormWater/swp_inttoduction.asp Oregon Association of Clean Water Agencies. Oregon Municipal Stormwater Toolbox for Maintenance Practices. June 1998. Pollution from Surface Cleaning Folder. 1996. Bay Area Stormwater Management Agencies Association (BASMAA) http://www.basma.org San Diego Stormwater Co-permittees Jurisdictional Urban Runoff Management Proeram (URMP) http://www.proiectcleanwater.org/pdf/Model%20Program%20MuniciDal%20FarUities.pdf 4 of 4 California Stormwater BMP Handbook January 2003 Municipal www.cabmphandbooks.com structural Treatment BMPs By comparing the categories in Table 4 - Structural Treatment Control BMP Selection Matrix with those from the 303 (d) list and as determined in Table 1 (Section 4.0), pollutants of concern for this project include: sediment (a priority pollutant as it is on the 303(d) list); nutrients; heavy metals; trash and debris; oxygen demanding substances; bacteria (also, a priority pollutant as it is on the 303(d) list); oil and grease; and pesticides. (See Table 4, this Section) To minimize pollutants of concern, we are using: 1. Multiple Systems - BMPs using different removal processes will be combined to improve overall removal efficiency. (See Fact Sheet TC-60, this Section) 2. Storm drain inlet baskets - "Bio Clean" with hydrocarbon absorption booms (See attached manufacturer's information, this Section) 3. Vegetated swale (See Exhibit D for flow based calculations and the detention calculations for Q2, Q10, Q100 year storms and Fact Sheet TC-30, this Section) In addition, based upon Table 3 - Numeric Sizing Treatment Standards, we are using a flow-based BMP designed to mitigate, (infiltrate, filter, or treat) the maximum flow rate or runoff produced from a rainfall intensity of 0.2 inches of rainfall per hour for each hour of a storm event. (See Exhibit C, this Section, for the depths of flows and velocities for each segment of the vegetated swale) storm Water Standards 4/03/03 Table 3. Numeric Sizing Treatment Standards. Volume 1. Volume-based BMPs shall be designed to mitigate (Infiltrate, filter, or treat) tha volume of runoff produced from a 24-hour 85*" percentile storm event, as detennined from isopluvial maps contained in the County of San Diego Hydrology Manual. OB Flow 2. Flow-based BMPs shall be designed to mitigate (infiltrate, filter, or treat) the maximum flow rate of runoff produced from a rainfall intensity of 0.2 inch of rainfall per tiour for each hour of a storm event /. Structural Treatment BMP Selection Procedure Priority projects shall select a single or combination of treatment BMPs from the categories in Table 4 that maximize pollutant removal for the particular pollutant(s) of cpnceni. A ny p ollutants t he p roject i s e xpected tog enerate t hat a re a Iso c ausing a Clean Water Act section 303(d) impaimnent of the downstream receiving waters of the project should be given top priority in selecting treatment BMPs. To select a structural treatment BMP using the Structural Treatment Control BMP Selection Matrix (Tabie 4). each priority project shall compare the list of pollutants for which the downstream receiving waters are innpaired (if any). According to the 1998 303(d) listing, the Agua Hedionda Lagoon is impaired for sediment and siltation. Buena Vista Lagoon also has impaired beneficial uses (aquatic life) due to high sedimehtation/siltation. Portions of Carisbad where constmction sites have the potential to d ischarge i nto a t ributary o f a 3 03(d) ord irectly i nto a 3 03(d) w ater b ody o r sites locatedi within 200 feet of an ESA require additional BMP impiementation. These water bodies include the Pacific Ocean, Buena Vista Lagoon. Encinas Creek, Agua Hedionda Lagoori, and Batiquitos Lagoon. Priority projects that are not anticipated to generate a pollutant for which the receiving water is Clean Water Act Section 303(d) impaired shaii setect a single or combination of structural treatment BMPs from Table 4 that are effective for pollutant removal of the identified pollutants of concern determined to be most significant for the project. Selecteid BMPs must be effective for the widest range of pollutants of concem anticipated to be generated by a priority project (as identified in Table 1). Alternative stomi water BMPs not identified In Table 4 may be approved at the discretion of the City Engineer, provided the alternative BMP is as effective In removal of pollutants of concern as other feasible BMPs listed in Table 4. 10 storm Water Standards 703/03 Table 4. Structural Treatment Control BMP Selection Matrix. Ptdlutant of Concern rrsatmenf Cofl(ro/BMP Catogorfes BiofiHers Detention Basins Infiltratbn Basinscn Wet Ponds or Wetlands Drainage Inserts Filtratton Hydrodynamic Separator SystemsW 4^ Sediment M H H H L H M Nutrients L M M M L M L Heavy Metals M M M H L H L Organic Compounds U U U U L M L Trash & Debris L H U U M H M Oxygen Demanding Substances L M M M L M L # Bacleria U U H U L M L oa& Grease M M U U L H L Pesticides U U U U L U L (1) Induding trenches and porous pavement (^ Also known as hydrodynamic devices and baffle boxes. L Low removal efficiency M: Medum removal efficiency H: High removal efficiency U: Unknown removal eflideiKy Sources: Guidance Spadiyfrig Managemenf Measures for Sources of Nonpoint Pollulion in Cbasfa/ td^ters (1993) National 1 Stonnwater Best Managment Practices Database (2001). and GuAte for BMP Setecfibn AJ t/Aan Devetoped >(reas (2001) //. Restrictions on the Use of Infiltration Treatment BMPs 31, Treatment control BMPs that are designed to primarily function as infiltration devices shall meet the following conditions (these conditions do not apply to treatment BMPs which allow incidental infiltration and are riot designed to primarily ftinction as infiltration devices, such as grassy swales, detention basins, vegetated buffer strips, constmcted weUands, etc.): (1) urban mnoff from commercial developments shall undergo pretreatment to remove both physical and chemical contaminants, such as sedimentatk>n or filtration, prior to infiltration; (2) all dry weather flows shall be diverted from infiltration devices except forthese non-stonn water discharges authorized pursuant to 40 CFR 122.26(d)(2)(iv)(B)(li: diverted stream flows, rising ground waters, uncontaminated ground water infiltration [as defined at 40 CFR 35.2005(20)] to stonn water conveyance systems, uncontaminated pumped ground water, foundation drains, springs, water from' crawl space pumps, footing drains, air conditioning condensation, flow from riparian habitats and wetlands, water line flushing, landscape imgation. discharges from potable water sources other than water main breaks, irrigation water, individual residential car washing, a nd d echlorinated swimming pool discharges; (3) pollution prevention and source control BMPs shall be Implemented at a level appropriate to protect groundwater quality at sites where infiltration stmctural treatment BMPs are to be used; (4) the vertical distance from the base of any infiltration stmctural treatment BMP to the seasonal high groundwater mark shall be at least 10 feet. Where groundwater does not support beneficial uses, this vertical distance criterion may be reduced, provided groundwater quality is Zl CONCLUSION We analyzed the on-site & off-site Storm Drain system and based on our results we concluded that: For the 100-year storm: The total Q for our site (existing conditions) = 10.9 cfs (See Exhibit A) The total Q for our site (proposed conditions) =13.49 cfs (See Exhibit B) This is an increase of 2.59 cfs for the proposed site. After calculating the existing and proposed flow rates, we then analyzed how deep the swale would pond with an outflow of 10.9 cfs (existing conditions) & and inflow of 13.49 cfs (proposed conditions). This was done using the Flood Hydrograph Routing Program in CivilCadd. The result was 2.27 ft. and can be found in Section 3. This depth was plotted on the swale profile (Exhibit C) and the cross section of the swale (Exhibit D). Next, we analyzed the sizing of the dewatering holes. We found that for a 100 year storm we would need 2 ea. 10.0" diameter holes. 6 ea. 3" diameter holes, and 8 ea. 4" diameter holes. The locations ofthese holes can be found in a detail in Section 10. The modified type 'F' catch basin has openings on all four sides and an emergency spillway, which will force the water through the inlet, hi addition to the spillway, we added a 8-inch high wall. This wall will increase the head pressure of the openings, which will increase the capacity ofthe emergency spillway. This wall will also help to keep the water off the road. All the finish floors are designed well above the top of the wall, to prevent flooding in a 100 year storm. For the 10-year storm: The total Q for our site (existing conditions) = 6.98 cfs (See Exhibit A) The total Q for our site (proposed conditions) = 8.55 cfs (See Exhibit B) This is an increase of 1.57 cfs for the proposed site. After calculating the existing and proposed flow rates, we then analyzed how deep the swale would pond with an outflow of 6.98 cfs (existing conditions) & and inflow of 8.55 cfs (proposed conditions). This was done using the Flood Hydrograph Routing Program in CivilCadd. The result was 1.85 ft. and can be found in Section 4. This depth was plotted on the swale profile (Exhibit C) and the cross section ofthe swale (Exhibit D). Next, we analyzed the sizing of the dewatering holes. We found that for a 10 year storm we would need 2 ea. 10.0" diameter holes, and 6 ea. 3" diameter holes. The locations of these holes can be found in a detail in Section 10. For the 2-year storm: The total Q for our site (existing conditions) = 5.23 cfs (See Exhibit A) The total Q for our site (proposed conditions) = 6.24 cfs (See Exhibit B) This is an increase of 1.01 cfs for the proposed site. After calculating the existing and proposed flow rates, we then analyzed how deep the swale would pond with an outflow of 5.23 cfs (existing conditions) & and inflow of 6.24 cfs (proposed conditions). This was done using the Flood Hydrograph Routing Program in CivilCadd. The resuh was 1.50 ft. and can be found in Section 5. This depth was plotted on the swale profile (Exhibit C) and the cross .section ofthe swale (Exhibit D). Next, we analyzed the sizing of the dewatering holes. We found that for a 2 year storm we would need 2 ea. 10.0" diameter holes. The locations of these holes can be found in a detail in Section 10. Per the Coastal Conunissions recommendations, we adjusted the longitudinal grade of the swale, based on the 85* percentile flow base ranoff. Adjusting this grade will allow the travel time to be 10 minutes to maximize the contact with the vegetation. 10O-YEAR STORM EXISTING CONDITIONS 0 loo, 101 ico li • • • \ '/v^'i Coin' n-'I , :AiT7 7. : -^-^ r CKtiTiM^ C&M Orn 64a; q l> loo "Td., - ^1.40 .V 0^-•"1 a '- PA 0' ul V I / .1 .: T 1 -fl .\9 % of Sh<ef • OS ^> \/, |,(^^,^ i i '...)/• 1 ii! i • f - ^-^ loo a^j Az. .1 i 1' / 7 0:. / . > O 17 ) TT (9, , , lo.ipf o,7>s -w./^^cCv i^^^ ^±11 '-^^j^ . Ar^ gc.-^- Sh.^ -n.^c>_ ^--•^Q.o' <9.7l 7, .y>t m q Q;ir/. ion-X ^a;-.> •5^' '/A I" 1 ^' 7 -r^>'V<)VlM7^7 7-f> San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 05/11/05 THE BLUFFS -EXISTING CONDITIONS - AREA 5 100 YEAR STORM J.N. 01-1022 FILE: G:\ACCTS\011022\E)bS5.OUT BY:CS0 5/11/05 ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.600 Adjusted 6 hour precipitation (inches) = 2.500 P6/P24 = 54.3% San Diego hydrology manual 'C values used Runoff coefficients by rational method + + + + + + + + + + + + + + + + + + + + + + + + + H. + + + + + + + + + + + + + + + + + ^.^^.^^^^^^^^^_^^^_j_^_^_^_^ Process from Point/Station 501.000 to Point/Station 502.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C value of 0.3 80 given for subarea Rainfall intensity (I) = 4.104 for a 100.0 year storm User specified values are as follows: TC = 10.41 min. Rain intensity = 4.10(In/Hr) Total area = 0.05(Ac.) Total runoff = 0.08(CFS) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 502.000 to Point/Station 503 000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** * * * * Top of street segment elevation = 85.200(Ft.) End of street segment elevation = 70.000(Ft.) Length of street segment = 610.43 0(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000 (Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(3) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500 (Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.096(CFS) Depth of flow = 0.071 (Ft.), Average velocity = 1.596 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Plow velocity = 1.60(Ft/s) Travel time = 6.3 7 min. TC = 16.78 min. Adding area flow to street User specified 'C value of 0.380 given for subarea Rainfall intensity = 3.016(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.380 Subarea runoff = 0.470(CFS) for 0.410(Ac.) Total runoff = 0.550(CFS) Total area = 0.46(Ac.) Street flow at end of street = 0.550(CFS) Half street flow at end of street = 0.275(CFS) Depth of flow = 0.143(Ft.), Average velocity = 2.138(Ft/s) Flow width (from curb towards crown)= 2.395(Ft.) A- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 503.000 to Point/Station 503.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.460(Ac.) Runoff from this stream = 0.550(CFS) Time of concentration = 16.78 min. Rainfall intensity = 3.016(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified "C value of 0.660 given for subarea Rainfall intensity (I) = 2.755 for a 100.0 year storm User specified values are as follows: TC = 19.31 min. Rain intensity = 2.76(In/Hr) Total area = 1.31(Ac.) Total runoff = 2.3 9(CFS) ++++++++++++++++++++++++++++++++++++++++f+++++++++++++++++++++++++++ Process from Point/Station 503.000 to Point/Station 503.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.310(Ac.) Runoff from this stream = 2.390(CFS) Time of concentration = 19.31 min. Rainfall intensity = 2.755(In/Hr) Summary of stream data: stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0. 550 16. 78 3. 016 2 2. 390 19 31 2 755 Qmax(l) = 1 000 * 1 000 * 0 550) + 1 000 * 0 869 * 2 390) + = 2.627 Qmax(2) = 0 .913 * 1 .000 * 0 550) + 1 .000 * 1 .000 * 2 390) + = 2.892 Total of 2 main streams to confluence: Flow rates before confluence point: 0.550 2.390 Maximum flow rates at confluence using above data: 2.627 2.892 Area of streams before confluence: 0.460 1.310 Results of confluence: Total flow rate = 2.892(CFS) Time of concentration = 19.310 min. Effective stream area after confluence = End of coraputations, total study area = 1.770(Ac.) 1.77 (Ac.) KiOOC i^ ^ 10O-YEAR STORM PROPOSED CONDITIONS i San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 06/30/05 HYDROLOGY STUDY - THE BLUFFS 100 YEAR STORM J.N. 01-1022 FILE: G:\ACCTS\011022\0122DS.OUT 6/30/05 BY:CSO ********* Hydrology Study Control Information ********** O'Day Consultants, San Diego, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.600 Adjusted 6 hour precipitation (inches) = 2.500 P6/P24 = 54.3% San Diego hydrology manual 'C' values used Runoff coefficients by rational method ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 104.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.660 given for subarea Initial subarea flow distance = 29.00(Ft.) Highest elevation = 77.73(Ft.) Lowest elevation = 77.22(Ft.) Elevation difference = 0.51(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3.53 min. TC = [1.8*(1.1-C)*distance*.5)/(% slope*(l/3)] TC = [1.8*(l.l-0.6600)*( 29.00*.5)/( 1.76^(1/3)]= 3.53 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.587 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.660 Subarea runoff = 0.087(CFS) Total initial stream area = 0.020(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 106.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation = 77.220(Ft.) End of street segment elevation = 73.160(Ft.) Length of street segment = 405.410(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.000(Ft.) Distance from crown to crossfall grade break = 10.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 5.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.105(CFS) Depth of flow = 0.074(Ft.), Average velocity = 1.061(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500 (Ft.) Flow velocity = 1.06(Ft/s) Travel time = 6.3 7 min. TC = 11.37 min. Adding area flow to street User specified 'C value of 0.660 given for subarea Rainfall intensity = 3.878(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 1.049 (CFS) for 0.410(Ac.) Total runoff = 1.136(CFS) Total area = 0.43(Ac.) Street flow at end of street = 1.136(CFS) Half street flow at end of street = 0.568(CFS) Depth of flow = 0.167(Ft.), Average velocity = 1.556(Ft/s) Flow width (from curb towards crown)= 5.702(Ft.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 108.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.430(Ac.) Runoff from this stream = 1.136(CFS) Time of concentration = 11.37 min. Rainfall intensity = 3.878(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 204.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C value of 0.660 given for subarea Rainfall intensity (I) = 2.974 for a 100.0 year storm User specified values are as follows: TC = 17.15 min. Rain intensity = 2.97(In/Hr) Total area = 0.51(Ac.) Total runoff = 1.00(CFS) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 208.000 IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 74.27(Ft.) Downstream point elevation = 73.47(Ft.) Channel length thru subarea = 43.00(Ft.) Channel base width = 2.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 1.020(CFS) Manning's 'N' = 0.250 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 1.020(CFS) Depth of flow = 0.656(Ft.), Average velocity = 0.469(Ft/s) Channel flow top width = 4.624(Ft.) Flow Velocity = 0.47(Ft/s) Travel time = 1.53 min. Time of concentration = 18.68 min. Critical depth = 0.188(Ft.) Adding area flow to channel User specified 'C value of 0.660 given for subarea Rainfall intensity = 2.815(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.037(CFS) for 0.020(Ac.) Total runoff = 1.037(CFS) Total area = 0.53(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 208.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.530(Ac.) Runoff from this stream = 1.037(CFS) Time of concentration = 18.68 min. Rainfall intensity = 2.815(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 304.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.660 given for subarea Initial subarea flow distance = 35.00(Ft.) Highest elevation = 75.86(Ft.) Lowest elevation = 75.33(Ft.) Elevation difference = 0.53(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.08 min. TC = [1.8*(1.1-C)*distance*.5)/(% slope^(l/3)] TC = [1.8*(1.1-0 .6600)* ( 35.00*.5)/( 1.51^(1/3)]= 4.08 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.587 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.660 Subarea runoff = 0.261(CFS) Total initial stream area = 0.060(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 206.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 72.90(Ft.) Downstream point/station elevation = 71.61(Ft.) Pipe length = 127.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.261(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.261(CFS) Normal flow depth in pipe = 2.30(In.) Flow top width inside pipe = 7.24(In.) Critical Depth = 2.83(In.) Pipe flow velocity = 3.13(Ft/s) Travel time through pipe = 0.68 min. Time of concentration (TC) = 5.68 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 206.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 5.68 min. Rainfall intensity = 6.069(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.240(CFS) for 0.060(Ac.) Total runoff = 0.501(CFS) Total area = 0.12(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 208.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 71.63(Ft.) Downstream point/station elevation = 71.11(Ft.) Pipe length = 41.76(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.501(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.501(CFS) Normal flow depth in pipe = 2.65(In.) Flow top width inside pipe = 9.95(In.) Critical Depth = 3.52(In.) Pipe flow velocity = 3. 90 (Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 5.86 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 208.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 5.86 min. Rainfall intensity = 5.949(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.118(CFS) for 0.03 0(Ac.) Total runoff = 0.619(CFS) Total area 0.15(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 208.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.15 0(Ac.) Runoff from this stream = 0.619(CFS) Time of concentration = 5.86 min. Rainfall intensity = 5.949(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) = Qmax(2) = 1.037 0 .619 1. 000 0 .473 1.000 1.000 18 .68 5.86 1.000 * 1.000 * 0.314 * 1.000 * 2.815 5 .949 1.037) + 0.619) + 1.037) + 0.619) + 1. 330 0 . 944 Total of 2 Streams to confluence: Flow rates before confluence point: 1.037 0.619 Maximum flow rates at confluence using above data: 1.330 0.944 Area of streams before confluence: 0.530 0.150 Results of confluence: Total flow rate = 1.330(CFS) Time of concentration = 18.677 min. Effective stream area after confluence = 0.680(Ac, +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 210.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 71.11(Ft.) Downstream point/station elevation = 69.97(Ft.) Pipe length = 55.65(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.330(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.330(CFS) Normal flow depth in pipe = 3.83(In.) Flow top width inside pipe = 11.19(In.) Critical Depth = 5.85(In.) Pipe flow velocity = 6.16 (Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 18.83 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 210.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 18.83 min. Rainfall intensity = 2.801(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.037(CFS) for 0.020(Ac.) Total runoff = 1.367(CFS) Total area = 0.70(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 210.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 18.83 min. Rainfall intensity = 2.801(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.037(CFS) for 0.020(Ac.) Total runoff = 1.404(CFS) Total area = 0.72(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 210.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.66 0 given for subarea Time of concentration = 18.83 min. Rainfall intensity = 2.801(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.037(CFS) for 0.020(Ac.) Total runoff = 1.441(CFS) Total area = 0.74(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 210.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.740(Ac.) Runoff from this stream = 1.441(CFS) Time of concentration = 18.83 min. Rainfall intensity = 2.801(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 307.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.660 given for subarea Initial subarea flow distance = 124.00 (Ft.) Highest elevation = 75.51(Ft.) Lowest elevation = 74.28(Ft.) Elevation difference = 1.23(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 8.84 min. TC = [1.8*(l.l-C)*distance^.5)/(% slope"(l/3)] TC = [1.8*(l.l-0.6600)*(124.00*.5)/( 0.99^(1/3)]= 8.84 Rainfall intensity (I) = 4.560 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.660 Subarea runoff = 0.301(CFS) Total initial stream area = 0.100(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 307.000 to Point/Station 309.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 71.06(Ft.) Downstream point/station elevation = 70.70(Ft.) Pipe length = 34.81(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.301(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.301(CFS) Normal flow depth in pipe = 2.16(In.) Flow top width inside pipe = 9.21(In.) Critical depth could not be calculated. Pipe flow velocity = 3.14(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 9.03 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 309.000 to Point/Station 210.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 70.70(Ft.) Downstream point/station elevation = 69.97(Ft.) Pipe length = 15.80(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.301(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.301(CFS) Normal flow depth in pipe = 1.50(In.) Flow top width inside pipe = 7.93(In.) Critical depth could not be calculated. Pipe flow velocity = 5.32(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 9.08 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 210.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 9.08 min. Rainfall intensity = 4.484(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.562(CFS) for 0.190(Ac.) Total runoff = 0.863(CFS) Total area = 0.29(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 210.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.2 90(Ac.) Runoff from this stream = 0.863(CFS) Time of concentration = 9.08 min. Rainfall intensity = 4.484(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax(2) 1.441 0.863 1.000 0 .625 1.000 1.000 18 . 83 9.08 1.000 * 1.000 * 0.482 * 1.000 * 2 . 801 4 .484 1.441) + 0.863) + 1.441) + 0.863) + 1. 980 1. 558 Total of 2 streams to confluence: Flow rates before confluence point: 1.441 0.863 Maximum flow rates at confluence using above data: 1.980 1.558 Area of streams before confluence: 0.740 0.290 Results of confluence: Total flow rate = 1.980(CFS) Time of concentration = 18.828 min. Effective stream area after confluence = 1.030(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 107.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** 1.980(CFS) 980(CFS) Upstream point/station elevation = 69.97(Ft.) Downstream point/station elevation = 67.90(Ft.) Pipe length = 10.76(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = Given pipe size = 12.00(In.) Calculated individual pipe flow = 1 Normal flow depth in pipe = 2.65(In.) Flow top width inside pipe = 9.96(In.) Critical Depth = 7.21(In.) Pipe flow velocity = 15.34(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 18.84 min ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 108 .000 Upstream point/station elevation = 67.90(Ft.) Downstream point/station elevation = 66.15(Ft.) Pipe length = 59.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.980(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.980(CFS) Normal flow depth in pipe = 3.70(In.) Flow top width inside pipe = 14.55(In.) Critical Depth = 6.36(In.) Pipe flow velocity = 7.56(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 18.97 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 108.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 18.97 min. Rainfall intensity = 2.787(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.368(CFS) for 0.200(Ac.) Total runoff = 2.348 (CFS) Total area = 1.23(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++4-++++++++++++++++^ Process from Point/Station 108.000 to Point/Station 108.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.230(Ac.) Runoff from this stream = 2.348(CFS) Time of concentration = 18.97 min. Rainfall intensity = 2.787(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) = Qmax(2) 1. 2. 1. 1. 0. 1. 136 348 000 000 719 000 11 .37 18 . 97 1.000 * 0.599 * 1.000 * 1.000 * 1.136) 2.348) 3 .878 2 . 787 1.136) + 2.348) + 2 . 543 3 . 165 Total of 2 main streams to confluence: Flow rates before confluence point: 1.136 2.348 Maximum flow rates at confluence using above data: 2.543 3.165 Area of streams before confluence: 0.430 1.230 Results of confluence: Total flow rate = 3.165(CFS) Time of concentration = 18.969 min. Effective stream area after confluence = 1.660(Ac. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 109.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.15(Ft.) Downstream point/station elevation = 65.13(Ft.) Pipe length = 24.62(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 3.165(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.165(CFS) Normal flow depth in pipe = 4.30(In.) Flow top width inside pipe = 15.35(In.) Critical Depth = 8.11(In.) Pipe flow velocity = 9.76(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 19.01 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 110.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 65.13(Ft.) Downstream point/station elevation = 64.92(Ft.) Pipe length = 13.30(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 3.165(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.165(CFS) Normal flow depth in pipe = 5.50(In.) Flow top width inside pipe = 16.58(In.) Critical Depth = 8.11(In.) Pipe flow velocity = 6.92(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 19.04 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 110.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.04 min. Rainfall intensity = 2.780(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.23 9(CFS) for 0.130(Ac.) Total runoff = 3.403(CFS) Total area = 1.79(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 110.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.04 min. Rainfall intensity = 2.780(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.459(CFS) for 0.250(Ac.) Total runoff = 3.862(CFS) Total area = 2.04(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 110.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.04 min. Rainfall intensity = 2.780(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.312(CFS) for 0.170(Ac.) Total runoff = 4.174(CFS) Total area = 2.21(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 112.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 64.92(Ft.) Downstream point/station elevation = 63.72(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 4.174 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.174 (CFS) Normal flow depth in pipe = 4.77(In.) Flow top width inside pipe = 15.88(In.) Critical Depth = 9.39(In.) Pipe flow velocity = 11.14(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 19.08 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 112.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.210(Ac.) Runoff from this stream = 4.174(CFS) Time of concentration = 19.08 min. Rainfall intensity = 2.777(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 502.000 to Point/Station 504.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C value of 0.660 given for subarea Rainfall intensity (I) = 3.011 for a 100.0 year storm User specified values are as follows: TC = 16.83 min. Rain intensity = 3.01(In/Hr) Total area = 0.98(Ac.) Total runoff = 1.95(CFS) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 504.000 to Point/Station 506.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 79.80(Ft.) Downstream point elevation = 75.97(Ft.) Channel length thru subarea = 96.00(Ft.) Channel base width = 2.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 1.960(CFS) Manning's 'N' = 0.250 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 1.960(CFS) Depth of flow = 0.754(Ft.), Average velocity = 0.740(Ft/s) Channel flow top width = 5.017(Ft.) Flow Velocity = 0.74(Ft/s) Travel time = 2.16 min. Time of concentration = 18.99 min. Critical depth = 0.281(Ft.) Adding area flow to channel User specified 'C value of 0.660 given for subarea Rainfall intensity = 2.785(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.018(CFS) for 0.010(Ac.) Total runoff = 1.968(CFS) Total area = 0.99(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 506.000 to Point/Station 506.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 18.99 min. Rainfall intensity = 2.785(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.129(CFS) for 0.070(Ac.) Total runoff = 2.097(CFS) Total area = 1.06(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 506.000 to Point/Station 507.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 73.97(Ft.) Downstream point/station elevation = 66.92(Ft.) Pipe length = 5.30(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 2.0 97(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.097(CFS) Normal flow depth in pipe = 1.70(In.) Flow top width inside pipe = 8.37(In.) Critical Depth = 7.42(In.) Pipe flow velocity = 30.84(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 18.99 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++4.++ Process from Point/Station 507.000 to Point/Station 507.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 18.99 min. Rainfall intensity = 2.785(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.092(CFS) for 0.050(Ac.) Total runoff = 2.189(CFS) Total area = 1.11(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 507.000 to Point/Station 507.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 18.99 min. Rainfall intensity = 2.785(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.037(CFS) for 0.020(Ac.) Total runoff = 2.226(CFS) Total area = 1.13(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 507.000 to Point/Station 508.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.92(Ft.) Downstream point/station elevation = 66.48(Ft.) Pipe length = 78.81(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 2.226(CFS) Given pipe size = 12. 00(In.) Calculated individual pipe flow = 2.226(CFS) Normal flow depth in pipe = 7.45(In.) Flow top width inside pipe = 11.64 (In.) Critical Depth = 7.66(In.) Pipe flow velocity = 4.34(Ft/s) Travel time through pipe = 0.30 min. Time of concentration (TC) = 19.30 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 508.000 to Point/Station 508.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.30 min. Rainfall intensity = 2.757(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.182(CFS) for 0.100(Ac.) Total runoff = 2.408(CFS) Total area = 1.23(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 508.000 to Point/Station 508.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.30 min. Rainfall intensity = 2.757(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.200(CFS) for 0.110(Ac.) Total runoff = 2.608(CFS) Total area = 1.34(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 508.000 to Point/Station 510.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.48(Ft.) Downstream point/station elevation = 66.15(Ft.) Pipe length = 55.92(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 2.608(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.608(CFS) Normal flow depth in pipe = 8.17(In.) Flow top width inside pipe = 11.19(In.) Critical Depth = 8.31(In.) Pipe flow velocity = 4.58(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 19.50 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 510.000 to Point/Station 112.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.15(Ft.) Downstream point/station elevation = 63.72(Ft.) Pipe length = 222.12(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 2.608(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.608 (CFS) Normal flow depth in pipe = 6.64(In.) Flow top width inside pipe = 11.93 (In.) Critical Depth = 8.31(In.) Pipe flow velocity = 5.84(Ft/s) Travel time through pipe = 0.63 min. Time of concentration (TC) = 20.13 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 112.000 to Point/Station 112.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 20.13 min. Rainfall intensity = 2.682(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.921(CFS) for 0.520(Ac.) Total runoff = 3.528(CFS) Total area = 1.86(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 112.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.860(Ac.) Runoff from this stream = 3.528(CFS) Time of concentration = 20.13 min. Rainfall intensity = 2.682(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) = Qmax(2) = 174 528 000 000 0.966 * 1.000 * 19 . 08 20 . 13 1.000 0 . 948 1 .000 1. 000 2 . 777 2 .682 4.174) + 3.528) + 4.174) + 3.528) + 7.518 7 . 560 Total of 2 main streams to confluence: Flow rates before confluence point: 4.174 3.528 Maximum flow rates at confluence using above data: 7.518 7.560 Area of streams before confluence: 2.210 1.860 Results of confluence: Total flow rate = 7.560(CFS) Time of concentration = 20.133 min. Effective stream area after confluence 4.070(Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 114.