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HomeMy WebLinkAboutCUP 04-08; ALGA NORTE COMMUNITY PARK; WATER QUALITY TECHNICAL REPORT; 2007-07-01WATER QUALITY TECHNICAL REPORT FOR ALGA NORTE COMMUNITY PARK Conditional Use Permit Prepared for: City of Carlsbad April 2004 Rev. September 2004 Rev. December 2006 Rev. July 2007 Prepared by: R. E. Berg Engineering, Inc. Under the supervision of: CuP 04-0 b Table of Contents PROJECT DESCRIPTION 1 WATER QUALITY IMPACTS 1 WATER QUALITY OBJECTIVES 1 ACTIVITIES ASSOCIATED WITH LAND USE 2 PRE-CONSTRUCTION POLLUTANTS 2 POST-CONSTRUCTION POTENTIAL POLLUTANTS 2 SITE DESIGN BMPs 3 SOURCE CONTROL BMPs 4 TREATMENT CONTROL BMPs 5 LONG-TERM MAINTENANCE OF BMPs 7 CONCLUSION 8 VICINITY MAP 9 APPENDICES A BACKGROUND INFORMATION FROM RWQCB DOCUMENTS B EROSION CONTROL PLANS C SUSMP APPLICABILITY CHECKLIST D BMP MANUFACTURER'S INFO AND BIO-FILTER CALCULATIONS E BMP FACT SHEETS F LEED STORMWATER DESIGN INFORMATION ALGA NORTE COMMUNITY PARK WATER QUALITY TECHNICAL REPORT PROJECT DESCRIPTION The Alga Norte Community Park development is located in the City of Carlsbad west of Alicante Road and north of Poinsettia Lane (see Vicinity Map). The project will build a I community park with aquatics complex, ball fields, and a dog park. The proposed project lies in the Batiquitos Hydrologic Subarea (904.51) within the San Marcos I Hydrologic Area (904.5) within the Carlsbad Hydrologic Unit according to the Regional Water Quality Control Board's (RWQCB) San Diego Hydrologic Basin Planning Area Map. The proposed improvements encompass slightly over thirty-two acres. This project makes up less I than 0.2% of the Hydrologic Subarea (32.1 acres versus -47,813 acres). A site map showing the proposed development is contained within Appendix B. I This Water Quality Technical Report is prepared in accordance with the City of Carlsbad Storm Water Management Requirements and Local Standard Urban Water Mitigation Plan (dated April 2003), hereafter referred to as the Carlsbad Storm Water Standards. WATER QUALITY IMPACTS 1 The proposed project will have a negligible impact on water quality if the City and Contractor enforce/adhere to the permanent BMPs recommended in this Report and the Construction I SWPPP. Currently, the site is undeveloped and is covered with natural vegetation. In the past, portions of the site were used for agriculture. I A number of post-construction Best Management Practices (BMPs) will be used on-site. These BMPs are described in detail beginning on page 3 of this report. I According to the Water Quality Control Plan for the San Diego Basin (Basin Plan) the existing beneficial uses for inland surface waters at the point of interest (un-named tributary) are agricultural supply (water supply for agricultural purposes), contact water recreation (swimming, I wading, water-skiing, etc..), non-contact water recreation (picnicking, hiking, camping etc.), warm freshwater habitat, and wildlife habitat. Inland surface waters at the point of interest are I exempted from municipal supply (water supply for drinking water). The project does not discharge directly into a 303(d) listed water body. However, the project does discharge indirectly into an un-named tributary that flows into Batiquitos Lagoon and then I into the Pacific Ocean. The closest 303(d) water body is the Pacific Ocean at Carlsbad State Beach. WATER QUALITY OBJECTIVES j Many water quality objectives must be met in order to maintain the beneficial uses of the watercourses within the San Marcos Hydrologic area (See Appendix A). Chapter 3 of the Basin 1 I ALGA NORTE COMMUNITY PARK WATER QUALITY TECHNICAL REPORT Plan outlines the water quality objectives that will be followed. The following are a few of the I most important objectives: Limit total and fecal coliform bacteria levels. Since the unnamed creek may be used for I contact recreation, the water quality objective is a log mean of 200/100 ml (30 day). Limit the floating material (trash) in the runoff. High levels of floating material will provide a substrate for algae and insect vectors and is aesthetically unappealing. Limit the concentrations of oil and grease so that they do not form a visible film on the water. Oil and grease have a negative impact on both animal habitat and human I recreation. Therefore, levels must be controlled to maintain the beneficial uses. I ACTIVITIES ASSOCIATED WITH LAND USE This project meets the requirements for classification as a "HIGH" priority project. I Additionally, this project meets the priority