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 63.72(Ft.) Downstream point/station elevation = 63.50(Ft.) Pipe length = 27.25(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 7.560(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 7.560(CFS) Normal flow depth in pipe = 10.86(In.) Flow top width inside pipe = 17.61(In.) Critical Depth = 12.78(In.) Pipe flow velocity = 6.78(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 20.20 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 114.000 to Point/Station 114.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 20.20 min. Rainfall intensity = 2.676(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.230(CFS) for 0.130(Ac.) Total runoff = 7.790(CFS) Total area = 4.20(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 114.000 to Point/Station 116.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 63.50(Ft.) Downstream point/station elevation = 62.95(Ft.) Pipe length = 20.54(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 7.790(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 7.790(CFS) Normal flow depth in pipe = 7.73(In.) Flow top width inside pipe = 17.82(In.) Critical Depth = 12.98(In.) Pipe flow velocity = 10.74(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 20.23 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 116.000 to Point/Station 117.000 PIPEFLOW TRAVEL TIME (User specified size) **** * * * * Upstream point/station elevation = 62.95(Ft.) Downstream point/station elevation = 62.34(Ft.) Pipe length = 49.51(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 7.790(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 7.790(CFS) Normal flow depth in pipe = 9.69(In.) Flow top width inside pipe = 17.95(In.) Critical Depth = 12.98(In.) Pipe flow velocity = 8.04(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 20.33 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 117.000 to Point/Station 118.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 62.34(Ft.) Downstream point/station elevation = 62.18(Ft.) Pipe length = 12.90(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 7.790(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 7.790(CFS) Normal flow depth in pipe = 8.38(In.) Flow top width inside pipe = 22.88(In.) Critical Depth = 11.91(In.) Pipe flow velocity = 7.98 (Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 20.36 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 118.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.200(Ac.) Runoff from this stream = 7.790(CFS) Time of concentration = 20.36 min. Rainfall intensity = 2.663(In/Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 602.000 to Point/Station 604.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.660 given for subarea Initial subarea flow distance = 30.00(Ft.) Highest elevation = 72.80(Ft.) Lowest elevation = 72.55(Ft.) Elevation difference = 0.25(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.61 min. TC = [1.8*(l.l-C)*distance".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.6600)*( 30.00*.5)/( 0.83*(l/3)]= 4.61 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.587 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.660 Subarea runoff = 0.087(CFS) Total initial stream area = 0.020(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 604.000 to Point/Station 118.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation = 72.550(Ft.) End of street segment elevation = 69.510(Ft.) Length of street segment = 263.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.000(Ft.) Distance from crown to crossfall grade break = 10.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 5.000 (Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.099(CFS) Depth of flow = 0.070(Ft.), Average velocity = 1.103(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 1.10(Ft/s) Travel time = 3.97 min. TC = 8.97 min. Adding area flow to street User specified 'C value of 0.660 given for subarea Rainfall intensity = 4.517(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.805(CFS) for 0.270(Ac.) Total runoff = 0.892 (CFS) Total area = 0.29(Ac.) Street flow at end of street = 0.892(CFS) Half street flow at end of street = 0.446(CFS) Depth of flow = 0.153(Ft.), Average velocity = 1.558(Ft/s) Flow width (from curb towards crown)= 4.963(Ft.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 118.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 8.97 min. Rainfall intensity = 4.517(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.119 (CFS) for 0.040(Ac.) Total runoff = 1.011(CFS) Total area = 0.33(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 118.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 8.97 min. Rainfall intensity = 4.517(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.149(CFS) for 0.050(Ac.) Total runoff = 1.160(CFS) Total area = 0.3 8(Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 118.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.380(Ac.) Runoff from this stream = 1.160(CFS) Time of concentration = 8.97 min. Rainfall intensity = 4.517(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 702.000 to Point/Station 704.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.660 given for subarea Initial subarea flow distance = 100.00(Ft.) Highest elevation = 76.70(Ft.) Lowest elevation = 75.00(Ft.) Elevation difference = 1.70(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 6.64 min. TC = [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC = [1.8* (1.1-0.6600)*(100.00^.5)/( 1.70^(1/3)]= 6.64 Rainfall intensity (I) = 5.488 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.660 Subarea runoff = 0.109(CFS) Total initial stream area = 0.030(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 704.000 to Point/Station 706.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation = 75.000(Ft.) End of street segment elevation = 69.010(Ft.) Length of street segment = 295.400(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.000(Ft.) Distance from crown to crossfall grade break = 10.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 5.000(Ft.) Slope frora curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.128(CFS) Depth of flow = 0.070 (Ft.), Average velocity = 1.454 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 1.45(Ft/s) Travel time = 3.3 9 min. TC = 10.02 min. Adding area flow to street User specified 'C value of 0.660 given for subarea Rainfall intensity = 4.206(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.999(CFS) for 0.360(Ac.) Total runoff = 1.108(CFS) Total area = 0.3 9(Ac.) Street flow at end of street = 1.108(CFS) Half street flow at end of street = 0.554(CFS) Depth of flow = 0.150(Ft.), Average velocity = 2.034 (Ft/s) Flow width (from curb towards crown)= 4.820(Ft.) + + + + + + + + + + + + ++++ + + + + + + + + + +++ + +++ + + + +++ + + + +++ + + + + + 4.4.4.+^^^^^^^^_^^^^_^_^ Process from Point/Station 706.000 to Point/Station 706.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 10.02 min. Rainfall intensity = 4.206(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 1.416 (CFS) for 0.510(Ac.) Total runoff = 2.524(CFS) Total area = 0.90(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 706.000 to Point/Station 708.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.52(Ft.) Downstream point/station elevation = 66.36(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 2.524(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.524(CFS) Normal flow depth in pipe = 7.75(In.) Flow top width inside pipe = 11.48(In.) Critical Depth = 8.17(In.) Pipe flow velocity = 4.71(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 10.11 min. + + + + + + + + + + + + + + + + + + + +++ + + + + + + + + + + + + +++ + + + + + + + + + ^ + 44.^^^^^_^^^^_^^^_^^^^^ Process from Point/Station 708.000 to Point/Station 710.000 * * * * PIPEFLOW TRAVEL TIME (User specified size) * * * * Upstream point/station elevation = 66.36(Ft.) Downstream point/station elevation = 65.96(Ft.) Pipe length = 6.00 (Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 2.524(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.524(CFS) Normal flow depth in pipe = 3.93(In.) Flow top width inside pipe = 11.26(In.) Critical Depth = 8.17(In.) Pipe flow velocity = 11.27 (Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 10.12 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 710.000 to Point/Station 710.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 10.12 min. Rainfall intensity = 4.180(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.248(CFS) for 0.090(Ac.) Total runoff = 2.772(CFS) Total area = 0.99(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 710.000 to Point/Station 710.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 10.12 min. Rainfall intensity = 4.180(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.193 (CFS) for 0.070 (Ac.) Total runoff = 2.965(CFS) Total area = 1.06(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 710.000 to Point/Station 710.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 10.12 min. Rainfall intensity = 4.180(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.110(CFS) for 0.040(Ac.) Total runoff = 3.076(CFS) Total area = 1.10(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 710.000 to Point/Station 712.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 65.96(Ft.) Downstream point/station elevation = 65.14(Ft.) Pipe length = 41.93 (Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 3.076(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.076(CFS) Normal flow depth in pipe = 6.16(In.) Flow top width inside pipe = 12.00(In.) Critical Depth = 9.02(In.) Pipe flow velocity = 7.58(Ft/s) Travel time through pipe = 0.0 9 min. Time of concentration (TC) = 10.21 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 712.000 to Point/Station 714.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 65.14(Ft.) Downstream point/station elevation = 64.63(Ft.) Pipe length = 26.83(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 3.076(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.076(CFS) Normal flow depth in pipe = 6.21(In.) Flow top width inside pipe = 11.99(In.) Critical Depth = 9.02(In.) Pipe flow velocity = 7.50(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 10.27 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 714.000 to Point/Station 714.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 10.27 min. Rainfall intensity = 4.140(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.082(CFS) for 0.030(Ac.) Total runoff = 3.158(CFS) Total area = 1.13(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 714.000 to Point/Station 716.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstreara point/station elevation = 64.63(Ft.) Downstream point/station elevation = 64.36(Ft.) Pipe length = 14.41(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 3.158(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.158(CFS) Normal flow depth in pipe = 6.34(In.) Flow top width inside pipe = 11.98(In.) Critical Depth = 9.14(In.) Pipe flow velocity = 7.51(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 10.30 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 716.000 to Point/Station 718.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 64.36(Ft.) Downstream point/station elevation = 64.10(Ft.) Pipe length = 17.61(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 3.158(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.158(CFS) Normal flow depth in pipe = 6.82(In.) Flow top width inside pipe = 11.89(In.) Critical Depth = 9.14(In.) Pipe flow velocity = 6.85(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 10.35 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 718.000 to Point/Station 720.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 64.10(Ft.) Downstream point/station elevation = 63.70(Ft.) Pipe length = 45.35(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 3.158(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.158(CFS) Normal flow depth in pipe = 8.11(In.) Flow top width inside pipe = 11.23(In.) Critical Depth = 9.14(In.) Pipe flow velocity = 5.59 (Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 10.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 720.000 to Point/Station 720.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 10.48 min. Rainfall intensity = 4.087(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.135(CFS) for 0.050(Ac.) Total runoff = 3.2 93(CFS) Total area = 1.18(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 720.000 to Point/Station 720.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 10.4 8 min. Rainfall intensity = 4.087(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.270(CFS) for 0.100(Ac.) Total runoff = 3.562(CFS) Total area = 1.28(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 720.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 118.000 Upstream point/station elevation = 63.70(Ft.) Downstream point/station elevation = 62.43(Ft.) Pipe length = 87.30(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = Given pipe size = 12.00(In.) Calculated individual pipe flow = 3 Normal flow depth in pipe = 7.41(In.) Flow top width inside pipe = 11.67(In.) Critical Depth = 9.67(In.) Pipe flow velocity = 7.00(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 10.69 min 3.562(CFS) 562(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 118.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.280(Ac.) Runoff from this stream = 3.562(CFS) Time of concentration = 10.69 min. Rainfall intensity = 4.035(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Qmax(1) Qmax(2) = Qmax(3) = 7 790 20 36 2 663 1 160 8 97 4 517 3 562 10 69 4 035 1 000 * 1 000 * 7 790) + 0 589 * 1 000 * 1 160) + 0 660 * 1 000 * 3 562) + = 10 825 1 000 * 0 441 * 7 790) + 1 000 * 1 000 * 1 160) + 1 000 * 0 839 * 3 562) + = 7 584 1 000 * 0 525 * 7 790) + 0 893 * 1 000 * 1 160) + 1 000 * 1 000 * 3 562) + = 8 688 Total of 3 main streams to confluence: Flow rates before confluence point: 7.790 1.160 3.562 Maximum flow rates at confluence using above data: 10.825 7.584 8.688 Area of streams before confluence: 4.200 0.380 1.280 Results of confluence: Total flow rate = 10.825(CFS) Time of concentration = 20.361 min. Effective stream area after confluence = 5.860(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 120.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 62.18(Ft.) Downstream point/station elevation = 61.97(Ft.) Pipe length = 26.25(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 10.825(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 10.825(CFS) Normal flow depth in pipe = 11.32(In.) Flow top width inside pipe = 23.96(In.) Critical Depth = 14.16(In.) Pipe flow velocity = 7.42(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 20.42 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 120.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 20.42 min. Rainfall intensity = 2.658(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.193(CFS) for 0.110(Ac.) Total runoff = 11.018(CFS) Total area = 5.97(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 122.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 61.97(Ft.) Downstream point/station elevation = 61.80(Ft.) Pipe length = 16.23(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 11.018(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 11.018(CFS) Normal flow depth in pipe = 10.59(In.) Flow top width inside pipe = 23.83(In.) Critical Depth = 14.27(In.) Pipe flow velocity = 8.24(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 20.45 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 122.000 to Point/Station 124.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 61.80(Ft.) Downstreara point/station elevation = 61.50(Ft.) Pipe length = 26.08(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 11.018(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 11.018(CFS) Normal flow depth in pipe = 10.32(In.) Flow top width inside pipe = 23.76(In.) Critical Depth = 14.27(In.) Pipe flow velocity = 8.53(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 20.50 min. +++++++++++++++++++++++++++++4-+++++++++++++++++++++++++++++++++++++^ Process from Point/Station 124.000 to Point/Station 124.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 20.50 min. Rainfall intensity = 2.651(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.420(CFS) for 0.240(Ac.) Total runoff = 11.437(CFS) Total area = 6.21(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 124.000 to Point/Station 124.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 20.50 min. Rainfall intensity = 2.651(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.052(CFS) for 0.030(Ac.) Total runoff = 11.490(CFS) Total area = 6.24(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 124.000 to Point/Station 126.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 61.50(Ft.) Downstream point/station elevation = 60.82(Ft.) Pipe length = 54.85(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.490(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 11.490(CFS) Normal flow depth in pipe = 11.38(In.) Flow top width inside pipe = 23.97(In.) Critical Depth = 14.61(In.) Pipe flow velocity = 7.83(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 20.62 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 126.000 to Point/Station 128.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 60.82(Ft.) Downstream point/station elevation = 60.32(Ft.) Pipe length = 41.91(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.490(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 11.490(CFS) Normal flow depth in pipe = 11.51(In.) Flow top width inside pipe = 23.98(In.) Critical Depth = 14.61(In.) Pipe flow velocity = 7.72(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 20.71 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 128.000 to Point/Station 128.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 20.71 min. Rainfall intensity = 2.634(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.313 (CFS) for 0.180(Ac.) Total runoff = 11.803(CFS) Total area = 6.42(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 128.000 to Point/Station 130.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 60.32(Ft.) Downstreara point/station elevation = 57.58(Ft.) Pipe length = 87.63(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.803(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 11.803(CFS) Normal flow depth in pipe = 8.93(In.) Flow top width inside pipe = 23.20(In.) Critical Depth = 14.79(In.) Pipe flow velocity = 11.08 (Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 20.84 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.000 to Point/Station 132.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 57.58 (Ft.) Downstream point/station elevation = 56.78(Ft.) Pipe length = 22.34(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.803(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 11.803(CFS) Norraal flow depth in pipe = 8.61(In.) Flow top width inside pipe = 23.02(In.) Critical Depth = 14.79(In.) Pipe flow velocity = 11.64 (Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 20.88 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 132.000 to Point/Station 134.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 56.78(Ft.) Downstream point elevation = 46.00(Ft.) Channel length thru subarea = 182.80(Ft.) Channel base width = 3.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 11.977 (CFS) Manning's 'N' = 0.035 Maximum depth of channel = 1.500(Ft.) Flow(q) thru subarea = 11.977(CFS) Depth of flow = 0.528(Ft.), Average velocity = 5.592(Ft/s) Channel flow top width = 5.112(Ft.) Flow Velocity = 5.59(Ft/s) Travel time = 0.54 min. Time of concentration = 21.42 min. Critical depth = 0.672(Ft.) Adding area flow to channel User specified 'C value of 0.660 given for subarea Rainfall intensity = 2.577(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.323(CFS) for 0.190(Ac.) Total runoff = 12.126(CFS) Total area = 6.61(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 134.000 to Point/Station 134.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 21.42 min. Rainfall intensity = 2.577(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.867(CFS) for 0.510(Ac.) Total runoff = 12.993(CFS) Total area = 7.12(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 904.000 to Point/Station 134.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 56.70 (Ft.) Downstream point elevation = 46. 00(Ft.) Channel length thru subarea = 218.19(Ft.) Channel base width = 3.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 13.267(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 1.500(Ft.) Flow(q) thru subarea = 13.267(CFS) Depth of flow = 0.588(Ft.), Average velocity = 5.406(Ft/s) Channel flow top width = 5.351(Ft.) Flow Velocity = 5.41(Ft/s) Travel time = 0.67 min. Time of concentration = 22.09 min. Critical depth = 0.719(Ft.) Adding area flow to channel User specified 'C value of 0.660 given for subarea Rainfall intensity = 2.526(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.500(CFS) for 0.300(Ac.) Total runoff = 13.494(CFS) Total area = 7.42(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 134.000 to Point/Station 136.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 46.00(Ft.) Downstream point/station elevation = 41.19(Ft.) Pipe length = 20.31(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.4 94(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 13.494(CFS) Normal flow depth in pipe = 6.31(In.) Flow top width inside pipe = 17.18(In.) Critical Depth = 16.41(In.) Pipe flow velocity = 24.41 (Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 22.11 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 136.000 to Point/Station 136.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 7.42 0(Ac.) Runoff from this stream = 13.494(CFS) Time of concentration = 22.11 min. Rainfall intensity = 2.525(In/Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1000.000 to Point/Station 1000.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C value of 0.660 given for subarea Rainfall intensity (I) = 2.755 for a 100.0 year storm User specified values are as follows: TC = 19.31 min. Rain intensity = 2.76(In/Hr) Total area = 1.77(Ac.) Total runoff = 2.89(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1000.000 to Point/Station 1000.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.770(Ac.) Runoff from this stream = 2.890(CFS) Time of concentration = 19.31 min. Rainfall intensity = 2.755(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 13.494 22.11 2.525 2 2.890 19.31 2.755 Qmax(1) = Qmax(2) = 1.000 * 1.000 * 13.494) + 0.916 * 1.000 * 2.890) + = 16.142 1.000 * 0.874 * 13.494) + 1.000 * 1.000 * 2.890) + = 14.677 Total of 2 main streams to confluence: Flow rates before confluence point: 13.494 2.890 Maximum flow rates at confluence using above data: 16.142 14.677 Area of strearas before confluence: 7.420 1.770 Results of confluence: Total flow rate = 16.142(CFS) Time of concentration = 22.106 min. Effective stream area after confluence = 9.190(Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 136.000 to Point/Station 136.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 22.11 min. Rainfall intensity = 2.525(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.167(CFS) for 0.100(Ac.) Total runoff = 16.309(CFS) Total area = 9.29(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 136.000 to Point/Station 138.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 41.19(Ft.) Downstream point/station elevation = 30.97(Ft.) Pipe length = 40.58(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.3 09(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 16.309(CFS) Normal flow depth in pipe = 6.87(In.) Flow top width inside pipe = 17.49(In.) Critical depth could not be calculated. Pipe flow velocity = 26.30(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 22.13 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 138.000 to Point/Station 138.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.290(Ac.) Runoff from this stream = 16.309(CFS) Time of concentration = 22.13 min. Rainfall intensity = 2.523(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1002.000 to Point/Station 1002.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C value of 0.660 given for subarea Rainfall intensity (I) = 5.422 for a 100.0 year storm User specified values are as follows: TC = 6.76 min. Rain intensity = 5.42(In/Hr) Total area = 0.17(Ac.) Total runoff = 0.35(CFS) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 138.000 to Point/Station 138.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.170(Ac.) Runoff from this stream = 0.350(CFS) Time of concentration = 6.76 min. Rainfall intensity = 5.422(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 16.309 22.13 2.523 2 0.350 6.76 5.422 Qmax(1) = 1.000 * 1.000 * 16.309) + 0.465 * 1.000 * 0.350) + = 16.472 Qmax(2) = 1.000 * 0.305 * 16.309) + 1.000 * 1.000 * 0.350) + = 5.331 Total of 2 main streams to confluence: Flow rates before confluence point: 16.309 0.350 Maximum flow rates at confluence using above data: 16.472 5.331 Area of streams before confluence: 9.290 0.170 Results of confluence: Total flow rate = 16.472(CFS) Time of concentration = 22.132 min. Effective stream area after confluence = 9.460(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 138.000 to Point/Station 140.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 30.97(Ft.) Downstreara point/station elevation = 26.50(Ft.) Pipe length = 58.38(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.472(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 16.472 (CFS) Normal flow depth in pipe = 9.70(In.) Flow top width inside pipe = 17.94(In.) Critical depth could not be calculated. Pipe flow velocity = 16.96(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 22.19 min. End of computations, total study area = 9.46 (Ac.) lAtjO^A/- Stttt i . . L - 0^5" •1 77 •:7, V 7 I 7t) Pt -r - U C 1 •7 • ) -i ,:<^' I _...._.^^^_:^_v 3^:../^^ :^;^J7£, 3.^_ .-^-^.. H i7^:v >/:)6;.-^?. (i; 3-2. S':; J- r .5i!7LLi7_^:::i^:7^ 17n , , 1,'/.' 'i .-I o 0 1 ; i 5.0 I ! i / . -LU- ^-?77]£i2ji?L[Lk:i.^ ^('^A^LtnQUliAkl) '-2i.^__A'(^ ^.....1 RETENTION OF EXISTING VS. PROPOSED 10O-YEAR STORM FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2001 Study date: 05/12/05 6 HOUR 10 0 YEAR STORM THE BLUFFS 01-1022 FILE:BLUFFS10 0YR.OUT 05/12/05 BY:CSO O'Day Consultants, Carlsbad, California - S/N 768 ********************* HYDROGRAPH INFORMATION *******************7 From study/file name: lOOYRHYD.rte ********************** Hydrograph Information ************************ From manual input hydrograph ***************************^jjYDR0GRAPH DATA**************************** Number of intervals = ill Time interval = i.o (Min.) Maximum/Peak flow rate = 13.480 (CFS) Total volume = 0.550 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0 000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0 000 ************ Process from Point/Station I.OOO to Point/Station 2 000 **** RETARDING BASIN ROUTING **** User entry of depth-outflow-storage data Total number of inflow hydrograph intervals = 111 Hydrograph time unit = 1.000 (Min.) Initial depth in storage basin = 0.00(Ft.) Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-G*dt/2) (S^0«at/2; iFt.) (Ac.Ft) (CFS) :Ac.?t) (Ac.Ft) C•C 0 C C.C 0 C 0.C C 0 U . L C 0 . 800 0 007 10 896 -0 001 0 015 1.000 0 010 10 897 0 002 0 018 1.200 0 014 10 898 0 006 0 022 1.400 0 018 10 899 0 010 0 026 1.60O 0 022 10 900 0 014 0 030 1.800 0 027 10 901 0 019 0 035 2 .000 0 032 10 902 0 024 0 040 2 .200 0 038 10 903 0 030 0 046 2 .400 0 048 10 904 0 040 0 056 Hydrograph Detention Basin Routing Graph values: 'I'= unit inflow; 'O'=outflow at time shown Time Inflow Outflow Storage (Hours) (CFS) (CFS) (Ac.Ft) 0.017 0 .00 0 .00 0 .000 0 0.033 0 . 18 0 .09 0 .000 0 0.050 0 .37 0 .28 0 .000 0 0.067 0 . 74 0 .56 0 .000 ] 0.083 1 . 17 0 .97 0 .001 1 0 .100 1 .67 1 .44 0 .001 1 0 .117 2 . 22 1 .96 0 . 001 1 0.133 2 . 83 2 . 54 0 . 002 1 0 .150 3 . 56 3 .22 0 .002 1 0.167 4 . 33 3 . 97 0 .003 1 0 .183 5 . 31 4 . 85 0 .003 1 0 .200 6 .29 5 .83 0 .004 1 0 . 217 7 . 44 6 . 90 0 .004 1 0.233 8 .60 8 .06 0 .005 1 0 .250 9 .62 9 . 15 0 .006 1 0 .267 10 .60 10 . 14 0 . 007 1 0 .283 11 .41 10 . 90 0 . 007 1 0 .300 12 . 08 10 .90 0 .008 1 0.317 12 .66 10 90 0 .010 1 0.333 13 . 03 10 90 0 013 1 0.350 13 .36 10 90 0 016 1 0 . 367 13 42 10 90 0 020 1 0.383 13 48 10 90 0 023 1 0 .400 13 44 10 90 0 027 1 0 .417 13 37 10 90 0 030 1 0 . 433 13 11 10 90 0 033 0 . 450 12 74 10 90 0 036 1 0 .467 12 35 10 90 0 038 0 .483 11 92 10 90 0 040 1 0 . 500 11 48 10 90 0 041 1 0 . 517 10 99 10 90 0 042 1 0 .533 10 49 10 90 0 041 1 0 . 550 9 . 88 10 . 90 0 040 1 0 .567 9 . 27 10 . 90 0 . 039 1 0.583 8 . 56 10 . 90 0 . 036 1 0 .600 7 . 33 10 . 90 0 . 032 1 0 .617 7 . 17 10 . 90 0 . 027 i 0.633 6 . 56 10 . 90 0 . C22 i 0 .650 6 . 03 10 . 90 0 . 015 1 C . 651 5 . 60 10 . 9 C u . CC9 3.4 6.74 01 01 01 01 01 01 01 01 Depth 10.11 13 48 (Ft.) 1 1 0.00 1 1 0.01 1 j 0 . 02 1 1 0 . 04 1 1 0 . 07 1 i 0.11 1 j 0 . 14 1 j 0 . 19 1 j 0 .24 1 1 0.29 1 j 0 . 36 1 1 0 .43 1 1 0 . 51 1 j 0 . 59 1 1 0 . 67 01 j 0 . 74 |0 I j 0 . 81 |0 I j 0 .89 jo I j 1 . 02 |o I j 1.15 jo 11 1 .31 jo I j 1 .48 |0 I 1 .65 jo 11 1 . 79 |o I j 1 . 93 jo I 2 .05 0 I 1 2 .14 |0 I j 2 .21 jo I 1 2 .24 jo I 2.26 1 01 1 2 .27 10 1 2 .27 t |0 1 2.25 jo 1 2 .21 |o j 2 . 13 io i 2.01 i 0 1 . 82 iO i 1.60 |o 1 1.28 1 0 \ C . J 0 0 .683 5 .19 6 .38 0 .004 1 0 700 4 82 4 .96 0 .003 1 0 717 4 45 4 .62 0 .003 1 0 733 4 15 4 .29 0 .003 1 0 .750 3 .84 3 .98 0 .003 1 0 .767 3 .61 3 .72 0 .002 1 0 .783 3 .40 3 .50 0 .002 1 0 .800 3 .18 3 .28 0 .002 1 0 .817 2 . 97 3 .07 0 .002 1 0 .833 2 .77 2 .86 0 .002 1 0 .850 2 .58 2 .67 0 .002 1 0 .867 2 .40 2 .48 0 .002 1 0 0 .883 2 .22 2 .30 0 .001 1 0 0 .900 2 .04 2 .12 0 .001 1 10 0 .917 1 .91 1 .97 0 . 001 1 0 0 .933 1 .79 1 .85 0 .001 1 0 0 .950 1 .67 1 .73 0 .001 1 10 0 . 967 1 . 54 1 .60 0 .001 1 0 0 .983 1 .44 1 .49 0 .001 1 0 1 .000 1 .35 1 .39 0 .001 1 0 1 . 017 1 .25 1 .30 0 .001 1 10 1 .033 1 .16 1 .20 0 .001 1 0 1 .050 1 .07 1 .11 0 .001 1 0 1 .067 1 .00 1 .03 0 .001 1 0 1 .083 0 92 0 .96 0 .001 1 0 1 . 100 0 84 0 .88 0 . 001 1 10 1 . 117 0 . 77 0 .80 0 .001 jo 1 .133 0 71 0 . 74 0 .000 jo 1 150 0 67 0 .69 0 .000 jo 1 167 0 62 0 .64 0 .000 jo 1 183 0 57 0 59 0 .000 |0 1 200 0 53 0 55 0 .000 jo 1 217 0 50 0 51 0 .000 jo 1 233 0 46 0 48 0 . 000 jo 1 250 0 43 0 44 0 000 jo 1 267 0 40 0 41 0 000 0 1 283 0 37 0 38 0 000 0 1 300 0 35 0 36 0 000 o 1 317 0 32 0 33 0 000 0 1 333 0 30 0 31 0 000 0 1 350 0 28 0 29 0 000 0 1 367 0 26 0 27 0 000 0 1 383 0 24 0 25 0 000 0 1 400 0 22 0 23 0 000 0 1 417 0 20 0 21 0 000 0 1 433 0 19 0 19 0 000 0 1 450 0 18 0 18 0 000 0 1 467 0 17 0 17 0 000 0 1 483 0 15 0 16 0 000 0 1 500 0 14 0 14 0 000 0 1 517 0 14 0 14 0 000 0 1 533 0 13 0 . 13 0 000 0 1 550 0 . 13 0 . 13 0 . 000 0 1 567 0 . 12 0 . 12 0 . 000 0 1 583 0 . 11 0 . 11 c. 000 0 1 600 0 . 11 0 . 11 0 . OCO 0 1. 617 0 . 10 0 . 10 c. c c c 0 0 10 10 o| 0 0 o 47 36 34 31 29 27 26 0.24 0 .23 0 .21 0 .20 0 .18 0 .17 16 14 14 13 12 11 10 10 0.09 0 . 08 0 . 08 0.07 0 . 06 0 .06 05 05 05 04 04 0 . 04 0 . 04 0 . 03 0 . 03 0 . 03 0 .03 0.02 0 . 02 0 . 02 0 . 02 0 . 02 0 . 02 0 . 02 0.01 0 . 01 0 .01 0 . Cl 0 . 01 0 . 01 0.01 0 . 01 0 .01 0 . Cl 0 . Cl G . C 1 1 633 0 . 10 0 .10 0 000 0 1 1 1 1 0 01 1 650 0 . 09 0 .09 0 000 0 j 1 j 1 0 01 1 667 0. 08 0 .08 0 000 0 j 1 1 1 0 01 1 683 0 . 08 0 .08 0 000 0 1 j 1 1 0 01 1 700 0 . 07 0 .07 0 000 0 1 j i 1 0 01 1 717 0 . 07 0 .07 0 000 0 j j 1 1 0 01 1 733 0 . 06 0 .06 0 000 0 j 1 1 1 0 00 1 750 0 . 05 0 .05 0 000 0 i 1 i 1 0 00 1 767 0 . 04 0 .04 0 000 0 1 1 1 1 0 00 1 783 0 . 03 0 .03 0 000 0 1 1 1 1 0 00 1 800 0 . 03 0 .03 0 000 0 1 1 j j 0 00 1 817 0. 02 0 .02 0 000 0 1 1 j j 0 00 1 833 0. 01 0 .01 0 000 0 1 1 1 1 0 00 1 850 0. 00 0 .00 0 000 0 1 1 j j 0 00 1 867 0. 00 0 .00 0 000 0 1 1 0 00 ****************************HYDR0GRAPH DATA**************************** Number of intervals = 112 Time interval = 1.0 (Min.) Maximum/Peak flow rate = 10.903 (CFS) Total volume = 0.550 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *****************************************************^*^^,^^^^^^J,^^^^,J.^^^ ir -V- 7 — •/ .....^ c -< 3 7 p I 7, o i i 7 33 W.W: c4 ci S3 »S3 ;S3! SSi SI 5? S 8 S c3 (8 P3 ss it ss 'iSS ss SiSlCIf: OJ -• -~ ^ r- CO SS 9i (M cy AAA ^ S 8 c3 P? SS ssss 3333 8 8 SS s. . . . O) 9> u) w w CJ w rt --SS" ss. -ss ss tn in 0> CD 1 OJ Ql < m ci ( CO 00 < ! S S S ! S8 8S 53 • aa O) t > LO.U) < 1 1 SiS'^S'SSSi! tn 1-IcT) coi^ ^ 'co i<- IQ rt rt — — 'StiSil3iSt c)i«|<Sim]i-|m!eM!o4 oj'rt cj:oi 00 o oi'cy OJ <n,^'lO *o'h-T-,oj trj;'* i/j ifliS fM : •«r I 'O , CO' O I CNJ t OJ '(d oo,'-^ Icj'iri 1 o> T- oj .m lo to 00 oj.iT)^ iniUi r- 00 Ol •'^j OJ 0J;O4 rt CJ Oi Ol O.OJi S!3 OJ CO'c: O) OJ in cDi^jOi in.ojii o'snoi'ffliojloj'cicj;' 3 SN- nli- cj oj'co I ,0 TIUIIO) CO Pi^i<P ^l»jlr-.[(^'rt|Oj oi!»-,o :oi loio.oicilo (O <9 O OJ lO'CO t'lO iO.< CD o.o in c> ••- Oiuii Oil .or^ '— o) d ^looir^i-^ fo 1'Q rt |T- i/i'ijj 2 »;SiS 8j8:S,s o, oj'(f>;ob|T-,oj c) %i o ifl tS m r- kfliOj i <^;04''-^ OOir^ ,U1ICJ |OJ t-'r- ojioi «i o) ojim oi'Zo gj.iOiO T-tT-'is. OJ oo o) <n *:Oj cg cj c)^ i (O.uJ S'cJ OJ op r- rt 1- o OJ oo'h-OJ ^ h- OJ o ^ o in O) CO « 'S,Si5'S'8 d S S;-. oj,-^ <o oo p.OJ tp O) ( oj'T tocb *- tri .iii oi-oi - T- CS cn '* m ID r». OJ rt ili (O r«- 00 Cl Ul (3) »- CO m ^ ^1 OJ:OJ:C\J CJ ( <D CT) OJ C'J T <5 qp .O OJ tO OO * trt O) Q OJ ti CO Q CJ U),fv OT o in N o to o oi'.o r^'-- m o^^ f^ o aj,oj,4 T- , o ro ' ooooooo OOOOOOOOOOOOOO i51O<D'-.Ul'-0DuT'r'7)'-t0'-inO o CO <M CNJ T- 7- o 'il o OJ oa •- — o, ' - ooooo ooo 6:6i t CM •£! cc cn OJ - ooooo. m a * K pl!S|2l!!s|2l8|S|3|S|S|!8|S!8'ai8|^|S!8|?! Sp'S ? ? 5 2 S . oddodoocicidddddcidooooooooooooooo 8E3 8 N d d d N r- N. s$s% s s Si <^ tp (O (O tp n u> A o> odd in,in "8 33338%S8888888888S Ol in UJ §j CO rt rt CJ SSSS ss 313333333 3333 SS 8888888888888 SSS ss 3888888888 SS S8 in iQ U7 <Q U7 UJ UJ in in lfl in in sg sssssisss 8W8 8 d d d 1888881888! ) m m I ) in m I i d d f I OJISNI C MM -iiM 10-YEAR STORM EXISTING CONDITIONS i :i 5^!^UJ45| Cou P(7i ous^ ^ ]L \a '3rlD{^^t i_ ^^ 'M' la^ teVit Qfpyi, T^ll^^S ; 1 1-1,14 b-^.:.L[o':U) l.-0\ X i o^y u- 7.7A ^.^1 -;^<^^lm/i ^AL-^^Jc^i- lli^-':-.aA.^ - ^ - ^ ^ -^^_a^^•'^ G ,MA ;7 1 1 k/pA Un(y: ^ -0 ^\ ^76^"" 17 _ 0.2-2. <cfe, ^ 1 •4 .. ., -.4P I^ u [ I % _ 0-(7lA • 7^/..7>,KII^ ;M)M-'>31^-6.^X^M)MM) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 05/12/05 THE BLUFFS -EXISTING CONDITIONS - AREA 5 10 YEAR STORM J.N. 01-1022 FILE: G:\ACCTS\011022\EX10Y5.OUT BY:CSO DATE: 05/12/05 ********* Hydrology Study Control Information ********** O'Day Consultants, San Diego, California - S/N 10125 Rational hydrology study storm event year ia 10.0 Map data precipitation entered: 6 hour, precipitation(inches) = 1.600 24 hour precipitation(inches) = 3.000 Adjusted 6 hour precipitation (inches) = 1.600 P6/P24 = 53.3% San Diego hydrology manual 'C values used Runoff coefficients by rational method Process from Point/Station 501.000 to Point/Station 502.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C value of 0.380 given for subarea Rainfall intensity (I) = 2.627 for a 10.0 year storm User specified values are as follows: TC = 10.41 min. Rain intensity = 2.63(In/Hr) Total area = 0.05(Ac.) Total runoff = 0.05(CFS) + + + + + + + + + + +++.f + + + + + + + + + + + + + + + + + +++ +++ ++^.^. + ^.^^^ + ^^^^^^_j.^_^_^^^^_^_i_^^ Process from Point/Station 502.000 to Point/Station 503 000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 85.200(Ft.) End of street segment elevation = 70.000(Ft.) Length of street segment = 610.430(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.060(CFS) Depth of flow = 0.059(Ft.), Average velocity = 1.419(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 1.42(Ft/s) Travel time = 7.17 min. TC = 17.58 min. Adding area flow to street User specified 'C value of 0.380 given for subarea Rainfall intensity = 1.874(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.3 80 Subarea runoff = 0.292(CFS) for 0.410(Ac.) Total runoff = 0.342(CFS) Total area = 0.46(Ac.) Street flow at end of street = 0.342(CFS) Half street flow at end of street = 0.171(CFS) Depth of flow = 0.114(Ft.), Average velocity = 2.191(Ft/s) Flow width (from curb towards crown)= 1.500(Ft.) Process from Point/Station 503.000 to Point/Station 503.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.460(Ac.) Runoff from this stream = 0.342(CFS) Time of concentration = 17.58 min. Rainfall intensity = 1.874(In/Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C value of 0.660 given for subarea Rainfall intensity (I) = 1.763 for a 10.0 year storm User specified values are as follows: TC = 19.31 min. Rain intensity = 1.76(In/Hr) Total area = 1.31(Ac.) Total runoff = 1.52(CFS) + + +++ + +++ + + + + + + + + + + + + + + + +++ + + + + + + + + ++ + + + + + + + + + + + + + + + + + + + Process from Point/Station 503.000 to Point/Station 503.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.310(Ac.) Runoff from this stream = 1.520(CFS) Time of concentration = 19.31 min. Rainfall intensity = 1.763(In/Hr) Summary of stream data: fk>(L \0 iehO- sm^- stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax(2) 0. 1. 1. 1. 0, 1, 342 520 000 000 941 000 17.58 19.31 1.000 * 0.910 * 1.000 * 1.000 * 1.874 1.763 0.342) + 1.520) + 0.342) + 1.520) + 1.726 1.842 Total of 2 main streams to confluence: Flow rates before confluence point: 0.342 1.520 Maximum flow rates at confluence using above data: 1.726 1.842 Area of streams before confluence: 0.460 1.310 Results of confluence: Total flow rate = 1.842(CFS) Time of concentration = 19.310 min. Effective stream area after confluence End of computations, total study area = 1.770(Ac.) 1.77 (Ac.) 10-YEAR STORM PROPOSED CONDITIONS 0 t San Diego County Rational Hydrology Prograra CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 06/30/05 HYDROLOGY STUDY - THE BLUFFS 10 YEAR STORM J.N. 01-1022 FILE: G:\ACCTS\011022\10YRDS.OUT 06/30/05 BY:CSO ********* Hydrology Study Control Information ********** O'Day Consultants, San Diego, California - S/N 10125 Rational hydrology study storm event year is 10.0 Map data precipitation entered: 6 hour, precipitation(inches) = 1.600 24 hour precipitation(inches) = 3.000 Adjusted 6 hour precipitation (inches) = 1.600 P6/P24 = 53.3% San Diego hydrology manual 'C values used Runoff coefficients by rational method ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 104.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.660 given for subarea Initial subarea flow distance = 29.00(Ft.) Highest elevation = 77.73(Ft.) Lowest elevation = 77.22(Ft.) Elevation difference = 0.51(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3.53 min. TC = [1.8* (1.1-C) •distance''.5) / (% slope*(l/3)] TC = [1. 8* (1.1-0 . 6600)* ( 29.00^.5)/( 1.76*(l/3)]= 3.53 Setting time of concentration to 5 minutes Rainfall intensity (I) = 4.216 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.660 Subarea runoff = 0.056(CFS) Total initial stream area = 0.020(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 106.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 77.220(Ft.) End of street segment elevation = 73.160(Ft.) Length of street segment = 405.410(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.000(Ft.) Distance from crown to crossfall grade break = 10.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 5.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.000 (In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.067(CFS) Depth of flow = 0.063 (Ft.), Average velocity = 0.949 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 0.95(Ft/s) Travel time = 7.12 min. TC = 12.12 min. Adding area flow to street User specified 'C value of 0.660 given for subarea Rainfall intensity = 2.382(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational raethod,Q=KCIA, C = 0.660 Subarea runoff = 0.644(CFS) for 0.410(Ac.) Total runoff = 0.700(CFS) Total area = 0.43(Ac.) Street flow at end of street = 0.700 (CFS) Half street flow at end of street = 0.350(CFS) Depth of flow = 0.145(Ft.), Average velocity = 1.397 (Ft/s) Flow width (from curb towards crown)= 4.589(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 108.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.430(Ac.) Runoff from this stream = 0.700 (CFS) Time of concentration = 12.12 min. Rainfall intensity = 2.382(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 204.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C value of 0.660 given for subarea Rainfall intensity (I) = 1.904 for a 10.0 year storm User specified values are as follows: TC = 17.15 min. Rain intensity = 1.90(In/Hr) Total area = 0.51(Ac.) Total runoff = 0.64(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 208.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 74.27(Ft.) Downstream point elevation = 73.47(Ft.) Channel length thru subarea = 43.00(Ft.) Channel base width = 2.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 0.653(CFS) Manning's 'N' = 0.250 Maximum depth of channel = 1.000(Ft.) Flow{q) thru subarea = 0.653(CFS) Depth of flow = 0.519(Ft.), Average velocity = 0.414(Ft/s) Channel flow top width = 4.076(Ft.) Flow Velocity = 0.41 (Ft/s) Travel time = 1.73 min. Time of concentration = 18.88 min. Critical depth = 0.143(Ft.) Adding area flow to channel User specified 'C value of 0.660 given for subarea Rainfall intensity = 1.789(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.024(CFS) for 0.020(Ac.) Total runoff = 0.664(CFS) Total area = 0.53(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 208.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.530(Ac.) Runoff from this stream = 0.664(CFS) Time of concentration = 18.88 min. Rainfall intensity = 1.789(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 304.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.660 given for subarea Initial subarea flow distance = 35.00 (Ft.) Highest elevation = 75.86(Ft.) Lowest elevation = 75.33(Ft.) Elevation difference = 0.53(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.08 min. TC = [1.8*(l.l-C)*distance".5)/{% slope"(l/3)] TC = [1.8*(1.1-0.6600)*( 35.00*.5)/( 1.51^(1/3)]= 4.08 Setting time of concentration to 5 minutes Rainfall intensity (I) = 4.216 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.660 Subarea runoff = 0.167(CFS) Total initial stream area = 0.060(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 206.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 72.90(Ft.) Downstream point/station elevation = 71.61(Ft.) Pipe length = 127.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.167(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.167(CFS) Normal flow depth in pipe = 1.84(In.) Flow top width inside pipe = 6.74(In.) Critical Depth = 2.24(In.) Pipe flow velocity = 2.76(Ft/s) Travel time through pipe = 0.77 min. Time of concentration (TC) = 5.77 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-+++++++ Process from Point/Station 206.000 to Point/Station 206.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 5.77 min. Rainfall intensity = 3.845(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.152(CFS) for 0.060(Ac.) Total runoff = 0.319(CFS) Total area = 0.12(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 208.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 71.63(Ft.) Downstreara point/station elevation = 71.11(Ft.) Pipe length = 41.76(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.319 (CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.319(CFS) Normal flow depth in pipe = 2.12(In.) Flow top width inside pipe = 9.15(In.) Critical Depth = 2.79(In.) Pipe flow velocity = 3.42(Ft/s) Travel time through pipe = 0.2 0 min. Time of concentration (TC) = 5.97 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 208.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 5.97 min. Rainfall intensity = 3.759(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.074(CFS) for 0.030(Ac.) Total runoff = 0.394(CFS) Total area = 0.15(Ac. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 208.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.150(Ac.) Runoff from this stream = 0.394(CFS) Time of concentration = 5.97 min. Rainfall intensity = 3.759(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax(2) 664 394 000 476 000 000 18.88 5 . 97 1.000 * 1.000 * 0.316 * 1.000 * 1.789 3.759 0.664) + 0.394) + 0.664) + 0.394) + 0 . 851 0.603 Total of 2 streams to confluence: Flow rates before confluence point: 0.664 0.394 Maximum flow rates at confluence using above data: 0.851 0.603 Area of streams before confluence: 0.530 0.150 Results of confluence: Total flow rate = 0.851(CFS) Time of concentration = 18.881 min. Effective stream area after confluence = 0.680(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 210.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 71.11(Ft.) Downstream point/station elevation = 69.97(Ft.) Pipe length = 55.65(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.851(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.851(CFS) Normal flow depth in pipe = 3.05(In.) Flow top width inside pipe = 10.45(In.) Critical Depth = 4.63(In.) Pipe flow velocity = 5.42(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 19.05 min. Process from Point/Station 210.000 to Point/Station 210 000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.05 min. Rainfall intensity = 1.779(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.023(CFS) for 0.020(Ac.) Total runoff = 0.874(CFS) Total area = 0.70(Ac.) + + + + + + + + + + + + + + + Process from Point/Station 210.000 to Point/Station 210.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.05 min. Rainfall intensity = 1.779(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.023 (CFS) for 0.020 (Ac.) Total runoff = 0.898(CFS) Total area = 0.72(Ac.) + + +++ +++ +++ + + + + + + + + +++ +++ +++++ ++++++++++ + ++++ + +++ + ^. + + ^.^^^.^^^^^^^^^^ Process from Point/Station 210.000 to Point/Station 210.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.05 min. Rainfall intensity = 1.779(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.023(CFS) for 0.020(Ac.) Total runoff = 0.921(CFS) Total area = 0.74(Ac.) + + + + + ++++++ + + + ++ + + + + + + + + + + + + + + Process from Point/Station 210.000 to Point/Station 210.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.740(Ac.) Runoff from this stream = 0.921(CFS) Time of concentration = 19.05 min. Rainfall intensity = 1.779(In/Hr) +++ + + + + +++ + + + + + + +++ + + + + + + + + + + + +++ + + + + +++ + + + + + ^. + ^.^+ + ^.^^^^^^^^_^^^^^^ Process from Point/Station 305.000 to Point/Station 307.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.660 given for subarea Initial subarea flow distance = 124. 00(Ft.) Highest elevation = 75.51(Ft.) Lowest elevation = 74.28(Ft.) Elevation difference = 1.23(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 8.84 min. TC = [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC = [1.8*(l.l-0.6600)*(124.00*.5)/( 0.99^(1/3)]= 8.84 Rainfall intensity (I) = 2.918 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.660 Subarea runoff = 0.193(CFS) Total initial stream area = 0.100(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 307.000 to Point/Station 309.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 71.06(Ft.) Downstream point/station elevation = 70.70(Ft.) Pipe length = 34.81 (Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.193(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.193(CFS) Normal flow depth in pipe = 1.73(In.) Flow top width inside pipe = 8.44(In.) Critical depth could not be calculated. Pipe flow velocity = 2.75(Ft/s) Travel time through pipe = 0.21 min. Time of concentrat ion (TC) = 9.05 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 309.000 to Point/Station 210.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 70.70(Ft.) Downstream point/station elevation = 69.97(Ft.) Pipe length = 15.80(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.193(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.193(CFS) Normal flow depth in pipe = 1.21(In.) Flow top width inside pipe = 7.23(In.) Critical depth could not be calculated. Pipe flow velocity = 4.65(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 9.11 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 210.000 to Point/Station 210.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 9.11 min. Rainfall intensity = 2.863(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.359(CFS) for 0.190(Ac.) Total runoff = 0.552(CFS) Total area = 0.29(Ac.) + + + + + + + + + + +++++++++++++ + + + + + ++++++ + ++++++ +++ + + + + + + + + + + + + + + + ^.4. + .,.+ Process from Point/Station 210.000 to Point/Station 210.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.2 90(Ac.) Runoff from this stream = 0.552(CFS) Time of concentration = 9.11 min. Rainfall intensity = 2.863(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) Qmax(1) = Qmax (2) = 0.921 19.05 1.779 0.552 9.11 2.863 1.000 * 1.000 * 0.921) + 0.621 * 1.000 * 0.552) + = 1.264 1.000 * 0.478 * 0.921) + 1.000 * 1.000 * 0.552) + = 0.992 Total of 2 streams to confluence: Flow rates before confluence point: 0.921 0.552 Maximum flow rates at confluence using above data: 1.264 0.992 Area of strearas before confluence: 0.740 0.290 Results of confluence: Total flow rate = 1.264(CFS) Time of concentration = 19.052 min. Effective stream area after confluence = 1.030(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 107.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 69.97(Ft.) Downstream point/station elevation = 67.90(Ft.) Pipe length = 10.76(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.264(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.264(CFS) Normal flow depth in pipe = 2.13(In.) Flow top width inside pipe = 9.16(In.) Critical Depth = 5.69(In.) Pipe flow velocity = 13.45(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 19.07 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 108.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 67.90(Ft.) Downstream point/station elevation = 66.15(Ft.) Pipe length = 59.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.264(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.264(CFS) Normal flow depth in pipe = 2.97(In.) Flow top width inside pipe = 13.36(In.) Critical Depth = 5.05(In.) Pipe flow velocity = 6.63 (Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 19.21 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 108.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.21 min. Rainfall intensity = 1.769(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.234(CFS) for 0.200(Ac.) Total runoff = 1.498(CFS) Total area = 1.23(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 108.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.230(Ac.) Runoff from this streara = 1.498(CFS) Time of concentration = 19.21 min. Rainfall intensity = 1.769(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) Qmax(1) = Qmax(2) = 0.700 12.12 2.382 1.498 19.21 1.769 1.000 * 1.000 * 0.700) + 1.000 * 0.631 * 1.498) + = 1.645 0.743 * 1.000 * 0.700) + 1.000 * 1.000 * 1.498) + = 2.018 Total of 2 main streams to confluence: Flow rates before confluence point: 0.700 1.498 Maximum flow rates at confluence using above data: 1.645 2.018 Area of streams before confluence: 0.430 1.230 Results of confluence: Total flow rate = 2.018(CFS) Time of concentration = 19.214 min. Effective stream area after confluence = 1.660(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 109.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.15(Ft.) Downstream point/station elevation = 65.13(Ft.) Pipe length = 24.62(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 2.018(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.018(CFS) Normal flow depth in pipe = 3.44(In.) Flow top width inside pipe = 14.15(In.) Critical Depth = 6.43(In.) Pipe flow velocity = 8.56(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 19.26 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 110.000 •*** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 65.13(Ft.) Downstream point/station elevation = 64.92(Ft.) Pipe length = 13.30(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 2.018(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.018(CFS) Normal flow depth in pipe = 4.37(In.) Flow top width inside pipe = 15.44(In.) Critical Depth = 6.43(In.) Pipe flow velocity = 6.08(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 19.30 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 110.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.30 min. Rainfall intensity = 1.764(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.151(CFS) for 0.130(Ac.) Total runoff = 2.169(CFS) Total area = 1.79(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 110.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.30 min. Rainfall intensity = 1.764(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.291(CFS) for 0.250(Ac.) Total runoff = 2.460(CFS) Total area = 2.04(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 110.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.30 min. Rainfall intensity = 1.764(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.198(CFS) for 0.170(Ac.) Total runoff = 2.65 8(CFS) Total area = 2.21(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 112.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 64.92(Ft.) Downstream point/station elevation = 63.72(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 2.658 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.658(CFS) Normal flow depth in pipe = 3.80(In.) Flow top width inside pipe = 14.70(In.) Critical Depth = 7.41(In.) Pipe flow velocity = 9.78(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 19.34 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 112.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.210(Ac.) Runoff from this stream = 2.658(CFS) Time of concentration = 19.34 min. Rainfall intensity = 1.762(In/Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 502.000 to Point/Station 504.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C value of 0.660 given for subarea Rainfall intensity (I) = 1.927 for a 10.0 year storm User specified values are as follows: TC = 16.83 min. Rain intensity = 1.93(In/Hr) Total area = 0.98(Ac.) Total runoff = 1.25(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 504.000 to Point/Station 506.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 79.80(Ft.) Downstream point elevation = 75.97(Ft.) Channel length thru subarea = 96.00(Ft.) Channel base width = 2.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 1.256(CFS) Manning's 'N' =0.250 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 1.256 (CFS) Depth of flow = 0.600(Ft.), Average velocity = 0.655(Ft/s) Channel flow top width = 4.398(Ft.) Flow Velocity = 0.65(Ft/s) Travel tirae = 2.44 min. Time of concentration = 19.27 min. Critical depth = 0.215(Ft.) Adding area flow to channel User specified 'C value of 0.660 given for subarea Rainfall intensity = 1.766(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.012(CFS) for 0.010(Ac.) Total runoff = 1.262(CFS) Total area = 0.99(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 506.000 to Point/Station 506.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.27 min. Rainfall intensity = 1.766(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.082(CFS) for 0.070(Ac.) Total runoff = 1.343(CFS) Total area = 1.06(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 506.000 to Point/Station 507.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 73.97(Ft.) Downstream point/station elevation = 66.92(Ft.) Pipe length = 5.30 (Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.343(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.343(CFS) Normal flow depth in pipe = 1.37(In.) Flow top width inside pipe = 7.64(In.) Critical Depth = 5.88(In.) Pipe flow velocity = 27.00(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 19.28 rain. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 507.000 to Point/Station 507.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.28 min. Rainfall intensity = 1.765(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.058(CFS) for 0.050(Ac.) Total runoff = 1.401 (CFS) Total area = 1.11(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 507.000 to Point/Station 507.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.66 0 given for subarea Time of concentration = 19.28 min. Rainfall intensity = 1.765(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.023(CFS) for 0.020(Ac.) Total runoff = 1.425 (CFS) Total area = 1.13(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 507.000 to Point/Station 508.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.92(Ft.) Downstream point/station elevation = 66.48(Ft.) Pipe length = 78.81 (Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.425(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.425(CFS) Normal flow depth in pipe = 5.67(In.) Flow top width inside pipe = 11.98(In.) Critical Depth = 6.07(In.) Pipe flow velocity = 3. 91 (Ft/s) Travel time through pipe = 0.34 min. Time of concentration (TC) = 19.61 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 508.000 to Point/Station 508.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.61 min. Rainfall intensity = 1.746(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.115(CFS) for 0.100(Ac.) Total runoff = 1.540(CFS) Total area = 1.23(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 508.000 to Point/Station 508.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.61 min. Rainfall intensity = 1.746(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.127(CFS) for 0.110(Ac.) Total runoff = 1.667(CFS) Total area = 1.34(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 508.000 to Point/Station 510.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.48(Ft.) Downstream point/station elevation = 66.15 (Ft.) Pipe length = 55.92(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.667(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.667(CFS) Normal flow depth in pipe = 6.11(In.) Flow top width inside pipe = 12.00(In.) Critical Depth = 6.58(In.) Pipe flow velocity = 4.15 (Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 19.84 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 510.000 to Point/Station 112.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.15(Ft.) Downstream point/station elevation = 63.72(Ft.) Pipe length = 222.12 (Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.667(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.667(CFS) Normal flow depth in pipe = 5.12(In.) Flow top width inside pipe = 11.87(In.) Critical Depth = 6.58(In.) Pipe flow velocity = 5.22(Ft/s) Travel time through pipe = 0.71 min. Time of concentration (TC) = 20.55 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 112.000 to Point/Station 112.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 20.55 min. Rainfall intensity = 1.694(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.581(CFS) for 0.520(Ac.) Total runoff = 2.248(CFS) Total area = 1.86(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 112.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.860(Ac.) Runoff from this stream = 2.248(CFS) Time of concentration = 20.55 min. Rainfall intensity = 1.694(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax(2) = 658 248 000 000 0.962 * 1.000 * 19 . 34 20.55 1.000 * 0.941 * 1.000 * 1.000 * 2.658) 2.248) 1. 762 1.694 + + = 2.658) + 2.248) + 4 . 774 4 . 805 Total of 2 main streams to confluence: Flow rates before confluence point: 2.658 2.248 Maximum flow rates at confluence using above data: 4.774 4.805 Area of streams before confluence: 2.210 1.860 Results of confluence: Total flow rate = 4.805(CFS) Time of concentration = 20.547 min. Effective stream area after confluence 4.070(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 114.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 63.72(Ft.) Downstream point/station elevation = 63.50(Ft.) Pipe length = 27.25(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 4.805(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.805(CFS) Normal flow depth in pipe = 8.26(In.) Flow top width inside pipe = 17.94(In.) Critical Depth = 10.11(In.) Pipe flow velocity = 6.08(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 20.62 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 114.000 to Point/Station 114.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 20.62 min. Rainfall intensity = 1.690(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.145(CFS) for 0.130(Ac.) Total runoff = 4.950(CFS) Total area = 4.20(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 114.000 to Point/Station 116.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 63.50(Ft.) Downstream point/station elevation = 62.95(Ft.) Pipe length = 20.54(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 4.950(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.950(CFS) Normal flow depth in pipe = 6.05(In.) Flow top width inside pipe = 17.01(In.) Critical Depth = 10.27(In.) Pipe flow velocity = 9.49(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 20.66 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 116.000 to Point/Station 117.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 62.95 (Ft.) Downstream point/station elevation = 62.34(Ft.) Pipe length = 49.51(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 4.950(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.950(CFS) Normal flow depth in pipe = 7.45(In.) Flow top width inside pipe = 17.73(In.) Critical Depth = 10.27(In.) Pipe flow velocity = 7.15(Ft/s) Travel time through pipe = 0.12 min. Time of concentrat ion (TC) = 20.77 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 117.000 to Point/Station 118.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 62.34(Ft.) Downstream point/station elevation = 62.18(Ft.) Pipe length = 12.90(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 4.950(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 4.950(CFS) Normal flow depth in pipe = 6.62(In.) Flow top width inside pipe = 21.45(In.) Critical Depth = 9.39(In.) Pipe flow velocity = 7.02(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 20.80 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 118.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.200(Ac.) Runoff from this stream = 4.950(CFS) Time of concentration = 20.80 min. Rainfall intensity = 1.681(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 602.000 to Point/Station 604.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.660 given for subarea Initial subarea flow distance = 30.00(Ft.) Highest elevation = 72.80(Ft.) Lowest elevation = 72. 55(Ft.) Elevation difference = 0.25 (Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.61 min. TC = [1.8*(l.l-C)*distance".5)/(% slope"(l/3)] TC = [1.8*(1.1-0.6600)*( 30.00".5)/( 0.83"(l/3)]= 4.61 Setting time of concentration to 5 minutes Rainfall intensity (I) = 4.216 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.660 Subarea runoff = 0.056(CFS) Total initial stream area = 0.020(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 604.000 to Point/Station 118.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation = 72.550(Ft.) End of street segment elevation = 69.510(Ft.) Length of street segment = 263.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.000(Ft.) Distance from crown to crossfall grade break = 10.500(Ft.) Slope from gutter to grade break (v/hz) = 0.02 0 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 5.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.063(CFS) Depth of flow = 0.060(Ft.), Average velocity = 0.987(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 0.99(Ft/s) Travel time = 4.44 min. TC = 9.44 min. Adding area flow to street User specified 'C value of 0.660 given for subarea Rainfall intensity = 2.798(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.499(CFS) for 0.270(Ac.) Total runoff = 0.554(CFS) Total area = 0.29(Ac.) Street flow at end of street = 0.554(CFS) Half street flow at end of street = 0.277(CFS) Depth of flow = 0.133(Ft.), Average velocity = 1.408 (Ft/s) Flow width (from curb towards crown)= 3.960(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 118.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 9.44 min. Rainfall intensity = 2.798(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.074(CFS) for 0.040(Ac.) Total runoff = 0.628(CFS) Total area = 0.33(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 118.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 9.44 min. Rainfall intensity = 2.798(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.560 Subarea runoff = 0.092(CFS) for 0.050(Ac.) Total runoff = 0.720(CFS) Total area = 0.38(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 118.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.380(Ac.) Runoff from this stream = 0.720(CFS) Time of concentration = 9.44 min. Rainfall intensity = 2.798(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 702.000 to Point/Station 704.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.660 given for subarea Initial subarea flow distance = 100.00 (Ft.) Highest elevation = 76.70(Ft.) Lowest elevation = 75.00 (Ft.) Elevation difference = 1.70(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 6.64 min. TC = [1.8*(l.l-C)*distance".5)/(% slope*(l/3)] TC = [1.8*(l.l-0.6600)*(100.00*.5)/( 1.70^(1/3)]= 6.64 Rainfall intensity (I) = 3.512 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.660 Subarea runoff = 0.070(CFS) Total initial stream area = 0.030(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 704.000 to Point/Station 706.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation = 75.000(Ft.) End of street segment elevation = 69.010(Ft.) Length of street segment = 295.400(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.000(Ft.) Distance from crown to crossfall grade break = 10.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 5.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.082(CFS) Depth of flow = 0.059(Ft.), Average velocity = 1.301(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 1.30(Ft/s) Travel time = 3.78 min. TC = 10.42 min. Adding area flow to street User specified 'C value of 0.660 given for subarea Rainfall intensity = 2.625(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.624(CFS) for 0.360(Ac.) Total runoff = 0.693(CFS) Total area = 0.3 9(Ac.) Street flow at end of street = 0.693(CFS) Half street flow at end of street = 0.347(CFS) Depth of flow = 0.130(Ft.), Average velocity = 1.843(Ft/s) Flow width (from curb towards crown)= 3.848(Ft.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 706.000 to Point/Station 706.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 10.42 min. Rainfall intensity = 2.625(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.884(CFS) for 0.510(Ac.) Total runoff = 1.577(CFS) Total area = 0.90(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 706.000 to Point/Station 708.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.52 (Ft.) Downstream point/station elevation = 66.36(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.577 (CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.577(CFS) Normal flow depth in pipe = 5.77(In.) Flow top width inside pipe = 11.99(In.) Critical Depth = 6.39(In.) Pipe flow velocity = 4.22(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 10.52 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 708.000 to Point/Station 710.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.36(Ft.) Downstream point/station elevation = 65.96(Ft.) Pipe length = 6.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.577(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.577(CFS) Normal flow depth in pipe = 3.09(In.) Flow top width inside pipe = 10.49(In.) Critical Depth = 6.39(In.) Pipe flow velocity = 9.86(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 10.53 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 710.000 to Point/Station 710.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 10.53 min. Rainfall intensity = 2.608(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.155(CFS) for 0.090(Ac.) Total runoff = 1.732(CFS) Total area = 0.99(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 710.000 to Point/Station 710.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 10.53 min. Rainfall intensity = 2.608(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.120(CFS) for 0.070(Ac.) Total runoff = 1.852(CFS) Total area = 1.06(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 710.000 to Point/Station 710.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 10.53 min. Rainfall intensity = 2.608(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.069(CFS) for 0.040(Ac.) Total runoff = 1.921(CFS) Total area = 1.10(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 710.000 to Point/Station 712.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 65.96 (Ft.) Downstream point/station elevation = 65.14(Ft.) Pipe length = 41.93(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.921 (CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.921(CFS) Normal flow depth in pipe = 4.72(In.) Flow top width inside pipe = 11.72(In.) Critical Depth = 7.10(In.) Pipe flow velocity = 6.71(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 10.63 min. + + + +++ +++ + + + + +++ + + + + + + + + + + + + + + + + + + +++ + +++ + + + ^^^^^^^^^^^^^^^_^_^_^_^_^^ Process from Point/Station 712.000 to Point/Station 714 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 65.14(Ft.) Downstream point/station elevation = 64.63 (Ft.) Pipe length = 26.83(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.921(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.921(CFS) Normal flow depth in pipe = 4.75(In.) Flow top width inside pipe = 11.74(In.) Critical Depth = 7.10(In.) Pipe flow velocity = 6.64 (Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 10.70 min. +++ + + + + + + +++ +++ +++++ + + ++++ + +++ +++ +++ + + + + + ++^.+ + + ,^^^.^^_^^^^^^^_^^^^^^ Process from Point/Station 714.000 to Point/Station 714.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 10.70 rain. Rainfall intensity = 2.580(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.051(CFS) for 0.030(Ac.) Total runoff = 1.972(CFS) Total area = 1.13(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 714.000 to Point/Station 716.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 64.63(Ft.) Downstream point/station elevation = 64.36(Ft.) Pipe length = 14.41(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.972(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.972(CFS) Normal flow depth in pipe = 4.84(In.) Flow top width inside pipe = 11.77(In.) Critical Depth = 7.19(In.) Pipe flow velocity = 6.65(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 10.74 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 716.000 to Point/Station 718.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 64.36(Ft.) Downstream point/station elevation = 64.10(Ft.) Pipe length = 17.61(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.972(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.972(CFS) Normal flow depth in pipe = 5.17(In.) Flow top width inside pipe = 11.88(In.) Critical Depth = 7.19(In.) Pipe flow velocity = 6.09(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 10.79 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 718.000 to Point/Station 720.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstreara point/station elevation = 64.10(Ft.) Downstream point/station elevation = 63.70(Ft.) Pipe length = 45.35(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.972(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.972(CFS) Normal flow depth in pipe = 5.99(In.) Flow top width inside pipe = 12.00(In.) Critical Depth = 7.19(In.) Pipe flow velocity = 5.03(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 10.94 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 720.000 to Point/Station 720.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 10.94 min. Rainfall intensity = 2.545(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.084(CFS) for 0.050(Ac.) Total runoff = 2.056(CFS) Total area = 1.18(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 720.000 to Point/Station 720.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 10.94 min. Rainfall intensity = 2.545(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.168(CFS) for 0.100(Ac.) Total runoff = 2.224(CFS) Total area = 1.28(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 720.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 118.000 Upstream point/station elevation = 63.70(Ft.) Downstream point/station elevation = 62.43(Ft.) Pipe length = 87.30(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 2.224(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.224(CFS) Normal flow depth in pipe = 5.55(In.) Flow top width inside pipe = 11.97(In.) Critical Depth = 7.65(In.) Pipe flow velocity = 6.25(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 11.17 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 118.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area 1.280(Ac.) Runoff from this stream = 2.224(CFS) Time of concentration = 11.17 min. Rainfall intensity 2.510(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4. 950 20.80 1.681 2 0 . 720 9.44 2.798 3 2 . 224 11.17 2 . 510 Qmax(1) Qmax(2) Qmax(3) 1 000 * 1 000 * 4 950) + 0 601 * 1 000 * 0 720) + 0 670 * 1 000 * 2 224) + = 6 872 1 000 * 0 454 * 4 950) + 1 000 * 1 000 * 0 720) + 1 000 * 0 845 * 2 224) + = 4 847 1 000 * 0 537 * 4 950) + 0 897 * 1 000 * 0 720) + 1 000 * 1 000 * 2 224) + = 5 528 Total of 3 main streams to confluence: Flow rates before confluence point: 4.950 0.720 2.224 Maximum flow rates at confluence using above data: 6.872 4.847 5.528 Area of streams before confluence: 4.200 0.380 1.280 Results of confluence: Total flow rate = 6.872(CFS) Time of concentration = 20.803 min. Effective stream area after confluence = 5.860(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 120.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 62.18(Ft.) Downstream point/station elevation = 61.97(Ft.) Pipe length = 26.25(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 6.872(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 6.872(CFS) Normal flow depth in pipe = 8.81(In.) Flow top width inside pipe = 23.13(In.) Critical Depth = 11.16(In.) Pipe flow velocity = 6.58(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 20.87 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 120.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 20.87 min. Rainfall intensity = 1.677(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.122(CFS) for 0.110(Ac.) Total runoff = 6.993(CFS) Total area = 5.97(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 120.000 to Point/Station 122.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 61.97(Ft.) Downstream point/station elevation = 61.80(Ft.) Pipe length = 16.23(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 6.993 (CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 6.993(CFS) Normal flow depth in pipe = 8.27(In.) Flow top width inside pipe = 22.81(In.) Critical Depth = 11.27(In.) Pipe flow velocity = 7.28(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 20.91 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 122.000 to Point/Station 124.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 61.80 (Ft.) Downstreara point/station elevation = 61.50(Ft.) Pipe length = 26.08(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 6.993(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 6.993(CFS) Normal flow depth in pipe = 8.07(In.) Flow top width inside pipe = 22.68(In.) Critical Depth = 11.27(In.) Pipe flow velocity = 7.54(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 20.96 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 124.000 to Point/Station 124.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 20.96 min. Rainfall intensity = 1.672(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.265(CFS) for 0.240(Ac.) Total runoff = 7.258(CFS) Total area = 6.21(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 124.000 to Point/Station 124.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 20.96 min. Rainfall intensity = 1.672(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.033(CFS) for 0.030(Ac.) Total runoff = 7.291(CFS) Total area = 6.24(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 124.000 to Point/Station 126.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 61.50(Ft.) Downstream point/station elevation = 60.82(Ft.) Pipe length = 54.85(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.291(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 7.2 91(CFS) Normal flow depth in pipe = 8.84(In.) Flow top width inside pipe = 23.15(In.) Critical Depth = 11.49(In.) Pipe flow velocity = 6.94 (Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 21.10 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 126.000 to Point/Station 128.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 60.82(Ft.) Downstream point/station elevation = 60.32(Ft.) Pipe length = 41.91(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.291(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 7.291(CFS) Normal flow depth in pipe = 8.93(In.) Flow top width inside pipe = 23.20(In.) Critical Depth = 11.49(In.) Pipe flow velocity = 6.84(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 21.20 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 128.000 to Point/Station 128.000 **** simAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 21.20 min. Rainfall intensity = 1.660(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.197(CFS) for 0.180(Ac.) Total runoff = 7.489(CFS) Total area = 6.42(Ac.) ++++++++++++++++++++++++++++++++++++++++4+++++++++++++++++++++++++++ Process from Point/Station 128.000 to Point/Station 130.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 60.32(Ft.) Downstream point/station elevation = 57.38(Ft.) Pipe length = 87.63(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.489(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 7.489(CFS) Normal flow depth in pipe = 6.91(In.) Flow top width inside pipe = 21.73(In.) Critical Depth = 11.67(In.) Pipe flow velocity = 10.01(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 21.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.000 to Point/Station 132.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 57.58(Ft.) Downstream point/station elevation = 56.78(Ft.) Pipe length = 22.34(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.489(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 7.489(CFS) Normal flow depth in pipe = 6.80(In.) Flow top width inside pipe = 21.63(In.) Critical Depth = 11.67(In.) Pipe flow velocity = 10.24(Ft/s) Travel tirae through pipe = 0.04 min. Time of concentration (TC) = 21.38 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 132.000 to Point/Station 134.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 56.78(Ft.) Downstream point elevation = 46.00(Ft.) Channel length thru subarea = 182.80(Ft.) Channel base width = 3.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 7.599(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 1.500(Ft.) Flow(q) thru subarea = 7.599 (CFS) Depth of flow = 0.409(Ft.), Average velocity = 4.860(Ft/s) Channel flow top width = 4.638(Ft.) Flow Velocity = 4.86(Ft/s) Travel time = 0.63 min. Time of concentration = 22.01 min. Critical depth = 0.516(Ft.) Adding area flow to channel User specified 'C value of 0.660 given for subarea Rainfall intensity = 1.621(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.203(CFS) for 0.190(Ac.) Total runoff = 7.692 (CFS) Total area = 6.61(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 134.000 to Point/Station 134.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 22.01 min. Rainfall intensity = 1.621(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.546(CFS) for 0.510(Ac.) Total runoff = 8.237(CFS) Total area = 7.12(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 904.000 to Point/Station 134.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 56.70(Ft.) Downstream point elevation = 46.00(Ft.) Channel length thru subarea = 218.19 (Ft.) Channel base width = 3.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 8.411(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 1.500(Ft.) Flow(q) thru subarea = 8.411(CFS) Depth of flow = 0.457(Ft.), Average velocity = 4.708 (Ft/s) Channel flow top width = 4.826(Ft.) Flow Velocity = 4.71(Ft/s) Travel time = 0.77 min. Time of concentration = 22.78 min. Critical depth = 0.547(Ft.) Adding area flow to channel User specified 'C value of 0.660 given for subarea Rainfall intensity = 1.585(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.314(CFS) for 0.300(Ac.) Total runoff = 8.551(CFS) Total area = 7.42(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 134.000 to Point/Station 136.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 46.00(Ft.) Downstream point/station elevation = 41.19(Ft.) Pipe length = 20.31(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.551(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 8.551(CFS) Normal flow depth in pipe = 4.98(In.) Flow top width inside pipe = 16.11(In.) Critical Depth = 13.58(In.) Pipe flow velocity = 21.47(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 22.80 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++H Process from Point/Station 136.000 to Point/Station 136.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Streara is listed: In Main Stream number: 1 Stream flow area = 7.420(Ac.) Runoff from this stream = 8.551(CFS) Time of concentration = 22.80 min. Rainfall intensity = 1.584(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1000.000 to Point/Station 1000.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C value of 0.660 given for subarea Rainfall intensity (I) = 1.763 for a 10.0 year storm User specified values are as follows: TC = 19.31 min. Rain intensity = 1.76(In/Hr) Total area = 1.77(Ac.) Total runoff = 1.84(CFS) Process from Point/Station 1000.000 to Point/Station 1000.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.770(Ac.) Runoff from this stream = 1.840(CFS) Time of concentration = 19.31 min. Rainfall intensity = 1.763(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) 8 . 551 1. 840 1.000 * 0.898 * Qmax(2) = 000 000 22 . 80 19.31 1.000 * 1.000 * 0.847 * 1.000 * 1 .584 1. 763 8.551) + 1.840) + 8.551) + 1.840) + 10.204 9.084 Total of 2 main streams to confluence: Flow rates before confluence point: 8.551 1.840 Maximum flow rates at confluence using above data: 10.204 9.084 Area of streams before confluence: 7.420 1.770 Results of confluence: Total flow rate = 10.204(CFS) Time of concentration = 22.796 min. Effective stream area after confluence = 9.190(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 136.000 to Point/Station 136.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 22.80 min. Rainfall intensity = 1.584(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, c = 0.660 Subarea runoff = 0.105 (CFS) for 0.100(Ac.) Total runoff = 10.309(CFS) Total area = 9.29(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 136.000 to Point/Station 138.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 41.19(Ft.) Downstream point/station elevation = 30.97(Ft.) Pipe length = 40.58(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.309(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 10.309(CFS) Normal flow depth in pipe = 5.40(In.) Flow top width inside pipe = 16.49(In.) Critical Depth = 14.82(In.) Pipe flow velocity = 23.14(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 22.82 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 138.000 to Point/Station 138.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.290(Ac.) Runoff from this stream = 10.309(CFS) Time of concentration = 22.82 min. Rainfall intensity = 1.583(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1002.000 to Point/Station 1002.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C value of 0.660 given for subarea Rainfall intensity (I) = 3.470 for a 10.0 year storm User specified values are as follows: TC = 6.76 min. Rain intensity = 3.47(In/Hr) Total area = 0.17(Ac.) Total runoff = 0.22(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 138.000 to Point/Station 138.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.170(Ac.) Runoff from this stream = 0.220(CFS) Time of concentration = 6.76 min. Rainfall intensity = 3.470(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) fi lo A. M V ,- < I A ^Xl>nM i_ A fe7. J4M->'^^ruM \ Q - c7i A ^t' 1 i RETENTION OF EXISTING VS. PROPOSED 10-YEAR STORM FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2001 Study date: 05/12/05 6 HOUR 10 YEAR STORM THE BLUFFS 01-1022 FILE:BLUFFSIOYR.OUT 05/12/05 BY:CSO O'Day Consultants, Carlsbad, California - S/N 768 ********************* HYDROGRAPH INFORMATION **********************' From study/file name: lOYRHYD.rte ********************** Hydrograph Information ************************ From manual input hydrograph **************************^^jjYDROGRAPH DATA**************************** Number of intervals = 114 Time interval = i.o (Min.) Maximum/Peak flow rate = 8.540 (CFS) Total volume = 0.3 60 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0 000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0 000 **************************************^,***^^^^^^^^^^^^^^^^^^^^^^l^^^^^^ Process from Point/Station I.OOO to Point/Station 2.000 * * * * RETARDING BASIN ROUTING *•** User entry of depth-outflow-storage data Total number of inflow hydrograph intervals = 114 Hydrograph time unit = 1.0 00 (Min.) Initial depth in storage basin = 0.00(Ft.) Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-C*dt/2) (3-.0*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0 . C 0 C 0 . C C C C . C C 0 C . C C 0 C . C( 0 800 0 007 6 976 0 002 0 012 1 000 0 010 6 977 0 005 0 015 1 200 0 014 6 978 0 009 0 019 1 400 0 018 6 979 0 013 0 023 1 600 0 022 6 980 0 017 0 027 1 800 0 027 6 981 0 022 0 032 2 000 0 032 6 982 0 027 0 037 2 200 0 038 6 983 0 033 0 043 2 400 0 048 6 984 0 043 0 053 Hydrograph Detention Basin Routing Graph values: 'I'= unit inflow; 'O'=outflow at time shown Time Inflow Outflow Storage (Hours) (CFS) (CFS) (Ac. Ft) 0.017 0.00 0.00 0.000 0.033 0 .11 0.04 0.000 0. 050 0 .23 0.15 0.000 0 .067 0 .45 0.30 0.000 0.083 0 . 71 0.53 0.001 0 .100 1. 00 0 .79 0 . 001 0 .117 1.34 1.10 0 . 001 0.133 1.70 1.44 0 .001 0.150 2 .15 1 .84 0 . 002 0 .167 2 . 60 2 .27 0 . 002 0.183 3 .18 2 .78 0 . 003 0 .200 3 . 78 3 .35 0.003 0 .217 4 .45 3 . 97 0 .004 0 .233 5.16 4.65 0 . 005 0 .250 5.84 5 .34 0 .005 0 .267 6.44 5 . 99 0 . 006 0 .283 7 . 03 6.60 0 . 007 0 .300 7 . 44 6 . 98 0 . 007 0 .317 7 . 85 6 . 98 0 . 008 0 .333 8 .12 6 . 98 0 . 010 0.350 8.35 6 . 98 0 . Oil 0 . 367 8 .48 6 . 98 0.013 0 .383 8 .52 6 . 98 0 .015 0 .400 8 .54 6 . 98 0 .017 0 .417 8 .51 6 . 98 0 . 020 0 .433 8.47 6 . 98 0 . 022 0 .450 8 .26 6 . 98 0 . 024 0 .467 8 .03 6 . 98 0 . 025 0.483 7 . 78 6 . 98 0 . 026 0 . 500 7 .52 6 . 98 0 . 027 0 . 517 7 .25 6 . 98 0.028 0.533 6 . 95 6 . 98 0 . 028 0 . 550 6 . 64 6 . 98 0 . 028 0 . 567 6.26 6. 98 0 . 027 0 .583 5 .89 6. 98 0 . 026 0 . 600 5.45 6.98 0 . 024 0 .617 5 . 00 6 . 98 0 . C22 0.633 4 . 59 6 . 98 0 . C19 G . 650 4 . 22 6.98 0 . CIS C . 5 6 7 3.87 6 . 98 C.Gil 2.1 4 .27 O 01 01 01 01 O 01 01 0 I 0 0 I 01 Depth 6 .40 8 54 (Ft.) 1 1 0.00 1 j 0.01 1 j 0.02 1 1 0 . 03 1 j 0 . 06 1 1 0 .09 1 j 0 .13 j 1 0 .17 1 j 0.21 j 1 0 .26 i j 0.32 1 1 0 .38 j j 0 .46 1 j 0 .53 1 j 0.61 I j 0 .69 0 I j 0 . 76 1 01 1 0 . 82 1 0 I 1 0 .88 j 0 I j 0 . 97 1 0 11 1 . 06 j 0 I j 1.16 1 0 11 1.27 1 0 I j 1 .37 j 0 11 1 .48 1 0 I j 1.59 j 0 I j 1 . 66 1 0 I 1 1 . 73 1 0 I j 1. 78 j 0 I 1 . 32 1 01 1 1.84 • j 0 1 1. 85 ^ I 0 1 1 . 83 1 0 1 1.81 1 0 1 . 76 i 0 1 1.68 i 0 1 1.58 1 0 j 1.43 1 0 1 1 . 2 6 i 0 1.05 0 .683 3 .61 6 .75 0 .007 1 0 . 700 3 .35 4 .09 0 .004 1 0 . 717 3 .12 3 .39 0 . 003 1 0 .733 2 .89 3 .08 0 .003 1 0 .750 2 .69 2 .84 0 .003 1 0 .767 2 .51 2 .65 0 .003 1 0 .783 2 .34 2 .47 0 .002 1 0 .800 2 .21 2 .31 0 .002 1 0 .817 2 .08 2 .18 0 .002 j I 0 .833 1 .95 2 .04 0 .002 i 0 0 .850 1 .82 1 .91 0 .002 1 10 0 .867 1 .70 1 .79 0 .002 i 0 0 .883 1 .59 1 .67 0 .002 1 10 0 .900 1 .48 1 .56 0 .002 j 0 0 .917 1 .36 1 .45 0 .001 i 0 0 .933 1 .26 1 .34 0 .001 j 10 0 .950 1 . 19 1 .25 0 . 001 j 0 0 .967 1 . 11 1 . 17 0 .001 i 0 0 .983 1 .04 1 .09 0 . 001 1 10 1 .000 0 . 95 1 .02 0 .001 1 0 1 .017 0 . 90 0 . 95 0 .001 1 0 1 .033 0 . 84 0 .88 0 .001 j o 1 .050 0 . 79 0 .83 0 .001 1 10 1 .067 0 . 73 0 . 77 0 .001 j 0 1 .083 0 . 68 0 . 72 0 . 001 1 0 1 .100 0 . 63 0 .67 0 . 001 j 0 1 . 117 0 . 58 0 .62 0 .001 j 0 1 . 133 0 . 54 0 . 57 0 .001 j 0 1 . 150 0 .49 0 .53 0 . 001 |o 1 . 167 0 .45 0 .48 0 .000 jo 1 183 0 .43 0 .45 0 .000 jo 1 200 0 .40 0 .42 0 000 jo 1 217 0 .37 0 39 0 000 jo 1 233 0 .34 0 36 0 000 jo 1 250 0 32 0 34 0 000 jo 1 267 0 30 0 31 0 000 jo 1 283 0 28 0 29 0 000 jo 1 300 0 26 0 27 0 000 10 1 317 0 24 0 25 0 000 0 1 333 0 23 0 24 0 000 0 1 350 0 21 0 22 0 000 0 1 367 0 20 0 21 0 000 0 1 383 0 18 0 19 0 000 0 1 400 0 17 0 18 0 000 0 1. 417 0 16 0 17 0 000 0 1. 433 0 15 0 . 16 0 000 0 1. 450 0 . 14 0 15 0 . 000 0 1. 467 0 . 13 0 . 14 0 . 000 0 1. 483 0 . 12 0 . 13 0 . 000 0 1. 500 0 . 11 0 . 12 0 . 000 0 1. 517 0 . 10 C . 11 0 . COO 0 1. 533 0 . 10 0 . 10 0 . ceo 0 1 1. 550 0 . 09 0 . 10 0 . OCO 0 ! 1. 567 0 . 09 0 . 09 0 . 0 00 0 I 1. 53 3 0 . C3 0 . G9 0 coo 0 1 1. c C 0 0 . 0 8 0 . C8 000 0 i 1 •5 17 C . CS 0 8 c. C 0 c 0 ! I I o 10 10 o o 10 o 0 . 77 0 .47 0 .39 0.35 0.33 0.30 0.28 0 .26 0.25 0.23 0.22 0 .21 0 .19 0.18 0.17 15 14 13 0 .13 0 .12 0.11 0 .10 09 09 08 0 . 08 0 .07 0.07 0 . 06 0 .06 0 .05 0.05 0 .04 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 . 01 0 . 01 0.01 0.01 C . 01 0 . C1 C .Ci . C 1 0 . C i 1 633 0 07 0 08 0 000 0 1 1 1 1 0 01 1 650 0 07 0 07 0 000 0 1 1 i 1 ^ 01 1 667 0 06 0 07 0 000 0 1 1 j j 0 01 1 683 0 06 0 06 0 000 0 1 1 1 1 0 01 1 700 0 06 0 06 0 000 0 1 1 j 1 01 1 717 0 05 0 06 0 000 0 1 j 1 i 0 01 1 733 0 05 0 05 0 000 0 1 1 1 i 0 01 1 750 0 05 0 05 0 000 0 1 1 1 i 0 01 1 767 0 04 0 05 0 000 0 i 1 j j 0 01 1 783 0 04 0 04 0 000 0 1 1 j j 0 00 1 800 0 03 0 04 0 000 0 1 1 j 1 0 00 1 817 0 .03 0 03 0 000 0 j j j j 0 00 1 833 0 .02 0 03 0 000 0 1 j 1 1 0 00 1 850 0 .02 0 02 0 000 0 1 i 1 1 0 00 1 867 0 01 0 02 0 000 0 j j 1 i 0 00 1 883 0 .01 0 01 0 000 0 1 j j j 0 00 1 900 0 .00 0 01 0 000 0 1 j j j 0 00 1 917 0 .00 0 00 0 000 0 1 1 0 00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 115 Time interval = 1.0 (Min.) Maximum/Peak flow rate = 6.981 (CFS) Total volume = 0.360 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 ************************************************************^.^^^,^,^,^,^^,^,^ 10-YEAH HT L'tp It 1 9 0 o| 0' u 1 D 03 2 26' C 2 0 7 G 3' 0 15; 684! 0 4^ 0 Slj 9,12 0 t 0 47; 11,4" C t 0 66 J 13 68 C 7 0 82' 15 96 C c 0 93' 18,24 0 0 " 20 62 1 "77 22 8 1 l' 0 ^ 25 08 1 2 0 93 27 36 1 S 0 86 29 64 1 0 78! 31 92 \ b 0 68^ 34.2 1 6' C =6' 36 48 1 7; 0 4c,' 38,76 1 8* 0 39* 41 04 1 ^ C 33 43 32 2 0 2e| 45 6 u 21 50 16 0 1=1 54 72 2 L 011; 69.2B 2 n,' 0 'Oc, 63 84 :,' 0 Ci£>6' 684 2'^ 0 04' 72,96 3 4^ 0 02'?| 77,62 6* 0 Of r 82 08 3 t-. 0015' 86 64 4' 00111 91 2i 4 6" 0 005; 104,88 5' c 114 85J: 0 0.2565 J3855^ 1 6245 2.6565 4-OI85' 6 643 7011 7,9515 8.4646 '855 8 4646 >"9515 "7.353 6.669 " 5 814 4 788: 3.933j _3.3345| _2"8215l ' 2.394' 1.7955' 1.2825 0.9405 0.684 0.47025' 0.342 0.24796 017955 0.12825 0.09405 0.04275^ 0 228 '_4.66 ^'664 __9.1I2 _ '11.4 13.68 _15'96 18^24 7^1.52' „ 22 8 _25.0e 27.36 29_^ '31.92 "34.2 36,48 ' 33,7'6 ' 41^04 43,32 ^46^6 '60.16 _ 54.72 59,28 _63,84 684 72'96 77^62 782^08 86,64 9r2{ 104,88 0,2565 0^55 ir6246 '2^5 ^,0185' 5,643 7.011 7V9515 e.4645 _ 'jB-65 e.4645 ^.9515" _ 7.353 6669 ' _6.ei4 4.788 3.933 ^3]M45 _2J_216 2,394' 1,2826 " 0,9406 ' 0.684 ^.47625' 0.342 0.2_4795 0.17956 0'12825 '0'09405 ^,04275' ' b ' 0 1 3 calc) 51 q2 1 12 1 0 0 0.2565 0 2.28 0.00 1 0 0,2565 0 2.28 0.11 2 0 0.2565 0 2.28 0.23 3 0,2565 0.855 2.28 4.56 0.45 4 0.2565 0.855 2.28 4.56 0.71 6 0,855 1.6245 4.56 6.84 1.00 6 0.856 1,6245 4.56 6.84 1.34 7 1.6245 2.6505 6.84 9.12 1.70 8 1.6245 2.6505 6.84 9.12 2.15 9 1 6245 2.6505 6.84 9.12 2.60 10 2.6605 4.0185 9.12 11.4 3.18 11 2.6505 4,0185 9.12 11.4 3.78 12 4.0185 S.643 11.4 13.68 4.45 13 4.0185 S.643 11.4 13.68 5.16 14 5.643 7.011 13.68 15.96 5.84 15 5.643 7.011 13.68 15.96 6.44 16 7.011 7.9515 15.96 18.24 7.03 17 7,011 7.9515 15.96 18.24 7.44 18 7.011 7.9515 16.96 18.24 7.85 19 7,9515 B.4645 18.24 20.52 8.12 20 7.9515 8.4645 18.24 20.52 8.35 21 8.4645 8.55 20.52 22.8 8.48 22 8.4645 8.55 20.52 22.8 8.52 23 8.55 8.4645 22.8 25.08 8.54 24 855 8.4645 22.8 25.08 8.51 25 8.55 8.4645 22.8 25.08 8.47 26 8.4645 7.9515 25.08 27.36 8,26 27 8.4645 7.9515 25.08 27.36 8.03 28 7.9515 7.353 27 36 29.64 7.78 29 7 9516 7.353 27.36 29.64 7,52 30 7.353 6.669 29.64 31.92 7,25 31 7.353 6.669 29.64 31.92 6.95 32 6.669 5.814 31.92 34.2 6.64 33 6.669 5.814 31.92 34.2 6.26 34 6,669 5,814 31.92 34,2 5.89 35 5814 4.788 34.2 36,48 5.45 36 5,814 4.788 34.2 36.48 5.00 37 4,788 3.933 36.48 38.76 4.59 38 4.788 3.933 36.48 38.76 4.22 39 3933 3.334S 38.76 41.04 3.87 40 3,933 3,3345 38.76 41,04 3.61 41 3,933 3.3345 38.76 41,04 3.36 42 3,3345 2.821S 41 04 43.32 3 12 43 3.3345 2.8215 41.04 43.32 2.89 44 2.8215 2,394 43.32 45.6 2.69 45 2.8215 2.394 43 32 45.6 2.51 46 2.394 1.7955 45.6 50.16 2.34 47 2.394 1.7955 45.6 S0.16 2.21 48 2.394 1.7955 45.6 50.16 2.08 49 2.394 1.7955 45.6 50.16 1.95 60 2.394 1.7955 466 60.16 1.82 61 1.7956 1.2825 50.16 54.72 1.70 1 52 1 1.7955 1.2825 50,16 54.72 1.69 53 1.7955 1.2825 50.16 54.72 1.48 64 1.7955 1.2825 50.16 54.72 1.36 55 1.2825 0.9405 54.72 59.28 1.26 56 1.2825 0.9405 54,72 59.28 1.19 57 1 1.2825 0.9405 54,72 59.28 1.11 58 1.2825 0.9405 54.72 59.28 1.04 59 1.2825 0.9405 54.72 59,28 0.96 60 0.9406 0.684 59.28 63.84 0.90 61 0.9406 0.684 59.28 63.84 0.84 62 0,9406 0.664 69.26 63.84 0.79 6C 0,9406 0.684 59-26 63.84 0.73 10-YEAB HVDROGRAPH 2-YEAR STORM EXISTING CONDITIONS i -Q^A ^ -^^^^^^ ";0>tfl4t— -X£3.At[x.72im.b^l 7; IT^"^ J.>:^-7ii"'^'' - _ ^ro 7^:./ ,'. 7'-. -r-1/^73 HI: LV ' CAA T^^'T44-(:i/^)6.;,r7) .V.7* ^- ; 1; Q2:Ch§l^.h.^^^^ ityi^ 4 ^Mtc^l JjijV^, _ „ 170^^5^ WiL- ^ _ M^c^ (iXO--'\'.\ ' •'. j' a^ak .^^^ „a2^.i^l^,^--.^.^- ^ XilM^:. M^A c£):i ^1 Kiooe LinoL. ' \ .t I - 1. ' Q..::C.^A ^ . - 0>o^ ^.(V, San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 05/12/05 THE BLUFFS -EXISTING CONDITIONS - AREA 5 2 YEAR STORM J.N. 01-1022 FILE: G:\ACCTS\011022\EX2YR5.OUT BY:CSO DATE: 05/12/05 ********* Hydrology Study Control Information ********** O'Day Consultants, San Diego, California - S/N 10125 Rational hydrology study storm event year is 2.0 Map data precipitation entered: 6 hour, precipitation(inches) = 1.200 24 hour precipitation(inches) = 1.800 Adjusted 6 hour precipitation (inches) = 1.170 P6/P24 = 66.7% San Diego hydrology manual 'C values used Runoff coefficients by rational method + + + + + + + + + + + + +++ + + + ++++ ++++ + + + -+++ + ++++ + + + ^ Process from Point/Station 501.000 to Point/Station 502.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C value of 0.380 given for subarea Rainfall intensity (I) = 1.921 for a 2.0 year storm User specified values are as follows: TC = 10.41 min. Rain intensity = 1.92(In/Hr) Total area = 0.05(Ac.) Total runoff = 0.04(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 502.000 to Point/Station 503.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation = 85.200(Ft.) End of street segment elevation = 70.000(Ft.) Length of street segment = 610.430(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500 (Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [2] side(s) of the street Distance from curb to propercy line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width - 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.048(CFS) Depth of flow = 0.055(Ft.), Average velocity = 1.342(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 1.34(Pt/s) Travel time = 7.58 min. TC = 17.99 min. Adding area flow to street User specified 'C value of 0.380 given for subarea Rainfall intensity = 1.350(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.380 Subarea runoff = 0.210(CFS) for 0.410(Ac.) Total runoff = 0.250(CFS) Total area = 0.46(Ac.) Street flow at end of street = 0.250(CFS) Half street flow at end of street = 0.125(CFS) Depth of flow = 0.101(Ft.), Average velocity = 2.027(Ft/s) Flow width (from curb towards crown)= 1.500(Ft.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 503.000 to Point/Station 503.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.460(Ac.) Runoff from this stream = 0.250(CFS) Time of concentration = 17.99 min. Rainfall intensity = 1.350(In/Hr) Program is now starting with Main Stream No. 2 + +++ + + + +++ + + +++ +++ +++ +++++ +++ ++++ +++ + + •<• ++++++•+ + + +++ + + •+ + + + + +++++ +++ Process from Point/Station 301.000 to Point/Station 302.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C value of 0.660 given for subarea Rainfall intensity (I) = 1.290 for a 2.0 year storm User specified values are as follows: TC = 19.31 min. Rain intensity = 1.29(In/Hr) Total area = 1.31(Ac.) Total runoff = 1.14(CFS) + + +++ + + + + +++ + + + + + + + + + + + + + + + + + + + +++ + + + + +++ + -\• + + ^^^^•-^ + + + +++ + + + + + •^• + + + + + + + + Process from Point/Station 503.000 to Point/Station 503.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.310(Ac.) Runoff from this stream = 1.140(CFS) Time of concentration = 19.31 min. Rainfall intensity = 1.290(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0. 250 17. 99 1 350 2 1 140 19. 31 1 290 Qmax(l) = 250) 1 000 * 1 000 * 0 250) + 1 000 * 0 932 * 1 140) + = 1.312 Qmax(2) = 0 .955 * 1 .000 * 0 .250) + 1 .000 * 1 .000 * 1 .140) + = 1.379 Total of 2 main streams to confluence: Flow rates before confluence point: 0.250 1.140 Maximum flow rates at confluence using above data: 1.312 1.379 Area of streams before confluence: 0.460 1.310 Results of confluence: Total flow rate = 1.379(CFS) Time of concentration = 19.310 min. Effective stream area after confluence = 1.770(Ac.) End of computations, total study area = 1.77 (Ac.) 2-YEAR STORM PROPOSED CONDITIONS t San Diego County Rational Hydrology Prograra CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 06/3 0/05 HYDROLOGY STUDY - THE BLUFFS 2 YEAR STORM J.N. 01-1022 FILE: G:\ACCTS\011022\2YRDS.OUT 06/30/05 BY:CSO ********* Hydrology Study Control Information ********** O'Day Consultants, San Diego, California - S/N 10125 Rational hydrology study storm event year is 2.0 Map data precipitation entered: 6 hour, precipitation(inches) = 1.200 24 hour precipitation(inches) = 1.800 Adjusted 6 hour precipitation (inches) = 1.170 P6/P24 = 66.7% San Diego hydrology manual 'C values used Runoff coefficients by rational raethod + + + + + •4- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 102.000 to Point/Station 104.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.660 given for subarea Initial subarea flow distance = 29.00(Ft.) Highest elevation = 77.73(Ft.) Lowest elevation = 77.22(Ft.) Elevation difference = 0.51(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3.53 min. TC = [1.8*(l.l-C)*distance".5)/(% slope*(l/3)] TC = [1.8*(1.1-0.6600)*( 29.00".5)/( 1.76"(l/3)]= 3.53 Setting time of concentration to 5 minutes Rainfall intensity (I) = 3.083 for a 2.0 year storra Effective runoff coefficient used for area (Q=KCIA) is C = 0.660 Subarea runoff = 0.041(CFS) Total initial stream area = 0.020(Ac.) + + + + + + + + + + + + •^• + + + + + + + + + + + + + + + + + + + + + + + + + •+ + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 104.000 to Point/Station 106.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 77.220(Ft.) End of street segment elevation = 73.160(Ft.) Length of street segment = 405.410 (Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.000(Ft.) Distance from crown to crossfall grade break = 10.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 5.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N frora grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.049(CFS) Depth of flow = 0.056(Ft.), Average velocity = 0.878(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500 (Ft.) Flow velocity = 0.88(Ft/s) Travel time = 7.70 rain. TC = 12.70 min. Adding area flow to street User specified 'C value of 0.660 given for subarea Rainfall intensity = 1.6 90(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.457(CFS) for 0.410(Ac.) Total runoff = 0.498(CFS) Total area = 0.43(Ac.) Street flow at end of street = 0.498 (CFS) Half street flow at end of street = 0.249(CFS) Depth of flow = 0.131(Ft.), Average velocity = 1.301(Ft/s) Flow width (from curb towards crown)= 3.891(Ft.) ++ ++++ + + +++ + ++++ + + +++++ +++++ + + + + + + + + •+ + + + +++++•+ +++++++ + + + + + + + + + Process from Point/Station 106.000 to Point/Station 108.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.43 0(Ac.) Runoff from this stream = 0.498(CFS) Time of concentration = 12.70 min. Rainfall intensity = 1.690(In/Hr) Prograra is now starting with Main Stream No. 2 + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + •+•+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 202.000 to Point/Station 204.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C value of 0.660 given for subarea Rainfall intensity (I) = 1.392 for a 2.0 year storm User specified values are as follows: TC = 17.15 min. Rain intensity = 1.39(In/Hr) Total area = 0.51(Ac.) Total runoff = 0.48(CFS) + + + + + + + + + + + + + + + + + + + + + + + + + -f + + + + -f + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 204.000 to Point/Station 208.000 **** IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 74.27(Ft.) Downstream point elevation = 73.47(Ft.) Channel length thru subarea = 43.00(Ft.) Channel base width = 2.000 (Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at raidpoint of channel = 0.489(CFS) Manning's 'N' = 0.250 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.489(CFS) Depth of flow = 0.445(Ft.), Average velocity = 0.381(Ft/s) Channel flow top width = 3.779(Ft.) Flow Velocity = 0.38(Ft/s) Travel time = 1.88 min. Time of concentration = 19.03 min. Critical depth = 0.118(Ft.) Adding area flow to channel User specified 'C value of 0.660 given for subarea Rainfall intensity = 1.302(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.017(CFS) for 0.020(Ac.) Total runoff = 0.497(CFS) Total area = 0.53(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 208.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.530(Ac.) Runoff from this stream = 0.497(CFS) Time of concentration = 19.03 min. Rainfall intensity = 1.302(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 304.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.660 given for subarea Initial subarea flow distance = 35.00 (Ft.) Highest elevation = 75.86(Ft.) Lowest elevation = 75.33 (Ft.) Elevation difference = 0.53 (Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.08 min. TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.6600)*( 35.00*.5)/( 1.5l"(l/3)]= 4.08 Setting time of concentration to 5 minutes Rainfall intensity (I) = 3.083 for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.660 Subarea runoff = 0.122(CFS) Total initial stream area = 0.060(Ac.) ++++++ + + + + + + + •+ + + + + ++++ + +++ + + ++++ ++++++ +++ + + +++ + + + +++++•+ + + +++ Process from Point/Station 304.000 to Point/Station 206.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 72.90 (Ft.) Downstream point/station elevation = 71.61(Ft.) Pipe length = 127.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.122(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.122(CFS) Normal flow depth in pipe = 1.58(In.) Flow top width inside pipe = 6.36(In.) Critical Depth = 1.91(In.) Pipe flow velocity = 2.51(Ft/s) Travel time through pipe = 0.84 min. Time of concentration (TC) = 5.84 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 206.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 5.84 min. Rainfall intensity = 2.788(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.110(CFS) for 0.060(Ac.) Total runoff = 0.232(CFS) Total area = 0.12(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 208.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 71.63(Ft.) Downstream point/station elevation = 71.11(Ft.) Pipe length = 41.76(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.232(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.232(CFS) Normal flow depth in pipe = 1.82(In.) Flow top width inside pipe = 8.60(In.) Critical Depth = 2.37(In.) Pipe flow velocity = 3.11(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 6.07 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 208.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 6.0 7 min. Rainfall intensity = 2.721(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.054(CFS) for 0.030(Ac.) Total runoff 0.286(CFS) Total area = 0.15(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 208.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.150(Ac.) Runoff from this stream = 0.286(CFS) Time of concentration = 6.07 min. Rainfall intensity = 2.721(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) = Qmax(2) 497 286 000 478 000 000 19.03 6.07 000 000 0.319 * 1.000 * 1.302 2 .721 0.497) + 0.286) + 0.497) + 0.286) + 0.634 0 .445 Total of 2 Streams to confluence: Flow rates before confluence point: 0.497 0.286 Maximum flow rates at confluence using above data: 0.634 0.445 Area of streams before confluence: 0.530 0.150 Results of confluence: Total flow rate = 0.634(CFS) Time of concentration = 19.031 min. Effective stream area after confluence = 0.680(Ac.) Process from Point/Station 208.000 to Point/Station 210.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 71.11(Ft.) Downstream point/station elevation = 69.97(Ft.) Pipe length = 55.65(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.634(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.634(CFS) Normal flow depth in pipe = 2.63(In.) Flow top width inside pipe = 9.93(In.) Critical Depth = 3.98(In.) Pipe flow velocity = 4.98(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 19.22 min. + + + +++++ + + •+++ + + + + + + + ++•+ +++ + + + + + + + + + +++ + + + + + + +++ + + + + + + + + + + + + + + + + +++ Process from Point/Station 210.000 to Point/Station 210.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.22 min. Rainfall intensity = 1.294(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.017(CFS) for 0.020(Ac.) Total runoff = 0.651(CFS) Total area = 0.70(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 210.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.22 min. Rainfall intensity = 1.294(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.017(CFS) for 0.020(Ac.) Total runoff = 0.668(CFS) Total area = 0.72(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 210.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.22 min. Rainfall intensity = 1.294(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.017(CFS) for 0.020(Ac.) Total runoff = 0.685(CFS) Total area = 0.74(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 210.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.740(Ac.) Runoff from this stream = 0.685(CFS) Time of concentration = 19.22 min. Rainfall intensity = 1.294(In/Hr) ++++++++++++++++++++++++++++++++++•+++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 307.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.660 given for subarea Initial subarea flow distance = 124.00 (Ft.) Highest elevation = 75.51(Ft.) Lowest elevation = 74.28(Ft.) Elevation difference = 1.23(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 8.84 min. TC = [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC = [1.8*(l.l-0.6600)*(124.00*.5)/( 0.99^(1/3)]= 8.84 Rainfall intensity (I) = 2.134 for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.660 Subarea runoff = 0.141(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++-f+++++++++++++++++++++++++++++++++ Process from Point/Station 307.000 to Point/Station 309.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 71.06(Ft.) Downstream point/station elevation = 70.70(Ft.) Pipe length = 34.81(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.141(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.141 (CFS) Normal flow depth in pipe = 1.49(In.) Flow top width inside pipe = 7.92(In.) Critical depth could not be calculated. Pipe flow velocity = 2.51(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 9.07 min. + + + + + + + + + + + + + + + + ++++ + + + + + + + + + + + +++++++ + -^ + + + + + -*- + + + +++ + + -*- + + + + + +++ + + + + + + + Process from Point/Station 309.000 to Point/Station 210.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 70.70 (Ft.) Downstream point/station elevation = 69.97(Ft.) Pipe length = 15.80(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.141(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.141 (CFS) Normal flow depth in pipe = 1.04(In.) Flow top width inside pipe = 6.76(In.) Critical depth could not be calculated. Pipe flow velocity = 4.23(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 9.14 min. + + + + + + + + + + + + ++++ + + + + + + + + + + + + + + + + + + + •+ + + +++ + + + ++++ + + + + + + + + + + + + •+ Process from Point/Station 210.000 to Point/Station 210.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 9.14 min. Rainfall intensity = 2.090(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.262(CFS) for 0.190(Ac.) Total runoff = 0.403(CFS) Total area = 0.29(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 210.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.290(Ac.) Runoff from this stream = 0.403(CFS) Time of concentration = 9.14 min. Rainfall intensity = 2.090(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax(2) 685 403 000 619 000 000 19.22 9.14 1.000 * 1.000 * 0.475 * 1.000 * 1.294 2 . 090 0.685) + 0.403) + 0.685) + 0.403) + 0 . 935 0 . 729 Total of 2 streams to confluence: Flow rates before confluence point: 0.685 0.403 Maximum flow rates at confluence using above data: 0.935 0.729 Area of streams before confluence: 0.740 0.290 Results of confluence: Total flow rate = 0.935(CFS) Time of concentration = 19.217 min. Effective stream area after confluence = 1.03 0(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 210.000 to Point/Station 107.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 69.97(Ft.) Downstream point/station elevation = 67.90(Ft.) Pipe length = 10.76(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.935 (CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.935(CFS) Normal flow depth in pipe = 1.84(In.) Flow top width inside pipe = 8.64(In.) Critical Depth = 4.87(In.) Pipe flow velocity = 12.30 (Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 19.23 min. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 107.000 to Point/Station 108.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 67.90(Ft.) Downstream point/station elevation = 66.15(Ft.) Pipe length = 59.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.935(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 0.935(CFS) Normal flow depth in pipe = 2.57(In.) Flow top width inside pipe = 12.58(In.) Critical Depth = 4.32(In.) Pipe flow velocity = 6.06(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 19.39 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 108.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.39 min. Rainfall intensity = 1.286(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.170(CFS) for 0.200(Ac.) Total runoff = 1.105(CFS) Total area = 1.23(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 108.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.230(Ac.) Runoff from this stream = 1.105(CFS) Time of concentration = 19.39 min. Rainfall intensity = 1.286(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.498 12.70 1.690 2 1.105 19.39 1.286 Qmax(1) = Qmax(2) = 1.000 * 1.000 * 0.498) + 1.000 * 0.655 * 1.105) + = 1.221 0.761 * 1.000 * 0.498) + 1.000 * 1.000 * 1.105) + = 1.483 Total of 2 main streams to confluence: Flow rates before confluence point: 0.498 1.105 Maximum flow rates at confluence using above data: 1.221 1.483 Area of streams before confluence: 0.430 1.230 Results of confluence: Total flow rate = 1.483(CFS) Time of concentration = 19.394 min. Effective stream area after confluence = 1.660 (Ac.) Process from Point/Station 108.000 to Point/Station 109.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.15(Ft.) Downstream point/station elevation = 65.13(Ft.) Pipe length = 24.62(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.483(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.483(CFS) Normal flow depth in pipe = 2.96(In.) Flow top width inside pipe = 13.34(In.) Critical Depth = 5.47(In.) Pipe flow velocity = 7.81(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 19.45 min. + + + + + •+••+ + ++++++ + + +++ +++ + +++ + + + + + +++ +++ + + + + + + + + + +++++ +++ + + + + + + + + + Process from Point/Station 109.000 to Point/Station 110.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 65.13(Ft.) Downstream point/station elevation = 64.92(Ft.) Pipe length = 13.30(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.483(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.483(CFS) Norraal flow depth in pipe = 3.75(In.) Flow top width inside pipe = 14.62(In.) Critical Depth = 5.47(In.) Pipe flow velocity = 5.56(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 19.49 min. Process from Point/Station 110.000 to Point/Station 110.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.49 min. Rainfall intensity = 1.282(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.110(CFS) for 0.130(Ac.) Total runoff = 1.593(CFS) Total area = 1.79(Ac.) ++++++++++++++++++++++++++•+++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 110.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.49 min. Rainfall intensity = 1.282(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.212(CFS) for 0.250(Ac.) Total runoff = 1.805(CFS) Total area = 2.04(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 110.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.49 min. Rainfall intensity = 1.282(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.144(CFS) for 0.170(Ac.) Total runoff = 1.94 9(CFS) Total area = 2.21(Ac.) + + + + +++ + +++ + + + + •+• + + + + + + + + + + +++++++ + + ++++ + + + + +++ + + ++++ + +++++ + + + + + + + + Process from Point/Station 110.000 to Point/Station 112.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 64.92(Ft.) Downstreara point/station elevation = 63.72(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.949(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.949(CFS) Normal flow depth in pipe = 3.26(In.) Flow top width inside pipe = 13.87(In.) Critical Depth = 6.31(In.) Pipe flow velocity = 8.92 (Ft/s) Travel tirae through pipe = 0.05 min. Time of concentration (TC) = 19.53 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 112.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.210(Ac.) Runoff from this stream = 1.949(CFS) Time of concentration = 19.53 min. Rainfall intensity = 1.280(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 502.000 to Point/Station 504.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C value of 0.660 given for subarea Rainfall intensity (I) = 1.409 for a 2.0 year storm User specified values are as follows: TC = 16.83 min. Rain intensity = 1.41(In/Hr) Total area = 0.98(Ac.) Total runoff = 0.94(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 504.000 to Point/Station 506.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 79.80(Ft.) Downstream point elevation = 75.97(Ft.) Channel length thru subarea = 96.00(Ft.) Channel base width = 2.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 0.945(CFS) Manning's 'N' = 0.250 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.945(CFS) Depth of flow = 0.516(Ft.), Average velocity = 0.604(Ft/s) Channel flow top width = 4.063(Ft.) Flow Velocity = 0.60 (Ft/s) Travel time = 2.65 min. Time of concentration = 19.48 min. Critical depth = 0.180(Ft.) Adding area flow to channel User specified 'C value of 0.660 given for subarea Rainfall intensity = 1.282(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.008(CFS) for 0.010(Ac.) Total runoff = 0.948(CFS) Total area = 0.99(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 506.000 to Point/Station 506.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.48 min. Rainfall intensity = 1.282(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.059(CFS) for 0.070(Ac.) Total runoff = 1.008(CFS) Total area = 1.06(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++•++++++++++++++++++ Process from Point/Station 506.000 to Point/Station 507.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 73.97(Ft.) Downstream point/station elevation = 66.92(Ft.) Pipe length = 5.30(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.008(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.008(CFS) Normal flow depth in pipe = 1.20(In.) Flow top width inside pipe = 7.19(In.) Critical Depth = 5.05(In.) Pipe flow velocity = 24.77(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 19.48 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 507.000 to Point/Station 507.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.48 min. Rainfall intensity = 1.282(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.042(CFS) for 0.050(Ac.) Total runoff = 1.050(CFS) Total area = 1.11(Ac.) + + + -+ +++ + +++++++++ + ++++-f + + + + + -f+ + + +++ + + + +++ + + + + + + + +++ +++ +++ +++ + + Process from Point/Station 507.000 to Point/Station 507.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.48 min. Rainfall intensity = 1.282(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area, Rational raethod,Q=KCIA, C = 0.660 Subarea runoff = 0.017 (CFS) for 0.020(Ac.) Total runoff = 1.067(CFS) Total area = 1.13(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 507.000 to Point/Station 508.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.92(Ft.) Downstream point/station elevation = 66.48(Ft.) Pipe length = 78.81 (Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.067(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.067(CFS) Normal flow depth in pipe = 4.82(In.) Flow top width inside pipe = 11.76(In.) Critical Depth = 5.21(In.) Pipe flow velocity = 3.62(Ft/s) Travel time through pipe = 0.3 6 min. Time of concentration (TC) = 19.84 min. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 508.000 to Point/Station 508.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.84 min. Rainfall intensity = 1.267(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.084(CFS) for 0.100(Ac.) Total runoff = 1.151(CFS) Total area = 1.23(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + ++ + + 4- + + + + + + + + + + + + + + + + + + + + + ^. + + ^.^^^^^^^^^ Process from Point/Station 508.000 to Point/Station 508.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.66 0 given for subarea Time of concentration = 19.84 min. Rainfall intensity = 1.267(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.092(CFS) for 0.110(Ac.) Total runoff = 1.243(CFS) Total area = 1.34(Ac.) ++++++++++++++++++++++++++++++•++++++++++++++++++++++++++++++ Process from Point/Station 508.000 to Point/Station 510.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.48(Ft.) Downstream point/station elevation = 66.15(Ft.) Pipe length = 55.92(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.243(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.243(CFS) Normal flow depth in pipe = 5.16(In.) Flow top width inside pipe = 11.88(In.) Critical Depth = 5.64(In.) Pipe flow velocity = 3.85(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 20.09 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 510.000 to Point/Station 112.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.15 (Ft.) Downstream point/station elevation = 63.72(Ft.) Pipe length = 222.12(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.243 (CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.243(CFS) Normal flow depth in pipe = 4.36(In.) Flow top width inside pipe = 11.54(In.) Critical Depth = 5.64(In.) Pipe flow velocity = 4.82(Ft/s) Travel time through pipe = 0.77 min. Time of concentration (TC) = 20.85 min. Process from Point/Station 112.000 to Point/Station 112 000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 20.85 min. Rainfall intensity = 1.227(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.421(CFS) for 0.520(Ac.) Total runoff = 1.664(CFS) Total area = 1.86(Ac.) + ++++ +++ + +++ +++ +++ + +++ + + + ++++ + +++ + + +++ + + + ++^.+_^^^^^^^^^^^^_^_^_^ Process from Point/Station 112.000 to Point/Station 112 000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.860(Ac.) Runoff from this stream = 1.664(CFS) Time of concentration = 20.85 min. Rainfall intensity = 1.227(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 1 949 19 .53 1 280 2 1 664 20 85 1 227 Qmax(1) = 1 000 * 1 000 * 1 949) + 1 000 * 0 937 * 1 664) + - Qmax(2) = 0 959 * 1 000 * 1 949) + 1 000 * 1 000 * 1 664) + 3.507 3 . 532 Total of 2 main streams to confluence: Flow rates before confluence point: 1.949 1.664 Maximum flow rates at confluence using above data: 3.507 3.532 Area of streams before confluence: 2.210 1.860 Results of confluence: Total flow rate = 3.532(CFS) Time of concentration = 20.855 min. Effective stream area after confluence 4.070(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + Process from Point/Station 112.000 to Point/Station 114.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 63.72(Ft.) Downstream point/station elevation = 63.50(Ft.) Pipe length = 27.25(Ft.) Manning's N = 0.011 No. of pipes = 1 Recjuired pipe flow = 3.532 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.532(CFS) Normal flow depth in pipe = 6.96(In.) Flow top width inside pipe = 17.53(In.) Critical Depth = 8.61(In.) Pipe flow velocity = 5.60(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 20.94 min. Process from Point/Station 114.000 to Point/Station 114.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 20.94 min. Rainfall intensity = 1.224(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.105(CFS) for 0.130(Ac.) Total runoff = 3.637(CFS) Total area = 4.20(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 114.000 to Point/Station 116 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 63.50(Ft.) Downstream point/station elevation = 62.95(Ft.) Pipe length = 20.54(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 3.637(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.637(CFS) Normal flow depth in pipe = 5.16(In.) Flow top width inside pipe = 16.28(In.) Critical Depth = 8.73(In.) Pipe flow velocity = 8.70(Ft/s) Travel tirae through pipe = 0.04 min. Time of concentration (TC) = 20.98 min. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 116.000 to Point/Station 117.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 62.95(Ft.) Downstream point/station elevation = 62.34(Ft.) Pipe length = 49.51 (Ft.) Manning's N = 0.011 No. of pipes = 1 Reguired pipe flow = 3.637 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.637(CFS) Normal flow depth in pipe = 6.31(In.) Flow top width inside pipe = 17.18 (In.) Critical Depth = 8.73 (In.) Pipe flow velocity = 6.58(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 21.10 min. Process from Point/Station 117.000 to Point/Station 118 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 62.34(Ft.) Downstream point/station elevation = 62.18(Ft.) Pipe length = 12.90(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 3.637(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 3.637(CFS) Normal flow depth in pipe = 5.67(In.) Flow top width inside pipe = 20.38(In.) Critical Depth = 8.01(In.) Pipe flow velocity = 6.43 (Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 21.13 rain. +++++++++++++++++++++++++++++++++++++++++++++++++++^.+^^^^^^^^^^^ Process from Point/Station 118.000 to Point/Station 118.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.200(Ac.) Runoff from this stream = 3.637(CFS) Time of concentration = 21.13 min. Rainfall intensity = 1.217(In/Hr) Program is now starting with Main Stream No. 2 + +++ + + + + +++ +++ + + + + + + + + + + + ++ + + + + + + + + + + + + + + + + Process from Point/Station 602.000 to Point/Station 604.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.660 given for subarea Initial subarea flow distance = 30.00 (Ft.) Highest elevation = 72.80(Ft.) Lowest elevation = 72.55(Ft.) Elevation difference = 0.25(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.61 min. TC = [1.8*(l.l-c)*distance".5)/(% slope"(l/3)] TC = [1.8*(1.1-0.6600)*( 30.00".5)/( 0.83"(l/3)]= 4.61 Setting time of concentration to 5 minutes Rainfall intensity (I) = 3.083 for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.660 Subarea runoff = 0.041(CFS) Total initial stream area = 0.020(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 604.000 to Point/Station 118.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 72.550(Ft.) End of street segment elevation = 69.510(Ft.) Length of street segment = 263.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.000(Ft.) Distance from crown to crossfall grade break = 10.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 5.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.046(CFS) Depth of flow = 0.053(Ft.), Average velocity = 0.913(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 0.91(Ft/s) Travel tirae = 4.80 min. TC = 9.80 min. Adding area flow to street User specified 'C value of 0.660 given for subarea Rainfall intensity = 1.997(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.356(CFS) for 0.270(Ac.) Total runoff = 0.397(CFS) Total area = 0.29(Ac.) Street flow at end of street = 0.397(CFS) Half street flow at end of street = 0.198(CFS) Depth of flow = 0.120(Ft.), Average velocity = 1.320(Ft/s) Flow width (from curb towards crown)= 3.319(Ft.) + + + + + + + + + + +++ + + + + + + + + + + + + + + + + + + + + + + ++++ + +++ + + + + +++ + + + ++ + + Process from Point/Station 118.000 to Point/Station 118.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 9.80 min. Rainfall intensity = 1.997(In/Hr) for a 2.0 year storra Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.053(CFS) for 0.040(Ac.) Total runoff = 0.449(CFS) Total area = 0.33(Ac.) + + •+ + + + + + + + +++ + + + + + + + + + + + + + + + + + + + + + + +++ + + + + + + + + ++ + + Process from Point/Station 118.000 to Point/Station 118.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 9.80 min. Rainfall intensity = 1.997(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.066(CFS) for 0.050(Ac.) Total runoff = 0.515(CFS) Total area = 0.38(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 118.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.3 80(Ac.) Runoff from this stream = 0.515(CFS) Time of concentration = 9.80 min. Rainfall intensity = 1.997(In/Hr) Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 702.000 to Point/Station 704.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.660 given for subarea Initial subarea flow distance = 100.00(Ft.) Highest elevation = 76.70(Ft.) Lowest elevation = 75.00 (Ft.) Elevation difference = 1.70(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 6.64 min. TC = [1.8*(l.l-C)*distance".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.6600)*(100.00".5)/( 1.70"(l/3)]= 6.64 Rainfall intensity (I) = 2.568 for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.660 Subarea runoff = 0.051(CFS) Total initial streara area = 0.030(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 704.000 to Point/Station 706.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segraent elevation = 75.000(Ft.) End of street segment elevation = 69.010(Ft.) Length of street segment = 295.400 (Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.000(Ft.) Distance from crown to crossfall grade break = 10.500 (Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 5.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.060(CFS) Depth of flow = 0.053 (Ft.), Average velocity = 1.203 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500 (Ft.) Flow velocity = 1.20(Ft/s) Travel time = 4.09 min. TC = 10.73 min. Adding area flow to street User specified 'C value of 0.660 given for subarea Rainfall intensity = 1.884(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.448(CFS) for 0.360(Ac.) Total runoff = 0.498(CFS) Total area = 0.39(Ac.) Street flow at end of street = 0.498(CFS) Half street flow at end of street = 0.249(CFS) Depth of flow = 0.118(Ft.), Average velocity = 1.732(Ft/s) Flow width (from curb towards crown)= 3.223(Ft.) + + + + ++++ +++ + + + + + +++ + + + + + +++ + + +++++++ + + + + +++ ++ ^ + + Process from Point/Station 706.000 to Point/Station 706.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 10.73 min. Rainfall intensity = 1.884(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.634(CFS) for 0.510(Ac.) Total runoff = 1.133(CFS) Total area = 0.90(Ac.) +'++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 706.000 to Point/Station 708.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.52(Ft.) Downstream point/station elevation = 66.36(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.133(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.133(CFS) Normal flow depth in pipe = 4.79(in.) Flow top width inside pipe = 11.75(In.) Critical Depth = 5.37(In.) Pipe flow velocity = 3.87(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 10.84 min. +++ + + + + ++++ + + + + + + + + + + + + + + + + + + -f++ + + + + +++ + + + -f + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 708.000 to Point/Station 710.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.36(Ft.) Downstream point/station elevation = 65.96(Ft.) Pipe length = 6.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.133(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.133(CFS) Norraal flow depth in pipe = 2.62(In.) Flow top width inside pipe = 9.91(In.) Critical Depth = 5.37(In.) Pipe flow velocity = 8.96(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 10.85 min. + + -f+ + •+++ ++++ + + + + + + + + + + + + + + +++ + + + + + + + +++ + + + + + + + + + + + + + + +++ + + + Process from Point/Station 710.000 to Point/Station 710.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 10.85 min. Rainfall intensity = 1.871(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.111(CFS) for 0.090(Ac.) Total runoff = 1.244(CFS) Total area = 0.99(Ac.) +++•+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 710.000 to Point/Station 710.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 10.85 min. Rainfall intensity = 1.871(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.086(CFS) for 0.070(Ac.) Total runoff = 1.330(CFS) Total area = 1.06(Ac.) + +++ + + + + +++ + + + + +++ + + •+• + + + +++ + + + + + +++++ + + + + + + + + ++++++++ + + + + + + + + + + + + + Process from Point/Station 710.000 to Point/Station 710.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 10.85 min. Rainfall intensity = 1.871(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.049 (CFS) for 0.040 (Ac.) Total runoff = 1.379(CFS) Total area = 1.10(Ac.) +++++++++++++++++++++++++++++++++++•++++++++++++++++++++++++++++++^ Process from Point/Station 710.000 to Point/Station 712.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 65.96(Ft.) Downstream point/station elevation = 65.14 (Ft.) Pipe length = 41.93(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.379(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.379(CFS) Normal flow depth in pipe = 3.95(In.) Flow top width inside pipe = 11.28(In.) Critical Depth = 5.96(In.) Pipe flow velocity = 6.12(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 10.96 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 712.000 to Point/Station 714.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 65.14(Ft.) Downstream point/station elevation = 64.63(Ft.) Pipe length = 26.83(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.379(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.379(CFS) Normal flow depth in pipe = 3.98(In.) Flow top width inside pipe = 11.30(In.) Critical Depth = 5.96(In.) Pipe flow velocity = 6.06(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 11.04 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 714.000 to Point/Station 714.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 11.04 min. Rainfall intensity = 1.850(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.03 7(CFS) for 0.03 0(Ac.) Total runoff = 1.416(CFS) Total area = 1.13(Ac.) ++++++++++++++++++++•+++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 714.000 to Point/Station 716.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 64.63(Ft.) Downstream point/station elevation = 64.36(Ft.) Pipe length = 14.41(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.416(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.416(CFS) Normal flow depth in pipe = 4.05(In.) Flow top width inside pipe = 11.35(In.) Critical Depth = 6.05(In.) Pipe flow velocity = 6.07(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 11.08 min. Process from Point/Station 716.000 to Point/Station 718.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 64.36(Ft.) Downstream point/station elevation = 64.10(Ft.) Pipe length = 17.61(Ft.) Manning's N = 0.011 No. of pipes = 1 Recjuired pipe flow = 1.416 (CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.416(CFS) Normal flow depth in pipe = 4.32(In.) Flow top width inside pipe = 11.52(In.) Critical Depth = 6.05(In.) Pipe flow velocity = 5.57(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 11.13 min. Process from Point/Station 718.000 to Point/Station 720.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 64.10 (Ft.) Downstream point/station elevation = 63.70(Ft.) Pipe length = 45.3 5(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.416(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.416(CFS) Normal flow depth in pipe = 4.96(In.) Flow top width inside pipe = 11.82(In.) Critical Depth = 6.05(In.) Pipe flow velocity = 4.62(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 11.29 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-^ Process from Point/Station 720.000 to Point/Station 720.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 11.29 min. Rainfall intensity = 1.823(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.060(CFS) for 0.050(Ac.) Total runoff = 1.476(CFS) Total area = 1.18(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 720.000 to Point/Station 720.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 11.2 9 min. Rainfall intensity = 1.823(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.120(CFS) for 0.100(Ac.) Total runoff = 1.597(CFS) Total area = 1.28(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 720.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 63.70 (Ft.) Downstream point/station elevation = 62.43(Ft.) Pipe length = 87.30(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.597(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.597(CFS) Normal flow depth in pipe = 4.62(In.) Flow top width inside pipe = 11.68(In.) Critical Depth = 6.44(In.) Pipe flow velocity = 5.73(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 11.55 min. 118 .000 + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 118.000 to Point/Station 118.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.280(Ac.) Runoff from this stream = 1.597(CFS) Time of concentration = 11.55 min. Rainfall intensity = 1.797(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 3 . 637 21 . 13 1 217 2 0 .515 9 .80 1 997 3 1 .597 11 55 1 797 Qmax(1) = 1 000 * 1 000 * 3 . 637) + 0 609 * 1 000 * 0 .515) + 0 677 * 1 000 * 1 597) + = Qmax(2) = 1 000 * 0 464 * 3 637) + 1 000 * 1 000 * 0 515) + 1 000 * 0 849 * 1 597) + Qmax(3) = 1 000 * 0 546 * 3 637) + 0 900 * 1. 000 * 0 515) + 1. 000 * 1. 000 * 1 597) + 5 . 032 3 . 558 4 . 047 Total of 3 main streams to confluence: Flow rates before confluence point: 3.637 0.515 1.597 Maximum flow rates at confluence using above data: 5.032 3.558 4.047 Area of streams before confluence: 4.200 0.380 1.280 Results of confluence: Total flow rate = 5.032(CFS) Time of concentration = 21.134 min. Effective stream area after confluence = 5.860(Ac.) Process from Point/Station 118.000 to Point/Station 120.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 62.18(Ft.) Downstream point/station elevation = 61.97(Ft.) Pipe length = 26.25(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 5.032(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 5.032(CPS) Normal flow depth in pipe = 7.48(In.) Flow top width inside pipe = 22.23(In.) Critical Depth = 9.47(In.) Pipe flow velocity = 6.03(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 21.21 min. ++++++++++++++++++++++++++++++++++-f++++++++++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 120.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 21.21 min. Rainfall intensity = 1.214(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.088(CFS) for 0.110(Ac.) Total runoff = 5.120(CFS) Total area = 5.97(Ac.) +++++++++++++++++++++++++++++++++++++++++++-f++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 122.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 61.97(Ft.) Downstream point/station elevation = 61.80(Ft.) Pipe length = 16.23(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 5.120(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 5.120(CFS) Normal flow depth in pipe = 7.03 (In.) Flow top width inside pipe = 21.85(In.) Critical Depth = 9.56(In.) Pipe flow velocity = 6.67 (Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 21.25 min. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 122.000 to Point/Station 124.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 61.80(Ft.) Downstream point/station elevation = 61.50(Ft.) Pipe length = 26.08(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 5.120(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 5.120(CFS) Normal flow depth in pipe = 6.87(In.) Flow top width inside pipe = 21.69(In.) Critical Depth = 9.56(In.) Pipe flow velocity = 6.90(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 21.31 min. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 124.000 to Point/Station 124.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 21.31 min. Rainfall intensity = 1.210(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.192(CFS) for 0.240(Ac.) Total runoff = 5.312(CFS) Total area = 6.21(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 124.000 to Point/Station 124.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 21.31 min. Rainfall intensity = 1.210(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.024(CFS) for 0.030(Ac.) Total runoff = 5.336(CFS) Total area = 6.24(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 124.000 to Point/Station 126.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 61.50(Ft.) Downstream point/station elevation = 60.82(Ft.) Pipe length = 54.85(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.336 (CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 5.336(CFS) Normal flow depth in pipe = 7.50(In.) Flow top width inside pipe = 22.25(In.) Critical Depth = 9.77(In.) Pipe flow velocity = 6.36 (Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 21.45 min. Process from Point/Station 126.000 to Point/Station 128 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 60.82(Ft.) ' Downstream point/station elevation = 60.32(Ft.) Pipe length = 41.91(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.336(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 5.336(CFS) Normal flow depth in pipe = 7.57(In.) Flow top width inside pipe = 22.30(In.) Critical Depth = 9.77(In.) Pipe flow velocity = 6.27(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 21.57 min. Process from Point/Station 128.000 to Point/Station 128 000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 21.57 min. Rainfall intensity = 1.201(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area, Rational raethod,Q=KCIA, C = 0 660 Subarea runoff = 0.143(CFS) for 0.180(Ac.) Total runoff = 5.478(CFS) Total area = 6.42(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 128.000 to Point/Station 130 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 60.32(Ft.) Downstream point/station elevation = 57.58(Ft.) Pipe length = 87.63(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.478(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 5.478(CFS) Normal flow depth in pipe = 6.00(In.) Flow top width inside pipe = 20.78(In.) Critical Depth = 9.90(In.) Pipe flow velocity = 8.92(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 21.73 min. + + + + + + + + + + + + + + + + + + + + + + + + + ^ + ^ + + + + + + + + + + ++^ + + + + + ^^^^^^_^_^_^^_^^^_^_^_^^^_^^_^_^^_^ Process from Point/Station 130.000 to Point/Station 132 000 ---- PIPEFLOW TRAVEL TIME (User specified size) **** * * * * Upstream point/station elevation = 57.58(Ft.) Downstream point/station elevation = 56.78(Ft.) Pipe length = 22.34(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.478(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 5.478(CFS) Normal flow depth in pipe = 5.80(In.) Flow top width inside pipe = 2 0.55(In.) Critical Depth = 9.90(In.) Pipe flow velocity = 9.36(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 21.77 min. Process from Point/Station 132.000 to Point/Station 134 ooO **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 56.78(Ft.) Downstream point elevation = 46.00(Ft.) Channel length thru subarea = 182.80(Ft.) Channel base width = 3.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 5.559 (CFS) Manning's 'N' =0.03 5 Maximum depth of channel = 1.500(Ft.) Flow(q) thru subarea = 5.559(CFS) Depth of flow = 0.343(Ft.), Average velocity = 4.400(Ft/s) Channel flow top width = 4.371(Ft.) Flow Velocity = 4.40 (Ft/s) Travel tirae = 0.6 9 rain. Time of concentration = 22.46 min. Critical depth = 0.430(Ft.) Adding area flow to channel User specified 'C value of 0.660 given for subarea Rainfall intensity = 1.170(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.147(CFS) for 0.190(Ac.) Total runoff = 5.625(CFS) Total area = 6.61(Ac.) + + + +++ ++++ + + + + + + + +++ + + + + + + + + + + + + + + + + + +++ + ^ + ^^^^^^^^^^^^_^_^_^_^_^_^_^^ Process from Point/Station 134.000 to Point/Station 134 ooo **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 22.46 min. Rainfall intensity = 1.170(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.394(CFS) for 0.510(Ac.) Total runoff = 6.019(CFS) Total area = 7.12(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 904.000 to Point/Station 134.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 56.70 (Ft.) Downstream point elevation = 46. 00(Ft.) Channel length thru subarea = 218.19(Ft.) Channel base width = 3.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 6.145(CFS) Manning's 'N' =0.03 5 Maximum depth of channel = 1.500(Ft.) Flow(q) thru subarea = 6.145(CFS) Depth of flow = 0.383(Ft.), Average velocity = 4.267(Ft/s) Channel flow top width = 4.530(Ft.) Flow Velocity = 4.27(Ft/s) Travel time = 0.85 min. Time of concentration = 23.31 min. Critical depth = 0.453(Ft.) Adding area flow to channel User specified 'C value of 0.660 given for subarea Rainfall intensity = 1.142(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.226(CFS) for 0.300(Ac.) Total runoff = 6.245(CFS) Total area = 7.42(Ac.) + + + + ++++ +++ + + + +++++++•++++ + ++•++ +++ + + + ++++ + +++ + +++ +++++ + ++++ + + + + + + + Process from Point/Station 134.000 to Point/Station 136.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 46.00(Ft.) Downstream point/station elevation = 41.19(Ft.) Pipe length = 20.31(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.245(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.245(CFS) Normal flow depth in pipe = 4.25(In.) Flow top width inside pipe = 15.29(In.) Critical Depth = 11.59(In.) Pipe flow velocity = 19.61(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 23.33 min. + + + + + + + + + + + + •^- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ^- + + Process from Point/Station 136.000 to Point/Station 136.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 7.420(Ac.) Runoff from this stream = 6.245(CFS) Time of concentration = 23.33 min. Rainfall intensity = 1.141(In/Hr) Program is now starting with Main Stream No. 2 + + •+ + + + + + + +++ + + + +++ + + + + •+ + + + + + + +++ + + + + + + + + + •+ + + + + + + + + + + + + + + + + + + + + Process from Point/Station 1000.000 to Point/Station 1000.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C value of 0.660 given for subarea Rainfall intensity (I) = 1.290 for a 2.0 year storm User specified values are as follows: TC = 19.31 min. Rain intensity = 1.29(In/Hr) Total area = 1.77(Ac.) Total runoff = 1.38(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1000.000 to Point/Station 1000.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.770(Ac.) Runoff from this stream = 1.380(CFS) Time of concentration = 19.31 min. Rainfall intensity = 1.290(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) = 6 .245 1.380 1.000 0.885 Qmax(2) = 000 000 23 .33 19 . 31 1.000 * 1.000 * 0.828 * 1.000 * 1.141 1 .290 6.245) + 1.380) + = 6 .245) 1.380) + + = 7 .466 6 . 549 Total of 2 main streams to confluence: Flow rates before confluence point: 6.245 1.380 Maximura flow rates at confluence using above data: 7.466 6.549 Area of streams before confluence: 7.420 1.770 Results of confluence: Total flow rate = 7.466(CFS) Time of concentration = 23.331 min. Effective stream area after confluence 9.190(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 136.000 to Point/Station 136.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 23.3 3 min. Rainfall intensity = 1.141(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.075(CFS) for 0.100(Ac.) Total runoff = 7.542(CFS) Total area = 9.29(Ac.) +++++++++++++++++++++++++++•++++++++++++++++++++++++++++++++++++ Process from Point/Station 136.000 to Point/Station 138.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 41.19(Ft.) Downstream point/station elevation = 30.97(Ft.) Pipe length = 40.58(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.542(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 7.542(CFS) Normal flow depth in pipe = 4.60(In.) Flow top width inside pipe = 15.70(In.) Critical Depth = 12.75(In.) Pipe flow velocity = 21.16(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 23.36 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 138.000 to Point/Station 138.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.290(Ac.) Runoff from this stream = 7.542(CFS) Tirae of concentration = 23.36 min. Rainfall intensity = 1.140(In/Hr) Program is now starting with Main Streara No. 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1002.000 to Point/Station 1002.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C value of 0.660 given for subarea Rainfall intensity (I) = 2.538 for a 2.0 year storm User specified values are as follows: TC = 6.76 min. Rain intensity = 2.54(In/Hr) Total area = 0.17(Ac.) Total runoff = 0.17(CFS) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 138.000 to Point/Station 138.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.170(Ac.) Runoff from this stream = 0.170(CFS) Time of concentration = 6.76 min. Rainfall intensity = 2.538(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.542 23.36 1.140 2 0.170 6.76 2.538 Qmax(1) = 1.000 * 1.000 * 7.542) + 0.449 * 1.000 * 0.170) + = 7.618 Qmax(2) = 1.000 * 0.289 * 7.542) + 1.000 * 1.000 * 0.170) + = 2.352 Total of 2 main streams to confluence: Flow rates before confluence point: 7.542 0.170 Maximum flow rates at confluence using above data: 7.618 2.352 Area of streams before confluence: 9.290 0.170 Results of confluence: Total flow rate = 7.618(CFS) Time of concentration = 23.363 min. Effective stream area after confluence = 9.460(Ac.) Process from Point/Station 138.000 to Point/Station 140.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 30.97(Ft.) Downstream point/station elevation = 26.50(Ft.) Pipe length = 58.38(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.618 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 7.618(CFS) Normal flow depth in pipe = 6.29(In.) Flow top width inside pipe = 17.16(In.) Critical Depth = 12.84(In.) Pipe flow velocity = 13. 85 (Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 23.43 min. End of computations, total study area = 9.46 (Ac.) Movti 'lo I 7ti7V- <^m ^ Cl '-xo 7 Dr'^l -MS •• A . '6 1l'o\l-^-) i\i:c7 CD i^-^ 7^71/7 i7 - 1 <:-' V i RETENTION OF EXISTING VS. PROPOSED 2-YEAR STORM San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 06/30/05 HYDROLOGY STUDY - THE BLUFFS 2 YEAR STORM J.N. 01-1022 FILE: G:\ACCTS\011022\2YRDS.OUT 06/30/05 BY:CSO ********* Hydrology Study Control Information ********** O'Day Consultants, San Diego, California - S/N 10125 Rational hydrology study storm event year is 2.0 Map data precipitation entered: 6 hour, precipitation(inches) = 1.200 24 hour precipitation(inches) = 1.800 Adjusted 6 hour precipitation (inches) = 1.170 P6/P24 = 66.7% San Diego hydrology manual 'C values used Runoff coefficients by rational method ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 104.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.660 given for subarea Initial subarea flow distance = 29.00(Ft.) Highest elevation = 77.73(Ft.) Lowest elevation = 77.22(Ft.) Elevation difference = 0.51(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3.53 min. TC = [1.8*(1.1-C)*distance*.5)/(% slope"(l/3)] TC = [1.8*(1.1-0.6600)*( 29.00".5)/( 1.76"(l/3)]= 3.53 Setting time of concentration to 5 minutes Rainfall intensity (I) = 3.083 for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.660 Subarea runoff = 0.041(CFS) Total initial stream area = 0.020(Ac.) +++++++++++++++++++++++++++++++++++++++++•+++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 106.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 77.220(Ft.) End of street segment elevation = 73.160(Ft.) Length of street segment = 405.410 (Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.000(Ft.) Distance from crown to crossfall grade break = 10.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 5.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.049(CFS) Depth of flow = 0.056(Ft.), Average velocity = 0.878(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 0.88 (Ft/s) Travel time = 7.70 min. TC = 12.70 min. Adding area flow to street User specified 'C value of 0.660 given for subarea Rainfall intensity = 1.690(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.457(CFS) for 0.410(Ac.) Total runoff = 0.498(CFS) Total area = 0.43(Ac.) Street flow at end of street = 0.498(CFS) Half street flow at end of street = 0.249(CFS) Depth of flow = 0.131(Ft.), Average velocity = 1.301(Ft/s) Flow width (from curb towards crown)= 3.891(Ft.) + + •+ + + + + 4 + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ^^ + .^ + ^^^^^^^^^^^^^^ Process from Point/Station 106.000 to Point/Station 108.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.430(Ac.) Runoff from this stream = 0.498(CFS) Time of concentration = 12.70 min. Rainfall intensity = 1.690(In/Hr) Program is now starting with Main Stream No. 2 + + + + -f + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +++ + + + + + + ^.^. + ^^.^^^^^^_^^^^^_^^^ Process from Point/Station 202.000 to Point/Station 204.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C value of 0.660 given for subarea Rainfall intensity (I) = 1.392 for a 2.0 year storm User specified values are as follows: TC = 17.15 min. Rain intensity = 1.39(In/Hr) Total area = 0.51(Ac.) Total runoff = 0.48(CFS) + + + + + + •^- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + .^^ + ^^^^^^^_^^^_^_^^_^_^^ Process from Point/Station 204.000 to Point/Station 208.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 74.27 (Ft.) Downstream point elevation = 73.47(Ft.) Channel length thru subarea = 43.00 (Ft.) Channel base width = 2.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 0.489(CFS) Manning's 'N' =0.250 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.489(CFS) Depth of flow = 0.445(Ft.), Average velocity = 0.381(Ft/s) Channel flow top width = 3.779(Ft.) Flow Velocity = 0.38(Ft/s) Travel time = 1.88 min. Time of concentration = 19.03 min. Critical depth = 0.118(Ft.) Adding area flow to channel User specified 'C value of 0.660 given for subarea Rainfall intensity = 1.302(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.017(CFS) for 0.020(Ac.) Total runoff = 0.497(CFS) Total area = 0.53(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 208.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.530(Ac.) Runoff from this stream = 0.497(CFS) Time of concentration = 19.03 rain. Rainfall intensity = 1.302(In/Hr) +++++++++++++++++++++++++++++++++++•+++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 304.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.660 given for subarea Initial subarea flow distance = 35.00(Ft.) Highest elevation = 75.86(Ft.) Lowest elevation = 75.33(Ft.) Elevation difference = 0.53(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.0 8 min. TC = [1.8*(l.l-C)*distance".5)/(% slope"(l/3)] TC = [1.8* (1.1-0.6600)* ( 35.00".5)/( 1.5l"(l/3)]= 4.08 Setting time of concentration to 5 minutes Rainfall intensity (I) = 3.083 for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.660 Subarea runoff = 0.122(CFS) Total initial stream area = 0.060(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 206.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 72.90(Ft.) Downstream point/station elevation = 71.61(Ft.) Pipe length = 127.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.122(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.122(CFS) Normal flow depth in pipe = 1.58(In.) Flow top width inside pipe = 6.36(In.) Critical Depth = 1.91(In.) Pipe flow velocity = 2.51(Ft/s) Travel time through pipe = 0.84 min. Time of concentration (TC) = 5.84 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 206.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 5.84 min. Rainfall intensity = 2.788(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.110(CFS) for 0.060(Ac.) Total runoff = 0.232(CFS) Total area = 0.12(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 208.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 71.63(Ft.) Downstream point/station elevation = 71.11(Ft.) Pipe length = 41.76(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.232(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.232(CFS) Normal flow depth in pipe = 1.82(In.) Flow top width inside pipe = 8.60(In.) Critical Depth = 2.37(In.) Pipe flow velocity = 3.11(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 6.07 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 208.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 6.07 min. Rainfall intensity = 2.721(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.054(CFS) for 0.030(Ac.) Total runoff = 0.286(CFS) Total area 0.15(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 208.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.150(Ac.) Runoff from this stream = 0.286(CFS) Time of concentration = 6.07 min. Rainfall intensity = 2.721(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax(2) 497 286 000 478 000 000 19.03 6.07 1.000 * 1.000 * 0.319 * 1.000 * 0.497) 0.286) 1.302 2 .721 0.497) + 0.286) + 0.634 0 .445 Total of 2 streams to confluence: Flow rates before confluence point: 0.497 0.286 Maximum flow rates at confluence using above data: 0.634 0.445 Area of streams before confluence: 0.530 0.150 Results of confluence: Total flow rate = 0.634(CFS) Time of concentration = 19.031 min. Effective stream area after confluence = 0.680(Ac.) ++++++++++++++++++++++++++++++++++++++++•++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 210.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 71.11(Ft.) Downstream point/station elevation = 69.97(Ft.) Pipe length = 55.65(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.634 (CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.634(CFS) Normal flow depth in pipe = 2.63(In.) Flow top width inside pipe = 9.93(In.) Critical Depth = 3.98(In.) Pipe flow velocity = 4.98(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 19.22 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 210.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.22 min. Rainfall intensity = 1.294(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.017(CFS) for 0.020(Ac.) Total runoff = 0.651(CFS) Total area = 0.70(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 210.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.22 min. Rainfall intensity = 1.294(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.017(CFS) for 0.020(Ac.) Total runoff = 0.668(CFS) Total area = 0.72(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++•++++ Process from Point/Station 210.000 to Point/Station 210.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.22 min. Rainfall intensity = 1.294(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.017(CFS) for 0.020(Ac.) Total runoff = 0.685(CFS) Total area = 0.74(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 210.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.740(Ac.) Runoff from this stream = 0.685(CFS) Time of concentration = 19.22 min. Rainfall intensity = 1.294(In/Hr) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + -f + + + + + + + + + + + + + + + + + + + + + + + + -4- + + Process from Point/Station 305.000 to Point/Station 307.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.660 given for subarea Initial subarea flow distance = 124.00(Ft.) Highest elevation = 75.51 (Ft.) Lowest elevation = 74.28(Ft.) Elevation difference = 1.23(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 8.84 min. TC = [1.8*(l.l-C)*distance".5)/(% slope"(l/3)] TC = [1.8* (1.1-0 .6600)* (124 .00".5)/( 0.99"(l/3)]= 8.84 Rainfall intensity (I) = 2.134 for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.660 Subarea runoff = 0.141(CFS) Total initial stream area = 0.100(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + •4- + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 307.000 to Point/Station 309.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 71.06(Ft.) Downstream point/station elevation = 70.70(Ft.) Pipe length = 34.81(Ft.) Manning's N = 0.011 No. of pipes = 1 Retjuired pipe flow = 0.141 (CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.141(CFS) Normal flow depth in pipe = 1.49(In.) Flow top width inside pipe = 7.92(In.) Critical depth could not be calculated. Pipe flow velocity = 2.51(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 9.07 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 309.000 to Point/Station 210.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 70.70(Ft.) Downstream point/station elevation = 69.97(Ft.) Pipe length = 15.80(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.141(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.141(CFS) Normal flow depth in pipe = 1.04(In.) Flow top width inside pipe = 6.76(In.) Critical depth could not be calculated. Pipe flow velocity = 4.23 (Ft/s) Travel tirae through pipe = 0.06 min. Time of concentration (TC) = 9.14 rain. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 210.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 9.14 min. Rainfall intensity = 2.090(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.262(CFS) for 0.190(Ac.) Total runoff = 0.403(CFS) Total area = 0.29(Ac.) + + + + + + + + + + + + + + + + +++ + + +++ + + + + +++++ + + + -f++ + + + + + + + + -f + + + + + + ++++ + + + + + + + + + + + + Process frora Point/Station 210.000 to Point/Station 210.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.2 90(Ac.) Runoff from this stream = 0.403(CFS) Time of concentration = 9.14 min. Rainfall intensity = 2.090(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) Qmax(1) = Qmax(2) 0.685 19.22 1.294 0.403 9.14 2.090 1.000 * 1.000 * 0.685) + 0.619 * 1.000 * 0.403) + = 0.935 1.000 * 0.475 * 0.685) + 1.000 * 1.000 * 0.403) + = 0.729 Total of 2 streams to confluence: Flow rates before confluence point: 0.685 0.403 Maximum flow rates at confluence using above data: 0.935 0.729 Area of streams before confluence: 0.740 0.290 Results of confluence: Total flow rate = 0.935 (CFS) Time of concentration = 19.217 min. Effective stream area after confluence = 1.030(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 107.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 69.97(Ft.) Downstreara point/station elevation = 67.90(Ft.) Pipe length = 10.76(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.935(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.935(CFS) Normal flow depth in pipe = 1.84(In.) Flow top width inside pipe = 8.64(In.) Critical Depth = 4.87(In.) Pipe flow velocity = 12.30(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 19.23 min. +++++++++++•+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 108.000 0.935(CFS) Upstream point/station elevation = 67.90(Ft.) Downstream point/station elevation = 66.15(Ft.) Pipe length = 59.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Retjuired pipe flow = Given pipe size = 18.00(In.) Calculated individual pipe flow = 0.935(CFS) Normal flow depth in pipe = 2.57(In.) Flow top width inside pipe = 12.58(In.) Critical Depth = 4.32(In.) Pipe flow velocity = 6.06(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 19.39 min. + + + + + + + + + + + + + + + + + + + + + + + + + + •4- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 108.000 to Point/Station 108.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.39 min. Rainfall intensity = 1.286(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.170(CFS) for 0.200(Ac.) Total runoff = 1.105(CFS) Total area = 1.23(Ac.) + + + •+• + + + + + + •+ + + + + •4- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + + + + + + + + + + + + Process from Point/Station 108.000 to Point/Station 108.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.230(Ac.) Runoff from this stream = 1.105(CFS) Time of concentration = 19.39 min. Rainfall intensity = 1.286(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax(2) = 0.498 1.105 1.000 * 1.000 * 0.761 * 1.000 * 12 . 70 19.39 1.000 * 0.655 * 1.000 * 1.000 * 0 .498) 1.105) 1.690 1 .286 + + = 0.498) + 1.105) + 1.221 1.483 Total of 2 main streams to confluence: Plow rates before confluence point: 0.498 1.105 Maximum flow rates at confluence using above data: 1.221 1.483 Area of streams before confluence: 0.430 1.230 Results of confluence: Total flow rate = 1.483(CFS) Time of concentration = 19.3 94 min. Effective stream area after confluence = 1.660(Ac.) +++++++++++++++++++++++++++++++•+++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 109.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstreara point/station elevation = 66.15(Ft.) Downstream point/station elevation = 65.13 (Ft.) Pipe length = 24.62(Ft.) Manning's N = 0.011 No. of pipes = 1 Recjuired pipe flow = 1.483 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.483(CFS) Normal flow depth in pipe = 2.96(In.) Flow top width inside pipe = 13.34(In.) Critical Depth = 5.47(In.) Pipe flow velocity = 7.81(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 19.45 min. + +++ + + +++ + + + + + + + + + + + + + + + + + + + + + + + +++ + + + + + + + + + +++ + •+ + +++ + + + + •1- + + + + + + + + + + + + Process from Point/Station 109.000 to Point/Station 110.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 65.13(Ft.) Downstream point/station elevation = 64.92(Ft.) Pipe length = 13.30(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.483(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.483(CFS) Normal flow depth in pipe = 3.75(In.) Flow top width inside pipe = 14.62(In.) Critical Depth = 5.47(In.) Pipe flow velocity = 5.56(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 19.49 min. + + + + + -+ + + + + + + + + + -f + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 110.000 to Point/Station 110.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.49 min. Rainfall intensity = 1.282(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.110(CFS) for 0.130(Ac.) Total runoff = 1.593(CFS) Total area = 1.79(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 110.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.49 min. Rainfall intensity = 1.282(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.212(CFS) for 0.250(Ac.) Total runoff = 1.805(CFS) Total area = 2.04(Ac.) Process from Point/Station 110.000 to Point/Station 110.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.49 min. Rainfall intensity = 1.282(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.144(CFS) for 0.170(Ac.) Total runoff = 1.949(CFS) Total area = 2.21(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++•+++ Process from Point/Station 110.000 to Point/Station 112.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 64.92(Ft.) Downstreara point/station elevation = 63.72(Ft.) Pipe length = 25.00 (Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.949(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.949(CFS) Normal flow depth in pipe = 3.26(In.) Flow top width inside pipe = 13.87(In.) Critical Depth = 6.31(In.) Pipe flow velocity = 8.92(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 19.53 min. +++ + + +++ +++ + + + + + + + + + + + + + + + + + + + + + + + + + + + +++ + + + •+ + + •+ + + + + + + + + •+ + + + + + + + + + + + + + Process from Point/Station 112.000 to Point/Station 112.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.210(Ac.) Runoff from this stream = 1.949(CFS) Time of concentration = 19.53 min. Rainfall intensity = 1.280(In/Hr) Program is now starting with Main Streara No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process frora Point/Station 502.000 to Point/Station 504.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C value of 0.660 given for subarea Rainfall intensity (I) = 1.409 for a 2.0 year storm User specified values are as follows: TC = 16.83 min. Rain intensity = 1.41(In/Hr) Total area = 0.98(Ac.) Total runoff = 0.94(CFS) Process from Point/Station 504.000 to Point/Station 506.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 79.80(Ft.) Downstream point elevation = 75.97(Ft.) Channel length thru subarea = 96.00(Ft.) Channel base width = 2.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estiraated mean flow rate at midpoint of channel = 0.945(CFS) Manning's 'N' = 0.250 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.945(CFS) Depth of flow = 0.516(Ft.), Average velocity = 0.604(Ft/s) Channel flow top width = 4.063(Ft.) Flow Velocity = 0.60(Ft/s) Travel time = 2.65 min. Time of concentration = 19.48 min. Critical depth = 0.180(Ft.) Adding area flow to channel User specified 'C value of 0.660 given for subarea Rainfall intensity = 1.282(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.008(CFS) for 0.010(Ac.) Total runoff = 0.948 (CFS) Total area = 0.99(Ac.) + + + + + + + + + + + + +++ + + -f + + + + + + + + +++ + + + + + + + + + + + + + + ++++ + + + + + + + + -+ ++++ + + + + + + + + + + Process from Point/Station 506.000 to Point/Station 506.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.48 min. Rainfall intensity = 1.282(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.059(CFS) for 0.070(Ac.) Total runoff = 1.008(CFS) Total area = 1.06(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + -+-+ + + + + -+ + + + + + + + + + -4- + + + + + + + + + + + + + + + + Process from Point/Station 506.000 to Point/Station 507.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 73.97(Ft.) Downstream point/station elevation = 66.92(Ft.) Pipe length = 5.30(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.008(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.008(CFS) Normal flow depth in pipe = 1.20(In.) Flow top width inside pipe = 7.19(In.) Critical Depth = 5.05(In.) Pipe flow velocity = 24. 77 (Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 19.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 507.000 to Point/Station 507.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.48 min. Rainfall intensity = 1.282(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.042(CFS) for 0.050(Ac.) Total runoff = 1.050(CFS) Total area = 1.11(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++•++++++++++++++++++++ Process from Point/Station 507.000 to Point/Station 507.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.48 min. Rainfall intensity = 1.282(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.017(CFS) for 0.020(Ac.) Total runoff = 1.067(CFS) Total area = 1.13(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 507.000 to Point/Station 508.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.92(Ft.) Downstream point/station elevation = 66.48(Ft.) Pipe length = 78.81(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.067(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.067(CFS) Normal flow depth in pipe = 4.82(In.) Flow top width inside pipe = 11.76(In.) Critical Depth = 5.21(In.) Pipe flow velocity = 3.62(Ft/s) Travel time through pipe = 0.36 min. Time of concentration (TC) = 19.84 min. + + + •+ + + + + + + + + •+ + + + + + + + + + + + + + + + + + + + + + + •+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 508.000 to Point/Station 508.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.84 min. Rainfall intensity = 1.267(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.084(CFS) for 0.100(Ac.) Total runoff = 1.151(CFS) Total area = 1.23(Ac.) +++++++++++++++++++•+++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 508.000 to Point/Station 508.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 19.84 min. Rainfall intensity = 1.267(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.092(CFS) for 0.110(Ac.) Total runoff = 1.243(CFS) Total area = 1.34(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 508.000 to Point/Station 510.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.48(Ft.) Downstream point/station elevation = 66.15(Ft.) Pipe length = 55.92(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.243(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.243(CFS) Normal flow depth in pipe = 5.16(In.) Flow top width inside pipe = 11.88(In.) Critical Depth = 5.64(In.) Pipe flow velocity = 3.85(Ft/s) Travel tirae through pipe = 0.24 min. Time of concentration (TC) = 20.09 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 510.000 to Point/Station 112.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.15(Ft.) Downstreara point/station elevation = 63.72(Ft.) Pipe length = 222.12(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.243(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.243(CFS) Normal flow depth in pipe = 4.36(In.) Flow top width inside pipe = 11.54(In.) Critical Depth = 5.64(In.) Pipe flow velocity = 4.82(Ft/s) Travel tirae through pipe = 0.77 min. Time of concentration (TC) = 20.85 min. ++++ + -f + 'f +++ + + + + + + + + + + + + + + + + -f+ + + +++ + + + + +++ + + + + + + + + + + + + + + + + +++ + + + + + + + + + + Process from Point/Station 112.000 to Point/Station 112.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 20.85 min. Rainfall intensity = 1.227(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.421(CFS) for 0.520(Ac.) Total runoff = 1.664(CFS) Total area = 1.86(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++•++++++++++++++ Process from Point/Station 112.000 to Point/Station 112.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.860(Ac.) Runoff from this stream = 1.664(CFS) Time of concentration = 20.85 min. Rainfall intensity = 1.227(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) = Qmax(2) ,949 ,664 ,000 . 000 . 959 , 000 19.53 20.85 1.000 * 0.937 * 1.000 * 1.000 * 1.949) 1.664) 1.280 1 .227 1.949) + 1.664) + + + = 3 .507 3 . 532 Total of 2 main streams to confluence: Flow rates before confluence point: 1.949 1.664 Maximum flow rates at confluence using above data: 3.507 3.532 Area of streams before confluence: 2.210 1.860 Results of confluence: Total flow rate = 3.532(CFS) Time of concentration = 20.855 min. Effective stream area after confluence 4.070(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++•+++ Process from Point/Station 112.000 to Point/Station 114.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 63.72(Ft.) Downstream point/station elevation = 63.50(Ft.) Pipe length = 27.25(Ft.) Manning's N = 0.011 No. of pipes = 1 Recjuired pipe flow = 3.532 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.532(CFS) Normal flow depth in pipe = 6.96(In.) Flow top width inside pipe = 17.53(In.) Critical Depth = 8.61(In.) Pipe flow velocity = 5.60(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 20.94 min. + + + + + + + + + + + •+• + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + •4 + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 114.000 to Point/Station 114.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 20.94 min. Rainfall intensity = 1.224(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.105(CFS) for 0.130(Ac.) Total runoff = 3.637(CFS) Total area = 4.2 0(Ac.) +++++++++++++++++++++++++++++•++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 114.000 to Point/Station 116.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 63.50(Ft.) Downstream point/station elevation = 62.95(Ft.) Pipe length = 20.54(Ft.) Manning's N = 0.011 No. of pipes = 1 Recjuired pipe flow = 3.637 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.637(CFS) Normal flow depth in pipe = 5.16(In.) Flow top width inside pipe = 16.28(In.) Critical Depth = 8.73(In.) Pipe flow velocity = 8.70 (Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 20.98 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 116.000 to Point/Station 117.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 62.95(Ft.) Downstream point/station elevation = 62.34(Ft.) Pipe length = 49.51(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 3.637(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.637(CFS) Normal flow depth in pipe = 6.31(In.) Flow top width inside pipe = 17.18(In.) Critical Depth = 8.73(In.) Pipe flow velocity = 6.58(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 21.10 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process frora Point/Station 117.000 to Point/Station 118.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 62.34(Ft.) Downstream point/station elevation = 62.18(Ft.) Pipe length = 12.90(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 3.637(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 3.637(CFS) Normal flow depth in pipe = 5.67(In.) Flow top width inside pipe = 20.38(In.) Critical Depth = 8.01(In.) Pipe flow velocity = 6.43(Ft/s) Travel time through pipe = 0.03 min. Time of concentrat ion (TC) = 21.13 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 118.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.200(Ac.) Runoff from this stream = 3.637(CFS) Time of concentration = 21.13 min. Rainfall intensity = 1.217(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 602.000 to Point/Station 604.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.660 given for subarea Initial subarea flow distance = 3 0.00(Ft.) Highest elevation = 72.80(Ft.) Lowest elevation = 72.55(Ft.) Elevation difference = 0.25(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.61 min. TC = [1.8*(l.l-C)*distance".5)/(% slope"(l/3)] TC = [1.8*(1.1-0.6600)* ( 30.00".5)/( 0.83"(l/3)]= 4.61 Setting time of concentration to 5 minutes Rainfall intensity (I) = 3.083 for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.660 Subarea runoff = 0.041(CFS) Total initial stream area = 0.020(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 604.000 to Point/Station 118.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segraent elevation = 72.550(Ft.) End of street segment elevation = 69.510(Ft.) Length of street segment = 263.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.000(Ft.) Distance from crown to crossfall grade break = 10.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope frora grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 5.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.000(In.) Manning's N in gutter = 0.0150 Manning's N frora gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.046(CFS) Depth of flow = 0.053(Ft.), Average velocity = 0.913(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 0.91(Ft/s) Travel time = 4.80 min. TC = 9.80 min. Adding area flow to street User specified 'C value of 0.660 given for subarea Rainfall intensity = 1.997(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.356 (CFS) for 0.270 (Ac.) Total runoff = 0.397(CFS) Total area = 0.29(Ac.) Street flow at end of street = 0.397(CFS) Half street flow at end of street = 0.198(CFS) Depth of flow = 0.120(Ft.), Average velocity = 1.320(Ft/s) Flow width (from curb towards crown)= 3.319(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 118.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 9.80 min. Rainfall intensity = 1.997(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.053(CFS) for 0.040(Ac.) Total runoff = 0.449(CFS) Total area = 0.33(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 118.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 9.80 min. Rainfall intensity = 1.997(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.066(CFS) for 0.050(Ac.) Total runoff = 0.515(CFS) Total area = 0.38(Ac.) + + + + + + •+ + + + + + + + + + + •4- + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 118.000 to Point/Station 118.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.380(Ac.) Runoff from this stream = 0.515(CFS) Time of concentration = 9.80 min. Rainfall intensity = 1.997(In/Hr) Program is now starting with Main Stream No. 3 + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 702.000 to Point/Station 704.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.660 given for subarea Initial subarea flow distance = 100.00(Ft.) Highest elevation = 76.70(Ft.) Lowest elevation = 75.00 (Ft.) Elevation difference = 1.70(Ft.) Tirae of concentration calculated by the urban areas overland flow raethod (App X-C) = 6.64 min. TC = [1.8*(l.l-C)*distance".5)/(% slope"(l/3)] TC = [1.8* (1.1-0.6600)* (100.00".5)/( 1.70"(l/3)]= 6.64 Rainfall intensity (I) = 2.568 for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.660 Subarea runoff = 0.051(CFS) Total initial stream area = 0.030(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 704.000 to Point/Station 706.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 75.000(Ft.) End of street segment elevation = 69.010(Ft.) Length of street segraent = 295.400(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.000 (Ft.) Distance from crown to crossfall grade break = 10.500(Ft.) Slope frora gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 5.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.060(CFS) Depth of flow = 0.053 (Ft.), Average velocity = 1.203(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 1.20(Ft/s) Travel time = 4.09 min. TC = 10.73 min. Adding area flow to street User specified 'C value of 0.660 given for subarea Rainfall intensity = 1.884(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.448(CFS) for 0.360(Ac.) Total runoff = 0.498(CFS) Total area = 0.3 9(Ac.) Street flow at end of street = 0.498(CFS) Half street flow at end of street = 0.249(CFS) Depth of flow = 0.118(Ft.), Average velocity = 1.732(Ft/s) Flow width (from curb towards crown)= 3.223(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 706.000 to Point/Station 706.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 10.73 min. Rainfall intensity = 1.884(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.634(CFS) for 0.510(Ac.) Total runoff = 1.133(CFS) Total area = 0.90(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 706.000 to Point/Station 708.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.52 (Ft.) Downstream point/station elevation = 66.36(Ft.) Pipe length = 25.00 (Ft.) Manning's N = 0.011 No. of pipes = 1 Recjuired pipe flow = 1.133 (CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.133 (CFS) Normal flow depth in pipe = 4.79(In.) Flow top width inside pipe = 11.75(In.) Critical Depth = 5.37(In.) Pipe flow velocity = 3.87(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 10.84 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 708.000 to Point/Station 710.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.36(Ft.) Downstream point/station elevation = 65.96 (Ft.) Pipe length = 6.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.133(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.133(CFS) Normal flow depth in pipe = 2.62(In.) Flow top width inside pipe = 9.91(In.) Critical Depth = 5.37(In.) Pipe flow velocity = 8.96(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 10.85 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 710.000 to Point/Station 710.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 10.85 min. Rainfall intensity = 1.871(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.111(CFS) for 0.090(Ac.) Total runoff = 1.244(CFS) Total area = 0.99(Ac.) Process from Point/Station 710.000 to Point/Station 710.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 10.85 min. Rainfall intensity = 1.871(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.66 0 Subarea runoff = 0.086(CFS) for 0.070(Ac.) Total runoff = 1.330(CFS) Total area = 1.06(Ac.) Process from Point/Station 710.000 to Point/Station 710.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 10.85 min. Rainfall intensity = 1.871(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.049(CFS) for 0.040(Ac.) Total runoff = 1.379(CFS) Total area = 1.10(Ac.) + + •^ + + + +++++ + + + + •+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + •1-+ + + + + + + +++ + + + + + + + + + + + + + + Process from Point/Station 710.000 to Point/Station 712.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 65.96(Ft.) Downstream point/station elevation = 65.14(Ft.) Pipe length = 41.93(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.379(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.379(CFS) Normal flow depth in pipe = 3.95(In.) Flow top width inside pipe = 11.28(In.) Critical Depth = 5.96(In.) Pipe flow velocity = 6.12(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 10.96 rain, ++•+ + + + +++ +++ + + +++ + + + + + + ++++ +++++++++ + ++•+++ + + +++ + + + + + + +++ + + +++ + + + + + + + Process from Point/Station 712.000 to Point/Station 714.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 65.14(Ft.) Downstream point/station elevation = 64.63(Ft.) Pipe length = 26.83(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.379(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.379(CFS) Normal flow depth in pipe = 3.98(In.) Flow top width inside pipe = 11.30(In.) Critical Depth = 5.96(In.) Pipe flow velocity = 6.06(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 11.04 min. + + + + + + +++++ + +++++ +++ +++ + + + -f + -+++++++ + +++++ +++ + + ++++++ + +++ + + + + + + +++ + + + + + Process from Point/Station 714.000 to Point/Station 714.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 11.04 min. Rainfall intensity = 1.850(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.037(CFS) for 0.030(Ac.) Total runoff = 1.416(CFS) Total area = 1.13(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 714.000 to Point/Station 716.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 64.63(Ft.) Downstream point/station elevation = 64.36(Ft.) Pipe length = 14.41(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.416(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.416(CFS) Normal flow depth in pipe = 4.05(In.) Flow top width inside pipe = 11.35(In.) Critical Depth = 6.05(In.) Pipe flow velocity = 6.07(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 11.08 rain. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 716.000 to Point/Station 718.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 64.36(Ft.) Downstream point/station elevation = 64.10(Ft.) Pipe length = 17.61(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.416(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.416(CFS) Normal flow depth in pipe = 4.32(In.) Flow top width inside pipe = 11.52(In.) Critical Depth = 6.05(In.) Pipe flow velocity = 5.57(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 11.13 min. ++++++++++++++++++++++++++++++++++++++++•++++++++++++++++++++++++++++++ Process from Point/Station 718.000 to Point/Station 720.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 64.10(Ft.) Downstream point/station elevation = 63.70(Ft.) Pipe length = 45.35(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.416(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.416(CFS) Normal flow depth in pipe = 4.96(In.) Flow top width inside pipe = 11.82(In.) Critical Depth = 6.05(In.) Pipe flow velocity = 4.62(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 11.29 min. ++ +++•^•+++++ + + ++++ + + + + +++++ + + + + + + + ++++++•+ + + ++++++ ++++++ + + + + + ^- + + +++++++ + Process from Point/Station 720.000 to Point/Station 720.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 11.29 min. Rainfall intensity = 1.823(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.060(CFS) for 0.050(Ac.) Total runoff = 1.476(CFS) Total area = 1.18(Ac.) +++++•+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 720.000 to Point/Station 720.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 11.2 9 min. Rainfall intensity = 1.823(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.120 (CFS) for 0.100(Ac.) Total runoff = 1.597(CFS) Total area = 1.28(Ac.) + + '+ + + + +++ + -i- + + + + + + + + + + + + + + + + + + + + + + + + -f + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 720.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 118.000 Upstream point/station elevation = 63.70(Ft.) Downstream point/station elevation = 62.43(Ft.) Pipe length = 87.30(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.5 97(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.597 (CFS) Norraal flow depth in pipe = 4.62(In.) Flow top width inside pipe = 11.68(In.) Critical Depth = 6.44(In.) Pipe flow velocity = 5.73(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 11.55 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 118.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.280(Ac.) Runoff from this stream = 1.597 (CFS) Time of concentration = 11.55 min. Rainfall intensity = 1.797(In/Hr) Suraraary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Qmax(1) Qmax(2) Qmax(3) 3 637 21 13 1.217 0 515 9 80 1. 997 1 597 11 55 1.797 1 000 * 1 000 * 3 637) + 0 609 * 1 000 * 0 515) + 0 677 * 1 000 * 1 597) + = 5 032 1 000 * 0 464 * 3 637) + 1 000 * 1 000 * 0 515) + 1 000 * 0 849 * 1 597) + = 3 558 1 000 * 0 546 * 3 637) + 0 900 * 1 000 * 0 515) + 1 000 * 1 000 * 1 597) + = 4 047 Total of 3 main strearas to confluence: Flow rates before confluence point: 3.637 0.515 1.597 Maximum flow rates at confluence using above data: 5.032 3.558 4.047 Area of streams before confluence: 4.200 0.380 1.280 Results of confluence: Total flow rate = 5.032(CFS) Time of concentration = 21.134 min. Effective stream area after confluence = 5.860(Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++•++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 120.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 62.18 (Ft.) Downstream point/station elevation = 61.97(Ft.) Pipe length = 26.25(Ft.) Manning's N = 0.011 No. of pipes = 1 Recjuired pipe flow = 5.032 (CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 5.032(CFS) Normal flow depth in pipe = 7.48(In.) Flow top width inside pipe = 22.23(In.) Critical Depth = 9.47(In.) Pipe flow velocity = 6.03(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 21.21 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 120.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 21.21 min. Rainfall intensity = 1.214(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.088(CFS) for 0.110(Ac.) Total runoff = 5.120(CFS) Total area = 5.97(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 122.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 61.97(Ft.) Downstream point/station elevation = 61.80(Ft.) Pipe length = 16.23(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 5.120(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 5.120(CFS) Normal flow depth in pipe = 7.03(In.) Flow top width inside pipe = 21.85(In.) Critical Depth = 9.56(In.) Pipe flow velocity = 6.67(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 21.25 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 122.000 to Point/Station 124.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 61.80(Ft.) Downstream point/station elevation = 61.50(Ft.) Pipe length = 26.08(Ft.) Manning's N = 0.011 No. of pipes = 1 Recjuired pipe flow = 5.120 (CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 5.120(CFS) Normal flow depth in pipe = 6.87(In.) Flow top width inside pipe = 21.69(In.) Critical Depth = 9.56(In.) Pipe flow velocity = 6.90(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 21.31 min. + + + + + + + + + + + + + + •4- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 124.000 to Point/Station 124.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 21.31 min. Rainfall intensity = 1.210(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.192(CFS) for 0.240(Ac.) Total runoff = 5.312(CFS) Total area = 6.21(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++•++++++++++ Process from Point/Station 124.000 to Point/Station 124.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 21.31 rain. Rainfall intensity = 1.210(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational raethod,Q=KCIA, C = 0.660 Subarea runoff = 0.024(CFS) for 0.03 0(Ac.) Total runoff = 5.336(CFS) Total area = 6.24(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 124.000 to Point/Station 126.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 61.50(Ft.) Downstreara point/station elevation = 60.82(Ft.) Pipe length = 54.85(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.336(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 5.336(CFS) Norraal flow depth in pipe = 7.50(In.) Flow top width inside pipe = 22.25(In.) Critical Depth = 9.77(In.) Pipe flow velocity = 6.36(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 21.45 min. + + + + + + + + + + + + + + + + + + + + + + + + + + •+ + + + + + + •4 + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ^ Process from Point/Station 126.000 to Point/Station 128.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 60.82(Ft.) Downstream point/station elevation = 60.32(Ft.) Pipe length = 41.91(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.336(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 5.336(CFS) Normal flow depth in pipe = 7.57(In.) Flow top width inside pipe = 22.30(In.) Critical Depth = 9.77(In.) Pipe flow velocity = 6.27(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 21.57 min. Process from Point/Station 128.000 to Point/Station 128.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 21.57 min. Rainfall intensity = 1.201(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.143(CFS) for 0.180(Ac.) Total runoff = 5.478(CFS) Total area = 6.42(Ac.) Process from Point/Station 128.000 to Point/Station 130.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 60.32(Ft.) Downstream point/station elevation = 57.58(Ft.) Pipe length = 87.63(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.478(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 5.478(CFS) Normal flow depth in pipe = 6.00(In.) Flow top width inside pipe = 20.78(In.) Critical Depth = 9.90(In.) Pipe flow velocity = 8.92(Ft/s) Travel tirae through pipe = 0.16 rain. Time of concentration (TC) = 21.73 rain. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 130.000 to Point/Station 132.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 57.58(Ft.) Downstream point/station elevation = 56.78(Ft.) Pipe length = 22.34(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.478(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 5.478(CFS) Normal flow depth in pipe = 5.80(In.) Flow top width inside pipe = 20.55(In.) Critical Depth = 9.90(In.) Pipe flow velocity = 9.36(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 21.77 min. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + '+ + + + + + + + '4- + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 132.000 to Point/Station 134.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 56.78(Ft.) Downstream point elevation = 46.00(Ft.) Channel length thru subarea = 182.80(Ft.) Channel base width = 3.000 (Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estiraated mean flow rate at midpoint of channel = 5.559(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 1.500(Ft.) Flow(q) thru subarea = 5.559(CFS) Depth of flow = 0.343(Ft.), Average velocity = 4.400(Ft/s) Channel flow top width = 4.371(Ft.) Flow Velocity = 4.40(Ft/s) Travel tirae = 0.6 9 min. Time of concentration = 22.46 min. Critical depth = 0.430(Ft.) Adding area flow to channel User specified 'C value of 0.660 given for subarea Rainfall intensity = 1.170(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.147(CFS) for 0.190(Ac.) Total runoff = 5.625(CFS) Total area = 6.61(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 134.000 to Point/Station 134.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 22.46 min. Rainfall intensity = 1.170(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.394(CFS) for 0.510(Ac.) Total runoff = 6.019(CFS) Total area = 7.12(Ac.) + + + + + + + + + + + + +++ + + + + + + +++ + + + + + + + + + + +++ + •+• + + + + + + + + + + + + +++ + + + + + + + •1- + + + + + + + + Process from Point/Station 904.000 to Point/Station 134.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 56.70(Ft.) Downstream point elevation = 46.00(Ft.) Channel length thru subarea = 218.19 (Ft, Channel base width = 3.0 00(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 6.145(CFS) Manning's 'N' =0.03 5 Maxiraum depth of channel = 1.500(Ft.) Flow(q) thru subarea = 6.145(CFS) Depth of flow = 0.383(Ft.), Average velocity = 4.267(Ft/s) Channel flow top width = 4.530(Ft.) Flow Velocity = 4.27(Ft/s) Travel time = 0.85 min. Time of concentration = 23.31 min. Critical depth = 0.453(Ft.) Adding area flow to channel User specified 'C value of 0.660 given for subarea Rainfall intensity = 1.142(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.226(CFS) for 0.300(Ac.) Total runoff = 6.245(CFS) Total area = 7.42(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++•++++++ Process from Point/Station 134.000 to Point/Station 136.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 46.00(Ft.) Downstream point/station elevation = 41.19(Ft.) Pipe length = 20.31(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.245(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.245(CFS) Normal flow depth in pipe = 4.25(In.) Flow top width inside pipe = 15.29(In.) Critical Depth = 11.59(In.) Pipe flow velocity = 19.61(Ft/s) Travel tirae through pipe = 0.02 min. Time of concentration (TC) = 23.33 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 136.000 to Point/Station 136.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Streara nuraber: 1 Stream flow area = 7.420(Ac.) Runoff from this stream = 6.245(CFS) Time of concentration = 23.33 min. Rainfall intensity = 1.141(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1000.000 to Point/Station 1000.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C value of 0.660 given for subarea Rainfall intensity (I) = 1.290 for a User specified values are as follows: TC = 19.31 min. Rain intensity = 2.0 year storm 1.29(In/Hr) Total area 1.77(Ac.) Total runoff 1.38(CFS) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 1000.000 to Point/Station 1000.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream nuraber: 2 Stream flow area = 1.770(Ac.) Runoff from this stream = 1.380 (CFS) Time of concentration = 19.31 min. Rainfall intensity = 1.290(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax(2) = 6. 1. 1. 0. 1. 1. 245 380 000 885 000 000 23 .33 19 . 31 1.000 * 1.000 * 0.828 * 1.000 * 1.141 1 .290 6.245) + 1.380) + 6.245) + 1.380) + 7 .466 6 . 549 Total of 2 main streams to confluence: Flow rates before confluence point: 6.245 1.380 Maximum flow rates at confluence using above data: 7.466 6.549 Area of streams before confluence: 7.420 1.770 Results of confluence: Total flow rate = 7.466(CFS) Time of concentration = 23.331 min. Effective stream area after confluence 9.190(Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 136.000 to Point/Station 136.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.660 given for subarea Time of concentration = 23.33 min. Rainfall intensity = 1.141(In/Hr) for a 2.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.660 Subarea runoff = 0.075(CFS) for 0.100(Ac.) Total runoff = 7.542(CFS) Total area = 9.29(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 136.000 to Point/Station 138.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 41.19(Ft.) Downstream point/station elevation = 30.97(Ft.) Pipe length = 40.58(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.542(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 7.542(CFS) Normal flow depth in pipe = 4.60(In.) Flow top width inside pipe = 15.70(In.) Critical Depth = 12.75(In.) Pipe flow velocity = 21.16(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 23.36 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 138.000 to Point/Station 138.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.290(Ac.) Runoff from this stream = 7.542(CFS) Time of concentration = 23.36 min. Rainfall intensity = 1.140(In/Hr) Program is now starting with Main Stream No. 2 + + ++++++ + + + + ++++ + + + ++++++++ + + + •+ + + + + •+ + + + ++++ + + +++ +++++ + + + + + + + + + +++ +++ + + Process from Point/Station 1002.000 to Point/Station 1002.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C value of 0.660 given for subarea Rainfall intensity (I) = 2.538 for a 2.0 year storm User specified values are as follows: TC = 6.76 min. Rain intensity = 2.54(In/Hr) Total area = 0.17(Ac.) Total runoff = 0.17(CFS) Process from Point/Station 138.000 to Point/Station 138.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.170(Ac.) Runoff from this stream = 0.170(CFS) Time of concentration = 6.76 min. Rainfall intensity = 2.538(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) Qmax(1) Qmax(2) 7.542 23.36 1.140 0.170 6.76 2.538 1.000 * 1.000 * 7.542) + 0.449 * 1.000 * 0.170) + = 7.618 1.000 * 0.289 * 7.542) + 1.000 * 1.000 * 0.170) + = 2.352 Total of 2 main streams to confluence: Flow rates before confluence point: 7.542 0.170 Maxiraum flow rates at confluence using above data: 7.618 2.352 Area of streams before confluence: 9.290 0.170 Results of confluence: Total flow rate = 7.618(CFS) Time of concentration = 23.363 min. Effective stream area after confluence = 9.460(Ac. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++•+ Process from Point/Station 138.000 to Point/Station 140.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 30.97(Ft.) Downstream point/station elevation = 26.50(Ft.) Pipe length = 58.38(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.618(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 7.618(CFS) Normal flow depth in pipe = 6.29(In.) Flow top width inside pipe = 17.16(In.) Critical Depth = 12.84(In.) Pipe flow velocity = 13.85(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 23.43 min. End of computations, total study area = 9.46 (Ac.) C M>t6Yl( f Move 7ol' TNI/V ! 7.7 67- ^' .iA Ml '6:0-l f\7CrV I -o> ^ \ \ . A . Via, A ' 'Ml/V 1 RETENTION OF EXISTING VS. PROPOSED 2-YEAR STORM FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2001 Study date: 05/12/05 6 HOUR 2 YEAR STORM THE BLUFFS 01-1022 FILE:BLUFFS2YR.OUT 05/12/05 BY:CSO O'Day Consultants, Carlsbad, California - S/N 768 ********************* HYDROGRAPH INFORMATION ********************** ******* From Study/file name: 2YRHYD.rte *************** Hydrograph Information ************************ From manual input hydrograph ****************************HYDROGRAPH DATA**************************** Number of intervals = 117 Time interval = 1.0 (Min.) Maximum/Peak flow rate = 6.23 0 (CFS) Total volume = 0.26 9 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 1.000 to Point/Station 2.000 **** RETARDING BASIN ROUTING **** User entry of depth-outflow-storage dat; Total number of inflow hydrograph intervals = 117 Hydrograph time unit = 1.000 (Min.) Initial depth in storage basin = 0.00(Ft.) Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Cucflcw (S-0*dt/2) (S+0*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) COCO o.ccc cccc O.COC 0 0 800 0 007 5 226 0 003 0 Oil 1 000 0 010 5 227 0 006 0 014 1 200 0 014 5 228 0 010 0 018 1 400 0 018 5 229 0 014 0 022 1 600 0 022 5 230 0 018 0 026 1 800 0 027 5 231 0 023 0 031 2 000 0 032 5 232 0 028 0 036 2 200 0 038 5 233 0 034 0 042 2 400 0 048 5 .234 0 044 0 052 Hydrograph Detention Basin Routing Graph values: 'I'= unit inflow; 'O'=outflow at time shown Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 1 6 3.12 4.67 6 23 (Ft.) 0.017 0 00 0 00 0. 000 0 1 1 1 0.00 0.033 0 08 0 03 0. 000 0 j j 1 0.00 0 .050 0 16 0 09 0. 000 0 1 1 1 0 . 01 0.067 0 31 0 19 0. 000 01 1 1 1 0 . 03 0.083 0 50 0 34 0. 000 |oi j j 1 0.05 0.100 0 70 0 52 0. 001 1 01 j j 1 0 .08 0 .117 0 95 0 73 0. 001 j 01 j 1 1 0 .11 0.133 1 19 0 96 0. 001 j 0 I j j j 0.15 0 .150 1 51 1 22 0 . 002 j 01 j 1 1 0 .19 0.167 1 83 1 53 0 . 002 j 0 I j 1 1 0 .23 0.183 2 22 1 87 0 . 002 j 0 I j 1 1 0.29 0 .200 2 65 2 25 0 . 003 j 0 I j j 1 0 .34 0 .217 3 10 2 68 0. 004 j 0 I j j j 0.41 0 .233 3 61 3 14 0 . 004 j 0 I j 1 0.48 0.250 4 12 3 63 0 . 005 j 1 0 I j 1 0 .56 0 .267 4 55 4 11 0 . 006 j i 0 I 1 1 0 .63 0 .283 4 98 4 55 0 . 006 j j 0| I 1 0.70 0 .300 5 31 4 96 0 . 007 j j jo I 1 0 . 76 0 .317 5 61 5 23 0 . 007 j j 1 0 I 1 0 .81 0 .333 5 86 5 23 0 . 008 j 1 1 0 I j 0 . 86 0 .350 6 02 5 23 0 . 009 j j 1 0 I j 0.92 0.367 6 18 5 23 0 . 010 j j 1 o I j 1. 00 0 .383 6 20 5 23 0 . Oil j j i 0 I j 1. 07 0 .400 6 23 5 23 0 . 013 j j j 0 1.14 0 .417 6 22 5 23 0 . 014 j j 1 0 11 1 .20 0.433 6 20 5 23 0 . 015 j j 1 0 I j 1.27 0.450 6 12 5 23 0 . 017 j 1 j 0 I 1 .34 0 .467 5 96 5 23 0 . 018 j j j 0 I 1 1.39 0.483 5 80 5 23 0 . 019 j 1 j 0 I 1 1 . 44 0 . 500 5 62 5 23 0 . 019 j i 0 I 1 1 .47 0 .517 5 43 5 23 0 . 020 j 01 1 1.49 0.533 5 22 5 23 0 . 020 1 j 0 1.5C 0 .550 5 01 5 23 0 . 020 1 1 10 1.49 0 . 567 4 78 5 23 0 . 019 1 1 I 0 1 1.47 0 . 583 4 51 5 23 0 . 019 j j i! 0 1 1.43 0 . 600 4 24 5 23 0 . 017 j ! I i 0 1 1.37 0 . 617 3 32 5 23 0 . 016 i 1 I 1.29 0.633 3 50 5 23 0 . 014 i I I i 0 1.19 C . 650 3 31 S 23 0 . Oil i 1 I 1 0 .1 . 0 6 0.667 3 CS 5 23 c. 003 i I i i 0 C . 9 C 0 . 683 2 . 81 4. 40 0. 006 1 1 0. 700 2 . 62 3 . 25 0 . 004 1 j 0. 717 2. 43 2 . 76 0 . 004 j j 0. 733 2 . 27 2 . 48 0. 003 1 1 0 . 750 2 . 11 2 . 28 0 . 003 j 1 0. 767 1. 97 2 12 0. 003 1 I 0. 783 1. 84 1 97 0 003 0. 800 1 72 1 84 0 002 1 I< 0. 817 1 62 1 73 0 002 j 0 0. 833 1 53 1 62 0 002 1 10 0 850 1 43 1 53 0 002 i o| 0 867 1 34 1 43 0 002 j 10 j 0 883 1 26 1 34 0 002 1 0 1 0 900 1 18 1 26 0 002 1 0 j 0 917 1 10 1 18 0 002 j 10 j 0 933 1 02 1 10 0 001 1 0 1 0 950 0 94 1 02 0 001 1 10 1 0 967 0 88 0 94 0 001 1 0 1 0 983 0 83 0 .88 0 001 1 0 j 1 000 0 78 0 83 0 001 1 0 j 1 017 0 72 0 .78 0 001 1 0 j 1 033 0 67 0 . 72 0 001 j 0 j 1 050 0 63 0 .67 0 001 1 0 j 1 067 0 59 0 .63 0 001 1 0 j 1 083 0 55 0 .59 0 001 1 10 j 1 100 0 .51 0 .55 0 001 j 0 j 1 117 0 .48 0 .51 0 001 j 0 1 1 . 133 0 .44 0 .48 0 .001 1 0 i 1 . 150 0 .41 0 .44 0 . 001 1 0 j 1 . 167 0 .38 0 .41 0 . 001 1 10 1 1 . 183 0 .34 0 .38 0 . 001 |o i 1 .200 0 .32 0 .34 0 .000 |o j 1 .217 0 .30 0 .32 0 . 000 jo j 1 .233 0 .28 0 .30 0 . 000 jo j 1 . 250 0 .26 0 .28 0 . 000 jo j 1 . 267 0 .24 0 . 26 0 . 000 jo j 1 .283 0 .23 0 .24 0 . 000 jo j 1 . 300 0 .22 0 . 23 0 .000 jo j 1 .317 0 .20 0 .22 0 .000 jo j 1 .333 0 .19 0 .20 0 .000 10 j 1 . 350 0 . 17 0 .19 0 . 000 0 j 1 .367 0 . 16 0 . 17 0 . 000 0 j 1 . 383 0 . 15 0 .16 0 . 000 0 i 1 .400 0 . 14 0 . 15 0 . 000 0 j 1 .417 0 . 13 0 . 14 0 . 000 0 j 1 .433 0 . 12 0 .13 0 . 000 0 1 1 . 450 0 . 11 0 . 12 0 . 000 0 1 1 . 467 0 . 11 0 . 11 0 . 000 0 j 1 .483 0 .10 0 .11 0 . 000 0 i 1 . 500 0 .09 0 . 10 0 . 000 0 j 1 . 517 0 .09 0 .09 0 . COO 0 i 1 .533 0 .08 0 . 09 0 .CCC 0 1 1 .550 0 .08 0 . 08 0 . COO 0 1 1 . 567 0 . 07 0 .08 0 occ 0 j 1 . 583 0 . 07 0 .07 0 CCC 0 1 .600 0 . C6 0 . 07 0 OCO 0 i 1 .617 0 . •Co 0 . 06 C C C 0 0 j I I I o I o ID 10 0 10 0.67 0.50 0 .42 0.38 0.35 0.32 0.30 28 26 25 23 0.22 0 .21 19 18 17 16 14 14 0.13 0.12 11 10 0 .10 0.09 08 08 07 0 . 07 0 . 06 0 . 05 0.05 0 .05 0 .05 0 . 04 0 . 04 0 . 04 0 . 04 0.03 0 . 03 0 . 03 0.03 0.02 0 . 02 0 . 02 0 . 02 0 . 02 0 . 02 0 . 02 0 .02 COl 0 . 01 0.01 COl 0 . Cl CCl C . 01 1. 633 0. 06 0 . 06 0. 000 0 1 1 1 1 0-01 1. 650 0. 06 0. 06 0 . 000 0 1 1 1 1 0-01 1. 667 0. 05 0. 06 0 . 000 0 j 1 1 1 ° • 01 1. 683 0. 05 0 . 05 0 000 0 1 1 j j 0. 01 1 700 0. 05 0. 05 0 000 0 j 1 1 1 0-01 1 717 0. 05 0 05 0 000 0 1 1 1 1 0 01 1 733 0. 04 0 05 0 000 0 i i 1 1 ° 01 1 750 0 04 0 04 0 000 0 1 j 1 1 0 01 1 767 0 04 0 04 0 000 0 1 1 1 1 0 01 1 783 0 03 0 04 0 000 0 j 1 1 1 0 01 1 800 0 03 0 03 0 000 0 1 1 1 1 ° 00 1 817 0 03 0 03 0 000 0 i 1 1 1 ° 00 1 .833 0 03 0 03 0 .000 0 1 i 1 1 0 00 1 .850 0 02 0 .03 0 .000 0 i 1 i 1 ° 00 1 .867 0 02 0 .02 0 .000 0 j j 1 1 <^ 00 1 .883 0 .02 0 .02 0 .000 0 1 1 1 1 0 00 1 .900 0 .01 0 .02 0 .000 0 i 1 1 1 ° . 00 1 .917 0 .01 0 .01 0 .000 0 1 i 1 i 0 .00 1 . 933 0 .01 0 .01 0 .000 0 j 1 1 1 0 .00 1 . 950 0 . 00 0 .01 0 .000 0 1 j 1 i ° . 00 1 . 967 0 .00 0 . 00 0 .000 0 1 1 1 1 ° .00 ****************************HYDR0GRAPH DATA**************************** Number of intervals = 118 Time interval = 1.0 (Min.) Maximum/Peak flow rate = 5.229 (CFS) Total volume = 0.26 9 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Streara 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** Ipp; I $ $ < I G> C I CD riS J ) s • I <o J ) Cd e 'Mi iili ' -1 ro I I ^ b • ) (O CQ < Ul A M is I !88! u u < > a> tn c 188 ) ro cS ) cs i» ( 9 9 ) o p < 1 aj'bi • I Ol o> < • CO ( I ^ b) -I roj < 2-YEAR HYOROGRAPH 0.6864 0.4992 0.4992 0.3432 0.3432 0.2496 0.2496 0.2496 0.18096 0.13104 0.13104 0.13104 0.0936 0.0936 0.0936 0.06864 JOS 104 105 106 109 113 114 126 127 0.06864 0.06864 0.06864 0.06864 0.06864 0.0312 0.0312 0.0312 0.0312 0.0312 0.0312 0.0312 0.0312 0.0312 0.3432 0.3432 0.3432 0.2496 0.2496 0.2496 0.18096 0.18096 0.18096 0.18096 0.13104 0.13104 0.13104 0.13104 0.0936 0.0936 0.06864 0.06864 0.06864 0.0312 0.0312 0.0312 0.0312 0.0312 0.0312 60.658 65.324 66.324 65.324 74.656 79.322 83.988 83.988 88.654 93.32 69.99 _69.99 69.99 74.656 74.656 79.322 79.322 79.'32? 79.322 79,322 83,988 93,32 107.318 107.318 93.32 93.32 93.32 93.32 93.32 93.32 107.318 107.318 107.318 107.318 107.318 107.318 107.318 107.318 107.318 107.318 116.65 116.65 116.65 107,318 _0.55 _0.'51 0,48 0.44 0.41 0.38 0.34 0.32 _?.3_P 0,'2B __0^26 0.24 0,23 0,22 0,20 0,19 0,17 0.16 0.15 0.14 _0.13 0.12 0,11 0.11 0.10 0.09 0.09 0.08 _a08 0.07 0.07 0.06 0.06 0.06 0.06 _0.05 0.05' _0.05 0.05 004 0.04 0.04 0.03" _0.03 0.03 _0.03 0,02 _0-02 0.02 _0,01 0.01 _0.01 0.00 0.00 0.00 0^00 _o.qo 0,00 0,00 _0.00 aoo 0.00 DEWATERING HOLE CALCULATIONS I • I To c^-elt^iv^ -HATS cA.ii+^^cM.cc uj.il : ' I l.yc^ /-72r 5 ^^44.^ ^ At\^ C'^-n ^ cH > ,/ :/-<Mt'^ ii.<h\^-^ QioM^uv.^'- 6»^e>.cf> " f'y'' i CALCULATIONS FOR VEGETATED SWALE DEPTH & VELOCITY FOR 0.2 IN./HR. i A for^ 100 H^^t/- sjo/w^ V \X./)>(x^ lAU(v M'^'-^-j^^^^'^ Pt/i^/ To^k^i^ i'f^poW lhrLch>, T,^^ ^7vn|K^ O'Day Consult ant s Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 ****** ****** * * * * ** * * * * * * *** *** *** |< ( 7.44>) >| *** •*•**"""""""" Water Depth ( i. n') """""**"*** * * * * * * * * * * * * *** *** ***!< ( 3.00') >|*** ************************ ******************** Trapezoidal Channel Flowrate 13.490 CFS Velocity 2.328 fps Depth of Flow 1.110 feet Critical Depth 0.723 feet Freeboard 0.000 feet Total Depth 1.110 feet Width at Water Surface .... 7.440 feet Top Width 7.440 feet Slope of Channel 0.600 % Left Side Slope 2.000 : 1 Right Side Slope 2.000 : 1 Base Width 3.000 feet X-Sectional Area 5.794 sq. ft. Wetted Perimeter 7.964 feet AR"(2/3) 4.687 Mannings 'n' 0.040 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 ****** ****** * * * * * * * * * * * * *** ** * *** |< ( 6.08') >| *** ***"""""""" Water Depth ( o.77')""""""""*** * ** * * * *** * * * *** *** • **|< ( 3.00') >|*** ************************ ******************** Trapezoidal Channel Flowrate 1.070 CFS \ Velocity 0.306 fps Depth of Flow 0.770 feet r / Critical Depth 0.152 feet p.* J^, Freeboard 0.000 feet Total Depth 0.770 feet Width at Water Surface .... 6.081 feet Top Width 6.081 feet Slope of Channel 0.60 0 % Left Side Slope 2.000 : 1 Right Side Slope 2.000 : 1 Base Width 3.000 feet X-Sectional Area 3.497 sq. ft. Wetted Perimeter 6.444 feet AR"(2/3) 2.326 Mannings 'n' 0.250 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 ****** ****** * * * * * * * * * * ** * * * ** * *** |< ( 6.06') >| *** *********** Water Depth ( o . 76')""""""""*** *** *** *** *** *** *** ***!< ( 3.00') >|*** ************************ ******************** Trapezoidal Channel Flowrate 13.490 CFS Velocity 3.893 fps Depth of Flow 0.765 feet Critical Depth 0.723 feet Freeboard 0.000 feet Total Depth 0.765 feet Width at Water Surface .... 6.059 feet Top Width 6.059 feet Slope of Channel 2.500 % Left Side Slope 2.000 : 1 Right Side Slope 2.000 : 1 Base Width 3.000 feet X-Sectional Area 3.464 sq. ft, Wetted Perimeter 6.420 feet AR"(2/3) 2.296 Mannings 'n' 0.040 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 10 0 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 ****** ****** * * * ** * * * * * * * *** *** *** |< ( 5.09') >| *** *********** Water Depth ( o.52•)""""""""*** * * * * * * * * * * * * *** *** *** I < ( 3 .00 ' ) >| *** ************************ ******************** Trapezoidal Channel Flowrate 1.070 CFS Velocity 0.507 fps Depth of Flow 0.522 feet Critical Depth 0.149 feet Freeboard 0.000 feet Total Depth 0.522 feet Width at Water Surface .... 5.089 feet Top Width 5.089 feet Slope of Channel 2.500 % Left Side Slope 2.000 : 1 Right Side Slope 2.000 : 1 Base Width 3.000 feet X-Sectional Area 2.112 sq. ft. Wetted Perimeter 5.336 feet AR"(2/3) 1.139 Mannings 'n' 0.250 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 ****** ****** * * * * * * *** *** * * * * * * *** |< ( 6.40') >| *** *********** Water Depth ( o . 85')*"""""""*** *** *** * * * ** * *** *** ***!< ( 3.00') >|*** ************************ ******************** Trapezoidal Channel Flowrate 13.490 CFS Velocity 3.377 fps Depth of Flow 0.850 feet Critical Depth 0.725 feet Freeboard 0.000 feet Total Depth 0.850 feet Width at Water Surface .... 6.400 feet Top Width 6.400 feet Slope of Channel 1.680 % Left Side Slope 2.000 : 1 Right Side Slope 2.000 : 1 Base Width 3.000 feet X-Sectional Area 3.995 sq. ft. Wetted Perimeter 6.802 feet AR"(2/3) 2.802 Mannings 'n' 0.040 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 ^ ............ .L. ****** ****** * * * * * * » It W * ** * * * * * * * * * *** |< ( 5.33') >| *** *********** Water Depth ( o.59')""""""*"*** * * * * * * *** *** *** *** ***!< ( 3.00') >|*** ************************ ******************** Trapezoidal Channel Flowrate 1-070 CFS Velocity 0.440 fps Depth of Flow 0.582 feet Critical Depth 0.151 feet Freeboard 0.000 feet Total Depth 0.582 feet Width at Water Surface .... 5.327 feet Top Width 5.327 feet Slope of Channel 1.680 % Left Side Slope 2.000 : 1 Right Side Slope 2.000 : 1 Base Width 3.000 feet X-Sectional Area 2.423 sq. ft Wetted Perimeter 5.602 feet AR"(2/3) 1-385 Mannings 'n' 0.250 Multiple System Fact Sheet TC-60 Description A multiple treatment system uses two or more BMPs in series. Some examples of multiple systems include: settling basin combined with a sand filter; settling basin or biofilter combined with an infiltration basin or trench; extended detention zone on a wet pond. California Experience The research wetlands at Fremont, California are a combination of wet ponds, wetlands, and vegetated controls. Advantages • BMPs that are less sensitive to high pollutant loadings, especially solids, can be used to pretreat runoff for sand filters and infiltration devices where the potential for clogging exists. Design Considerations • Area Required • Slope • Water Availability • Hydraulic Head • Environmental Side-effects BMPs which target different constituents can be combined to Ta rgeted Constituents provide treatment for all constituents of concern. BMPs which use different removal processes (sedimentation, filtration, biological uptake) can be combined to improve the overall removal efficiency for a given constituent. • BMPs in series can provide redundancy and reduce the likelihood of total system failure. Limitations • Capital costs of multiple systems are higher than for single devices. • Space requirements are greater than that required for a single technology. Design and Sizing Guidelines Refer to individual treatment control BMP fact sheets. Performance • Be aware that placing multiple BMPs in series does not necessarily result in combined cumulative increased performance. This is because the first BMP may already achieve part ofthe gain normally achieved by the second BMP. On the other hand, picking the right combination can often help optimize performance of the second BMP since the • • • • • • • Sediment Nutrients Trasti Metals Bacteria Oil and Grease Organics Legend (Removal Effectiveness) • Low • High • Medium influent to the second BMP is of more consistent water quaUty, and thus more consistent performance, thereby allowing the BMP to achieve its highest performance. When addressing multiple constituents through multiple BMPs, one BMP may optimize removal ofa particular constituent, while another BMP optimizes removal of a different January 2003 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.com 1 of 2 TC-60 Multiple System Fact Sheet constituent or set of constituents. Therefore, selecting the right combination of BMPs can be very constructive in collectively removing multiple constituents. Siting Criteria Refer to individual treatment control BMP fact sheets. Additional Design Guidelines • When using two or more BMPs in series, it may be possible to reduce the size of BMPs. • Existing pretreatment requirements may be able to be avoided when using some BMP combinations. Maintenance Refer to individual treatment control BMP fact sheets. Cost Refer to individual treatment control BMP fact sheets. Resources and Sources of Additional Information Refer to individual treatment control BMP fact sheets. 2 of 2 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Drain Inserts MP-52 Description Drain inserts are manufactured filters or fabric placed in a drop inlet to remove sediment and debris. There are a multitude of inserts of various shapes and configurations, typically falling into one of three different groups: socks, boxes, and trays. The sock consists of a fabric, usually constructed of polypropylene. The fabric may be attached to a frame or the grate of the inlet holds the sock. Socks are meant for vertical (drop) inlets. Boxes are constructed of plastic or wire mesh. Typically a polypropylene "bag" is placed in the wire mesh box. The bag takes the form of the box. Most box products are one box; that is, the setting area and filtration through media occur in the same box. Some products consist of one or more trays or mesh grates. The trays may hold different types of media. Filtration media vary by manufacturer. Types include polypropylene, porous polymer, treated cellulose, and activated carbon. California Experience The number of installations is unknown but likely exceeds a thousand. Some users have reported that these systems require considerable maintenance to prevent plugging and bypass. Advantages • Does not require additional space as inserts as the drain inlets are already a component of the standard drainage systems. • Easy access for inspection and maintenance. • As there is no standing water, there is little concern for mosquito breeding. • A relatively inexpensive retrofit option. Limitations Performance is likely significantly less than treatment systems that are located at the end of the drainage system such as ponds and vaults. Usually not suitable for large areas or areas with trash or leaves than can plug the insert. Design and Sizing Guidelines Refer to manufacturer's guidelines. Drain inserts come any many configurations but can be placed into three general groups: socks, boxes, and trays. The sock consists of a fabric, usually constructed of pol3T)ropylene. The fabric may be attached to a frame or the grate of the inlet holds the sock. Socks are meant for vertical (drop) inlets. Boxes are constructed of plastic or wire mesh. Typically a polypropylene "bag" is placed in the wire mesh box. The bag takes the form of the box. Most box products are Design Considerations • Use witti other BMPs • Fit and Seal Capacity within Inlet Targeted Constituents • Sediment • Nutrients • Trash Metals Bacteria • Oil and Grease • Organics Removal Effectiveness See New Developmenl and Redevelopment Handtx)ok-Section 5. < ^California ' - Stormwater • , Quality / Association January 2003 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.com 1 of 3 MP-52 Drain Inserts one box; that is, the setting area and filtration through media occurs in the same box. One manufacturer has a double-box. Stormwater enters the first box where setting occurs. The stormwater flows into the second box where the filter media is located. Some products consist of one or more trays or mesh grates. The trays can hold different types of media. Filtration media vary with the manufacturer: types include polypropylene, porous polymer, treated cellulose, and activated carbon. Construction/Inspection Considerations Be certain that installation is done in a manner that makes certain that the stormwater enters the unit and does not leak around the perimeter. Leakage between the firame of the insert and the frame of the drain inlet can easily occur with vertical (drop) inlets. Performance Few products have performance data collected under field conditions. Siting Criteria It is recommended that inserts be used only for retrofit situations or as pretreatment where other treatment BMPs presented in this section area used. Additional Design Guidelines Follow guidelines provided by individual manufacturers. Maintenance Likely require frequent maintenance, on the order of several times per year. Cost • The initial cost of individual inserts ranges firom less than $100 to about $2,000. The cost of using multiple units in curb inlet drains varies with the size of the inlet. • The low cost of inserts may tend to favor the use of these systems over other, more effective treatment BMPs. However, the low cost of each unit may be offset by the number of units that are required, more frequent maintenance, and the shorter structural life (and therefore replacement). References and Sources of Additional Information Hrachovec, R., and G. Minton, 2001, Field testing of a sock-type catch basin insert, Planet CPR, Seattle, Washington Interagency Catch Basin Insert Committee, Evaluation of Commercially-Available Catch Basin Inserts for the Treatment of Stormwater Runoff from Developed Sites, 1995 Larry Walker Associates, June 1998, NDMP Inlet/In-Line Control Measure Study Report Manufacturers Hterature Santa Monica (City), Santa Monica Bay Municipal Stormwater/Urban Runoff Project - Evaluation of Potential Catch basin Retrofits, Woodward Clyde, September 24,1998 2 of 3 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Drain Inserts MP-52 Woodward Clyde, June ii, 1996, Parking Lot Monitoring Report, Santa Clara Valley Nonpoint Source Pollution Control Program. January 2003 California Stormwater BMP Handbook 3 of 3 New Development and Redevelopment www.cabmphandbooks.com For Grated Inlets Multi-stage Filtration Captures Everything From Hydrocarbons, To Sediment, To Grass Clippings, To Human Trasfu..Everything! OfTheImM The Grate Inlet Skimmer Box is made of durable fiberglass, with stainless steel filter screens backed by heavy duty aluminum grating. Suntree Technologies has the ability to make custom shaped units to accommodate any unique retrofit requirement. BIO CLEAN STORMWATER SYSTEMS P0B0X869, OceanskJe,CA 92049 Phone (760) 433-7640 Fax (760) 433-3175 ooe For Grated Or Non-Grated Curb Inlets Utilizing filtration screens of different sieve sizes optimizes the water flow and the potential for capturing debris. If the unit becomes full of debris, the water flow can bypass the filtration process. Below: The installed unit is barely visible. Left: View ofthe Grate Inlet Skimmer Box with flume, completely installed and ready for the grate to be placed back. Models are available for all standard San Diego and Califomia type inlets, and can be easily serviced without entering the catchbasin. For More Information: ENVIRONMENTAL SERVICES P.O. Box 869 Oceanside, CA 92049 Ph: (760) 433-7640 FAX: (760) 433-3176 gl<ent@biocleanenvironme www.biocleanenvironmental.net Coarse Sieve Size Up High For Collecting Litter & Foliage k. Fine Sieve Size Screen In Back & Bottom For CoilectingSediment Storm Boom For Collecting Hydrocarbons Screen are of Multiple Sieve Sizes to optimize filtration and water flow Captures everything from sediment, to foliage, to litter, to hydrocarbons...Everything! Heavy Duty Fiberglass Body cmymommniki. SERVICES P O iox S<S9, Ocsansld®^ CA 92049 iim) 433-7IS40 FAX (760)433-3176 Sales X InsttalSation X Service a>w^a;fr,T.-jj^-ii^:pn;)->f,«:.n-jii»rg«ii.oio..>.«ta BIO CLEAN ENVIROnMENTAL SERVICES Curb Inlet Basket Quality Features Built To LastI The Curb inlet Basket is made from the highest quality materials and can have a life expectancy spanning many decades. It is not made up of mostly disposable geofabric that can be rolled up and put into your pocket. The materials that are used to make the Curb Inlet Basket are stainless steel, fiberglass, and aluminum: the exact materials that have set the standards for the marine industry fbr over half a century. 316 stainless steel welded screens for strength and durability. Unlike screens made from plastic, which last only a couple of years at best. 316 stainless steel screen will last indefinitely. Because every strand of wire making up the screen is welded to another at every point that will cross the strength of each strand is increased due to the support of adjacent strands, and there is no possibility for the strands to shift or unravel. Body made from high quality fiberglass with gelcoated surfaces & UV filter. Constructed from the same materials used to make the hulls of fine boats, the fiberglass body will have an indefinite life span. Complete with UV filter, it's strength is unaffected by long term exposure to both the sunlight and water. The upper coarse conteinment screens helps to prevent floatebles like litter and foliage from escaping during heavy flows. Years of real world testing have proven that using screens of more than one sieve size optimizes filtration and water flow. The water flow into an inlet is often very turbulent and heavy. Floatables like litter and foliage have a tendency to chum with the turbulence. The upper coarse containment screen will allow greater water flow without letting the floatables escape over the top of the basket The Curb Inlet Basket is good long term investment that wlll not have to be replaced on a regular basis. P 0 Box 869, Oceanside CA 92049 (760) 433-7640 Fax (760) 433-3176 www.biocleanenvironmental.net 'e Tsckmlogies Ina 720 Mullat Road. Suite •H". Cap* Canavaral. FL 32920 Ph:(321) 798-0001 Fax {321} 799-1245 wwwMn1netech.com happel@suntreatech.coi Side View In Catchbasin ( Curb h Watter and trash m Manhole opening Collectoil Arms. Course screen Medium Screen Pine Screen Fine Screen Concrete Catchbasin Curb inlet weir and trash collecting basket With Hydrophobic Hydrocarbon collector boom Inside of a concrete Catch basin. BIO CLEAN ENVIRONMENTAL SERVICES P O Box 869, Oceanside CA 92049 (760) 433-7640 FAX (760)433-3176 Sales X Instailation X Servica Vegetated Swale TC-30 Design Considerations a Tributary Area a Area Required a Slope a Water Availability Description Vegetated swales are open, shallow channels with vegetation covering the side slopes and bottom that collect and slowly convey runoff flow to downstream discharge points. They are designed to treat runoff through filtering by the vegetation in the channel, filtering through a subsoil matrix, and/or infiltration into the underlying soils. Swales can be natural or manmade. They trap particulate pollutants (suspended solids and trace metals), promote infiltration, and reduce the flow velocity of stormwater runoff. Vegetated swales can serve as part of a stormwater drainage system and can replace curbs, gutters and storm sewer systems. California Experience Caltrans constructed and monitored six vegetated swales in southem Califomia. These swales were generally effective in reducing the volume and mass of pollutants in runoff. Even in the areas where the annual rainfall was only about lo inches/yr, the vegetation did not require additional irrigation. One factor that strongly affected performance was the presence of large numbers of gophers at most of the sites. The gophers created earthen mounds, destroyed vegetation, and generally reduced the effectiveness of the controls for TSS reduction. Advantages a If properly designed, vegetated, and operated, swales can serve as an aesthetic, potentially inexpensive urban development or roadway drainage conveyance measure with significant collateral water quality benefits. Targeted Constituents • Sediment A • Nutrients • Trash • • Metals • • Bacteria • • Oil and Grease • Organics A Legend (Removal Effectiveness) • Low • High A Medium I,'California JA. Stormwater Quality Association •-•4 January 2003 California Stormwater BI^P Handbook New Development and Redevelopment www.cabmphandbooks.com 1 of 13 I r- TC-30 Vegetated Swale • Roadside ditches should be regarded as significant potential swale/buffer strip sites and should be utilized for fhis purpose whenever possible. Limitations a Can be difficult to avoid channelization. a May not be appropriate for industrial sites or locations where spills may occur a Grassed swales cannot treat a very large drainage area. Large areas may be divided and treated using multiple swales. a A thick vegetative cover is needed for these practices to function properly, a They are impractical in areas with steep topography. a They are not effective and may even erode when flow velocities are high, if the grass cover is not properly maintained. a In some places, their use is restricted by law: many local municipalities require curb and gutter systems in residential areas. a Swales are mores susceptible to failure if not properly maintained than other treatment BMPs. Design and Sizing Guidelines a Flow rate based design determined by local requirements or sized so that 85% of the annual mnoff volume is discharged at less than the design rainfall intensity. a Swale should be designed so that the water level does not exceed 2/3rds the height ofthe grass or 4 inches, which ever is less, at the design treatment rate. a Longitudinal slopes should not exceed 2.5% • Trapezoidal channels are normally recommended but other configurations, such as parabolic, can also provide substantial water quality improvement and may be easier to mow than designs with sharp breaks in slope. • Swales constmcted in cut are preferred, or in fill areas that are far enough from an adjacent slope to minimize the potential for gopher damage. Do not use side slopes constmcted of fill, which are prone to stmctural damage by gophers and other burrowing animals. • A diverse selection of low growing, plants that thrive under the specific site, climatic, and watering conditions should be specified. Vegetation whose growing season corresponds to the wet season are preferred. Drought tolerant vegetation should be considered especially for swales that are not part of a regularly irrigated landscaped area. • The width ofthe swale should be determined using Manning's Equation using a value of 0.25 for Manning's n. 2 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC-30 Construction/Inspection Considerations a Include directions in the specifications for use of appropriate fertilizer and soil amendments based on soil properties determined through testing and compared to the needs ofthe vegetation requirements. a Install swales at the time of the year when there is a reasonable chance of successful establishment without irrigation; however, it is recognized that rainfall in a given year may not be sufficient and temporary irrigation may be used. a If sod tiles must be used, they should be placed so that there are no gaps between the tiles; stagger the ends ofthe tiles to prevent the formation of channels along the swale or strip. a Use a roller on the sod to ensure that no air pockets form between the sod and the soil. a Where seeds are used, erosion controls will be necessary to protect seeds for at least 75 days after the first ramfall of the season. Performance The literature suggests that vegetated swales represent a practical and potentiaUy effective technique for controlling urban mnoff quality. While limited quantitative performance data exists for vegetated swales, it is known that check dams, slight slopes, permeable soils, dense grass cover, increased contact time, and small storm events aU contribute to successful pollutant removal by the swale system. Factors decreasing the effectiveness of swales include compacted soils, short ranoff contact time, large storm events, frozen ground, short grass heights, steep slopes, and high mnoff velocities and discharge rates. Conventional vegetated swale designs have achieved mbced results in removing particulate pollutants. A study performed by the Nationwide Urban Runoff Program (NURP) monitored three grass swales in the Washington, D.C, area and found no significant improvement in urban mnoff quality for the pollutants analyzed. However, the weak performance of these swales was attributed to the high flow velocities in the swales, soil compaction, steep slopes, and short grass height. Another project in Durham, NC, monitored the performance of a carefully designed artificial swale that received mnoff firom a commercial parking lot. The project tracked 11 storms and concluded that particulate concentrations of heavy metals (Cu, Pb, Zn, and Cd) were reduced by approximately 50 percent. However, the swale proved largely ineffective for removing soluble nutrients. The effectiveness of vegetated swales can be enhanced by adding check dams at approximately 17 meter (50 foot) increments along their length (See Figure 1). These dams maximize the retention time within the swale, decrease flow velocities, and promote particulate settUng. Finally, the incorporation of vegetated filter strips parallel to the top of the channel banks can help to treat sheet flows entering the swale. Only 9 studies have been conducted on aU grassed channels designed for water quality (Table 1). The data suggest relatively high removal rates for some pollutants, but negative removals for some bacteria, and fair performance for phosphoras. January 2003 California Stormwater BMP Handbook 3 of 13 New Development and Redevelopment www.cabmphandbooks.com TC-30 Vegetated Swale Table 1 Grassed swale pollutant removal efficiency data Removal Efficiencies (% Removal) Study TSS TP TN NO3 Metals Bacteria Type Caltrans 2002 77 8 67 66 83-90 -33 dry swales Goldberg 1993 67.8 4-5 -31.4 42-62 -100 grassed chaimel Seattle Metro and Washington Department of Ecology 1992 60 45 --25 2-16 -25 grassed channel Seattle Metro and Washington Department of Ecology, 1992 83 29 --25 46-73 -25 grassed channel Wangetal., 1981 80 ---70-80 -dry swale Donnan et al., 1989 98 18 .-45 37-81 -dry swale Harper, 1988 87 83 84 80 88-90 -dry swale Kercher et al., 1983 99 99 99 99 99 -dry swale Harper, 1988. 81 17 40 52 37-69 wet swale Koon, 1995 67 39 -9 -35 to 6 wet swale While it is difBcult to distinguish between different designs based on the smaU amount of available data, grassed channels generally have poorer removal rates than wet and dry swales, although some swales appear to export soluble phosphoras (Harper, 1988; Koon, 1995). It is not clear why swales export bacteria. One explanation is that bacteria thrive in the warm swale soils. Siting Criteria The suitability of a swale at a site wiU depend on land use, size ofthe area serviced, soU type, slope, imperviousness ofthe contributing watershed, and dimensions and slope ofthe swale ^stem (Schueler et al., 1992). In general, swales can be used to serve areas of less than 10 acres, with slopes no greater than 5 %. Use of natural topographic lows is encouraged and natural drainage courses should be regarded as significant local resources to be kept in use fYoune et al 1996). Selection Criteria (NCTCOG, 1993) a Comparable performance to wet basins a Limited to treating a few acres a Availability of water during dry periods to maintain vegetation • Sufficient available land area Research in the Austin area indicates that vegetated controls are effective at removing poUutants even when dormant. Therefore, irrigation is not required to maintain growth during dry periods, but may be necessary only to prevent the vegetation from dying. 4 of 13 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.com January 2003 Vegetated Swale TC-30 The topography oftiie site should permit the design of a channel with appropriate slope and cross-sectional area. Site topography may also dictate a need for additional shiictiiral conti-ols. Reconrimendations for longitiidinal slopes range between 2 and 6 percent. Flatter slopes can be used, if sufficient to provide adequate conveyance. Steep slopes increase flow velocity, decrease detention time, and may require energy dissipating and grade check. Steep slopes also can be managed using a series of check dams to terrace the swale and reduce the slope to within acceptable limits. The use of check dams with swales also promotes infiltration. Additional Design Guidelines Most of tiie design guidelines adopted for swale design specify a minimum hydraulic residence time of 9 minutes. This criterion is based on the results ofa single study conducted in Seattle, Washington (Seattle Metro and Washington Department of Ecology, 1992), and is not weU supported. Analysis of the data collected in that study indicates tiiat poUutant removal at a residence time of 5 minutes was not significantiy different, altiiough tiiere is more variability in that data. Therefore, additional research in the design criteria for swales is needed. Substantial poUutant removal has also been observed for vegetated controls designed solely for conveyance (Barrett et al, 1998); consequentiy, some flexibility in the design is warranted. Many design guidelines recommend that grass be frequentiy mowed to maintain dense coverage near tiie ground surface. Recent research (ColweU et al., 2000) has shown mowing frequency or grass height has little or no effect on poUutant removal. Summary of Design Recommendations 1) The swale should have a length that provides a minimum hydraulic residence time of at least 10 minutes. The maximum bottom width should not exceed 10 feet unless a dividing berm is provided. The depth of flow should not exceed 2/3rds the height of tiie grass at the peak of the water quality design storm intensity. The channel slope should not exceed 2.5%. 2) A design grass height of 6 inches is recommended. 3) Regardless of the recommended detention time, the swale should be not less than 100 feet in length. 4) The width of the swale should be determined using Manning's Equation, at the peak ofthe design storm, using a Manning's n of 0.25. 5) The swale can be sized as both a treatment facUity for the design storm and as a conveyance system to pass the peak hydraulic flows ofthe 100-year storm if it is located "on-line." The side slopes should be no steeper than 3:1 (H:V). 6) Roadside ditches should be regarded as significant potential swale/buffer strip sites and should be utUized for this purpose whenever possible. If flow is to be introduced through curb cuts, place pavement slightly above the elevation ofthe vegetated areas. Curb cuts should be at least 12 inches wide to prevent clogging. 7) Swales must be vegetated in order to provide adequate treatment of runoff. It is important to maximize water contact with vegetation and the soil surface. For general purposes, select fine, close-growing, water-resistant grasses. If possible, divert runoff (other than necessary irrigation) during the period of vegetation January 2003 California Stormwater BMP Handbook 5 of 13 New Development and Redevelopment www.cabmphandbooks.com TC-30 Vegetated Swale establishment. Where ranoff diversion is not possible, cover graded and seeded areas with suitable erosion control materials. Maintenance The useful life of a vegetated swale system is directly proportional to its maintenance firequency. If properly designed and regularly maintained, vegetated swales can last indefinitely. The maintenance objectives for vegetated swale systems include keeping up the hydraulic and removal efficiency ofthe channel and maintaining a dense, healthy grass cover. Maintenance activities should include periodic mowing (with grass never cut shorter than the design flow depth), weed control, watering during drought conditions, reseeding of bare areas, and clearing of debris and blockages. Cuttings should be removed from the channel and disposed in a local composting facUity. Accumulated sediment should also be removed manually to avoid concentrated flows in the swale. The application of fertUizers and pesticides should be minimal. Another aspect of a good maintenance plan is repairing damaged areas withm a channel. For example, ifthe channel develops rats or holes, it should be repaired utilizing a suitable soU that is properly tamped and seeded. The grass cover should be thick; if it is not, reseed as necessary. Any standing water removed during the maintenance operation must be disposed to a sanitary sewer at an approved discharge location. Residuals (e.g., sUt, grass cuttings) must be disposed in accordance with local or State requirements. Maintenance of grassed swales mostly involves maintenance ofthe grass or wetiand plant cover. Typical maintenance activities are summarized below: a Inspect swales at least twice annually for erosion, damage to vegetation, and sediment and debris accumulation preferably at the end of the wet season to schedule summer maintenance and before major fall ranoff to be sure the swale is ready for winter. However, additional inspection after periods of heavy mnoff is desirable. The swale should be checked for debris and litter, and areas of sediment accumulation. a Grass height and mowing frequency may not have a large impact on pollutant removal. Consequentiy, mowing may only be necessary once or twice a year for safety or aesthetics or to suppress weeds and woody vegetation. a Trash tends to accumulate in swale areas, particularly along highways. The need for litter removal is determined through periodic inspection, but litter should always be removed prior to mowing. a Sediment accumulating near culverts and in channels should be removed when it buUds up to 75 mm (3 in.) at any spot, or covers vegetation. a Regularly inspect swales for pools of standing water. Swales can become a nuisance due to mosquito breeding in standing water if obstractions develop (e.g. debris accumulation, invasive vegetation) and/or if proper drainage slopes are not implemented and maintained. 6 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC-30 Cost Construction Cost Little data is avaUable to estimate the difference in cost between various swale designs. One study (SWRPC, 1991) estimated the constraction cost of grassed channels at approximately $0.25 per ft». This price does not include design costs or contingencies. Brown and Schueler (1997) estimate these costs at approximately 32 percent of constmction costs for most stormwater management practices. For swales, however, these costs would probably be significantiy higher since the constraction costs are so low compared with other practices. A more realistic estimate would be a total cost of approximately $0.50 per ft=, which compares favorably with other stormwater management practices. January 2003 California Stormwater BMP Handbook 7 of 13 New Development and Redevelopment www.cabmphandbooks.com Vegetated Sw Table 2 Swale Cost Estimate (SEWRPC, 1991) Component umt Extent Unit Cost Total Coit Component umt Extent Low Modern High High kAobflizition / Daniotiinzatjon.ijgirt Swato 1 $107 $274 $441 $107 $274 $441 Site Pmparaticn Clearir^. GnjUbk)^. General Excavatiorf. Level and TB*. Acre Acre Yd» Yd» as azs 372 1,210 S2,200 $3,aoo $2.10 $020 iiii $S<400 $B,«» $S.30 $D.SO $1,100 $K0 $7B1 $242 $1,B00 $1,300 $1,378 $424 $2,700 $1,860 $1^ $605 Stes Oe¥elopnient SatvagedTopsoa Seed, >nd Mulch'.. Sod». Yl? Yd» 1,210 1,210 S0>I0 $120 $1.00 $Z;40 $1J0 $a80 $484 $1,452 $1,210 $2,004 $1,936 SuMotal ----$S.118 $B,^ $13,660 Contingencies Swale 1 25% 2S« 11^ $2;347 $3,415 Totai --' — $17,075 Note: MobilizaiionMeniobiiization lefars to the oiganization and plannina imnlvad in aatabistiirv a vmetafve SWISL • Swate has a twttoni width of 1.0 foot, a top width of 10 ffeet wlh 13 side slopes, mj a l,00(Mbot length. " Area cleared = (top width+10 feeg X awie length. ' Area grubbed = (topwidth x swaiie length). 'Volume excavated = {0.67xtppwWthxswate depth}xavale length (paraboliccross-section). •Area tilled = (topwidth i-fifsjailailSEffiax swale iength (paraboliccross-section). aeopwidth) Area seeded = area cleared x 0.5. * Area sodded = area cleared x 0.5. 8 of 13 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.com January 2003 Vegetated Swale TC-30 Table 3 Estimated Maintenance Costs fSEWRPC. 1991) Swale Size (Depth and Top WMth} Component Unit Cost Foot Depth, One- Foot Bottom Widtii IQ-FootTopWIdUi S^oot Depth, 34^oot Bottom VHdOi. 21-Foot Top Width Comment Lawn ktaMring $085/1,000 iP/moaing $0.14/lloearfaat $021/lnawtiDOt Lawn malntenanoe area-Qop widtti + IOfaeOxlengtii. Mow eight tinea par yaar General Lawn Care $8.00/1,000ff/yaar tO.IB/ltasarteot $028/Inaar ftat Lawn malitenanoe area > Oop widtti+10 feeO xiengfi Swite Oebiiaand Litter Removal $O.1O/lnearfbat/y0w $0.10/ikiaarflMt $0.10/Inear foot - Gnws Reaeedlna wih MuichandFQitlizBr $aao/yd' I0A1 /linaarfoat 10X11 nnmfodt Ana magetrted aqinlB 1% eflawn maMenaneearea par year Program AdmirBsbatian and Swale tmpecion $0.15/inear1bat/yeaf. plus$2S/inipeclon $0.16/linflarfaot $0.15/Inear fiDot Inapact taurtliiBi per yaar Total -$0J8/liBearfeot $OJi/llaear«oot — January 2003 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.com Sof 13 TC-30 Vegetated Swale Maintenance Cost Caltrans (2002) estimated the expected annual maintenance cost for a swale with a tributary area of approximately 2 ha at approximately $2,700. Since almost all maintenance consists of mowing, tiie cost is fundamentaUy a fiinction of the mowing fi-equency. Unit costs developed by SEWRPC are shown in Table 3. In many cases vegetated channels would be used to convey ranoff and would require periodic mowing as well, so there may be little additional cost for the water quality component. Since essentiaUy all the activities are related to vegetation management, no special training is required for maintenance personnel. References and Sources of Additionai Information Barrett, Michael E., Walsh, Patrick M., Malina, Joseph F., Jr., Charbeneau, Randall J, 1998, "Performance of vegetative controls for treating highway ranoff," ASCE Joumal of Emnronmental Engineering, Vol. 124, No. 11, pp. 1121-1128. Brown, W., and T. Schueler. 1997. The Economics of Stormwater BMPs in the Mid-Atlantic Region. Prepared for the Chesapeake Research Consortium, Edgewater, MD, by the Center for Watershed Protection, EUicott City, MD. Center for Watershed Protection (CWP). 1996. Design of Stormwater Filtering Systems. Prepared for the Chesapeake Research Consortium, Solomons, MD, and USEPA Region V, Chicago, IL, by the Center for Watershed Protection, EUicott City, MD. ColweU, Shanti R., Homer, Richard R., and Booth, Derek B., 2000. Characterization of Performance Predictors and Evaluation of Mowing Practices in Biofiltration Swales. Report to King County Land And Water Resources Division and others by Center for Urban Water Resources Management, Department of CivU and Environmental Engineering, University of Washington, Seattle, WA Dorman, M.E., J. Hartigan, R.F. Steg, and T. Quasebarth. 1989. Retention, Detention and Overland Flow for Pollutant Removal From Highway Stormwater Runoff. Vol 1. FHWA/RD 89/202. Federal Highway Administration, Washington, DC. Goldberg. 1993. Dayton Avenue Swale Biofiltration Study. Seattle Engineering Department, Seattle, WA. Harper, H. 1988. Effects of Stormwater Management Systems on Groundwater Quality. Prepared for Florida Department of Environmental Regulation, TaUahassee, FL, by Environmental Research and Design, Inc., Orlando, FL. Kercher, W.C, J.C. Landon, and R. MassarelU. 1983. Grassy swales prove cost-effective for water pollution control. Public Wbrfcs, 16: 53-55- Koon, J. 1995. Evaluation of Water Quality Ponds and Swales in the Issaquah/East Lake Sammamish Basins. King County Surface Water Management, Seattle, WA, and Washington Department of Ecology, Olympia, WA. Metzger, M. E., D. F. Messer, C. L. Beitia, C. M. Myers, and V. L. Kramer. 2002. The Dark Side Of Stormwater Runoff Management: Disease Vectors Associated With Structural BMPs. Stormwater 3(2): 24-39.Oakland, P-H. 1983. An evaluation of stormwater poUutant removal 10 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com I I Vegetated Swale TC-30 tiirough grassed swale ti:eatment. In Proceedings ofthe IntemaUonal Symposium of Urban Hydrology, Hydraulics and Sediment Control, Lexington, KY. pp. 173-182. Occoquan Watershed Monitoring Laboratory. 1983. Final Report: Metropolitan Washington Urban Runoff Project. Prepared for tiie Metropolitan Washington CouncU of Govemments, Washington, DC, by the Occoquan Watershed Monitoring Laboratory, Manassas, VA. Pitt, R., and J. McLean. 1986. Toronto Area Watershed Management Strategy Study: Humber River Pilot Watershed Project. Ontario Ministry of Environment, Toronto, ON. Schueler, T. 1997. Comparative Pollutant Removal Capability of Urban BMPs: A reanalysis. Watershed Protection Techniques 2(2):379-383- Seattle Metiro and Washington Departinent of Ecology. 1992. Biofiltration Swale Performance: Recommendations and Design Considerations. Publication No. 657. Water Pollution Contirol Department, Seattie, WA. Soutiieastern Wisconsin Regional Planning Commission (SWRPC). 1991. Costs of Urban Nonpoint Source Water Pollution Control Measures. Technical report no. 31. Southeastem Wisconsin Regional Planning Coinmission, Waukesha, WI. U.S. EPA, 1999, Stormwater Fact Sheet: Vegetated Swales, Report # 832-F-99-006 http://www.epa.pnv/Qwm/Tntb/vfigswale.Ddf. Office of Water, Washington DC. Wang, T., D. Spyridakis, B. Mar, and R. Horner. 1981. TVansport, Deposition and Contro/ of Heavy Metab in Highway Runoff. FHWA-WA-RD-39-10. University of Washington, Department of CivU Engineering, Seattie, WA. Washington State Departinent of Transportation, 1995, Highway Runoff Manual, Washington State Department of Transportation, Olympia, Washington. Welbom, C, and J. Veenhuis. 1987. Effects of Runoff Controls on the Quantity and Quahty of Urban Runoff in Two Locations in Austin, TX. USGS Water Resources Investigations Report No. 87-4004. U.S. Geological Survey, Reston, VA. Yousef, Y., M. WanieUsta, H. Harper, D. Pearce, and R. Tolbert. 1985. Best Management Practices: Removal of Highway Contaminants By Roadside Swales. University of Central Florida and Florida Department of Transportation, Orlando, FL. Yu, S., S. Barnes, and V. Gerde. 1993- Testing of Best Management Practices for Conti-olling Highway Runoff. FHWA/VA-93-R16. Virginia Transportation Research CouncU, CharlottesviUe, VA. /Tlformation Resources Maryland Department ofthe Environment (MDE). 2000. Maryland Stormwater Design Manual, www.mde.state.md.iis/envirnnment/wma/stormwatermanual. Accessed May 22, 2001. Reeves, E. 1994. Performance and Condition of Biofilters in the Pacific Northwest. Watershed Protection Techniques 1(3): 117-119- January 2003 California Stormwater BMP Handbook 11 of 13 New Development and Redevelopment www.cabmphandbooks.com TC-30 Vegetated Swale Seattie Metiro and Washington Department of Ecology. 1992. Biofiltration Swale Performance. Recommendations and Design Considerations. PubUcation No. 657. Seattie Metro and Washington Department of Ecology, Olympia, WA. USEPA 1993. Guidance Spedfying Management Measures for Sources of Nonpoint Pollution in Coastal Waters. EPA-840-B-92-002. U.S. Environmental Protection Agency, Office of Water. Washington, DC. Watershed Management Institute (WMI). 1997- Operation, Maintenance, and Management of Stormwater Management Systems. Prepared for U.S. Enviromnental Protection Agency, Office of Water. Washington, DC, by the Watershed Management Institute, Ingleside, MD. 12 of 13 Califomia Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC-30 provide fix-Kour pratoedoo. (a) CroMMrtiMorsiralt with check diau NotaUon: L aUninoftwihhnpoamMMatMMpardwclidinitR) 0| 'OaiMiafchMkdMim 8| -BotlMntlpaaftwitolfm) W -T«pwWttie(ekKkdmTC W^ >Be&MiwMhafstackdni(iq ZOI > IMo of heihenW IB ¥wfkal diniga In nni* sldt Ilop* {Wn) (b) DiMCMlMialviMvotninitetaipMiMlMMtarM. January 2003 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.com 13 of 13 Post Construction BMPs Maintenance Cost Responsibilities HOA Maintained: 1. Private maintained roads and parking lots 2. Periodic street sweeping 3. Storm drain inlet stenciling and signage 4. Trash storage areas will be properly designed per City of Carlsbad's Standard Drawings 5. All planted slopes and landscaped areas 6. On-site storm drain inlets will be fitted with "Bio Clean" grated basket inserts with hydrocarbon absorption booms 7. Vegetated swales on-site with a vegetated swale along Harrison Street Post ConstraTtion BMPs BMPs Maintenance Cost Source Control Hazardous Materials not stored on site Pervious Pavement (SD-20) Efficient Irrigation and Landscape Design (SD-12) Storm Drain Signage (SD-13) Road and Street Maintenance (SC-70) Parking/Storage Area Maintenance (SC-43) Treatment Controi Drain Inserts (MP-52) Vegetated Swale (TC-30) N/A Table 1 (attached) H.O.A. responsibility H.O.A. yearly inspection and repaint or replace H.O.A. periodic maintenance schedule (4 times per year) H.O.A. periodic maintenance schedule (4 times per year) Inspect 2 times per year (min) (before rain season, and after major storm events) Clean screen and replace hydro-carbon filter at least once per year before rain season H.O.A. responsibUity N/A Table 2 (attached) Budget by the H.O. A. Est. $500.00 Budget by the H.O.A. Budget by the H.O.A. Est. $200 per insert Budget by the H.O.A. G:\011022\EXHlBI'nBMPsMaintenanceCosl.doc Pervious Pavements SD-20 Schedule • Minimize use of salt or grit for de-icing a Keep landscaped areas weU maintained a Prevent soil being washed onto pavement Ongoing a Vacuum clean surface using commerciaUy available sweeping machines at the following times: - End of winter (April) - Mid-summer (July / August) - After Autumn leaf-faU (November) 2/3 X per year a Inspect outlets Annual a If routine cleaning does not restore infiltration rates, then reconstmction of part of the whole of a pervious surface may be required. a The surface area affected by hydraulic failure should be lifted for inspection of the intemal materials to identify the location and extent of the blockage. a Surface materials should be lifted and replaced after brash cleaning. Geotextiles may need complete replacement. • Sub-surface layers may need cleaning and replacing. a Removed silts may need to be disposed of as controlled waste. As needed (infrequent) Permeable pavements are up to 25 % cheaper (or at least no more expensive than the traditional forms of pavement constraction), when aU construction and drainage costs are taken into account. (Accepting that the porous asphalt itself is a more expensive surfacing, the extra cost of which is offset by the savings in underground pipework etc.) (Niemczynowicz, et al., 1987) Table 1 gives US cost estimates for capital and maintenance costs of porous pavements (Landphair et al., 2000) Redeveloping Existing Installatiojis Variousjurisdictional stormwater management and mitigation plans (SUSMP, WQMP, etc.) define "redevelopment" in terms of amounts of additional impervious area, increases in gross floor area and/or exterior constraction, and land disturbing activities with stractural or impervious surfaces. The definition of" redevelopment" must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopment. Ifthe definition applies, the steps outiined under "designing new installations" above should be followed. Perv ^s Pavements SD-20 Table 2 Engineer's Estimate for Porous Pavement January 2003 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.com 7 Of 10