project applicability for "Parking Lots", "Projects discharging to receiving waters within Environmentally Sensitive Areas", and "Restaurants." I These designations were made using the criterion contained within the Carlsbad Storm Water Standards (April 2003). Copies of the SUSMP applicability checklist and urban prioritization requirements checklist are contained within Appendix C. PRE-CONSTRUCTION POLLUTANTS The existing open space and agricultural operations have the potential to generate pollutants including the following: sediment, nutrients, trash and debris, and oxygen demanding substances. See Table 1 below for a listing of the anticipated and potential pollutants. I POST-CONSTRUCTION POTENTIAL POLLUTANTS Table 1 lists the post-construction potential pollutants associated with the Alga Norte I Community Park Development. The potential pollutants associated with the priority project classification "Parking Lots" and "Restaurants", are listed in table 1, below. The table is based on Table 2 from the Carlsbad Storm Water Standards. Table I Anticipated and Potential Pollutants by Land Use Type General Pollutant Categories Component Project Sediment Nutrients Heavy Organic Trash and Oxygen Oil and Bacteria Pesticides Categories Metals Compounds Debris Demanding Grease and Substances Viruses Alga Norte Community Parking Lot pU p(1) X X X X x p(1 Park X = anticipated P = potential (1) A potential pollutant if landscaping exists on-site I I I I ALGA NORTE COMMUNITY PARK WATER QUALITY TECHNICAL REPORT The proposed project includes significant landscaped areas. Therefore, sediment, nutrients, oxygen demanding substances, and pesticides are all potential pollutant categories. Additionally, animals in the general area and dogs within the dog park can introduce bacteria to runoff through bodily waste. Finally, there is food service associated with the park. PROPOSED BMPS FOR ALGA NORTE COMMUNITY PARK Table 2 identifies requirements for site design, source control, and treatment BMPs for the Alga Norte Community Park Development. This table is based on Table 1 of the Carlsbad Storm Water Standards. Table 2 Site Design, Source Control, and Treatment Storm Water BMPs • Requirements Applicable to Individual Priority Project Categories Component Priority Project Site Source Treatment h. Surface Parking Areas c. Dock Areas f. Equipment Wash Categories Design Control Control Areas • BMPs BMPs BMPs Alga Norte Parking Lots Community Park R R S R Restaurant R R S R R R = Required 0 = Optional S = Select one or more applicable and appropriate treatment control BMPs Site design and source control BMPs were selected based on the requirements listed in the Carlsbad Storm Water Standards. Site design and source control BMPs are preventative measures to reduce the possibility of storm water contamination. The combination of BMPs used will reduce the possibility of potential pollutants being discharged from the site. SITE DESIGN BMPs I Route Off-site Flows Around the Park. A portion of the project's storm drain system will capture runoff from the open space areas to the north and west in brow ditches and inlets and convey these flows in an underground storm drain system to Alicante Road where it will connect to the existing pipe. Because these flows do not enter our project site, potential pollutants within the park cannot degrade their water quality Minimize Directly Connected Impervious Areas. Where possible, grading of the new park will direct runoff from roofs and other impervious areas into adjacent landscaping and the bio-swale. I I I I I I I I ALGA NORTE COMMUNITY PARK WATER QUALITY TECHNICAL REPORT 3. Landscaping Material. Revegetation of the proposed slopes will be performed using native species to minimize the need for irrigation. Revegetation within the bio-filters will be accomplished using species appropriate for the uptake of nutrients and maintenance of the swales (see landscape plans for plant listing). 1 4. Conserve Natural Areas. The project attempts to minimize the grading required around the surrounding steep hillside areas to allow existing vegetation to remain. By retaining the existing cover and canopy where possible, the project will minimize its impacts on I the potential for erosion from these slopes. 5. Protect Slopes. The project currently includes brow ditches above the pool areas to I capture runoff from the hillside. These ditches will prevent runoff from traveling down the new manufactured slopes above the pool. SOURCE CONTROL BMPs 1 1. Streets. The parking lots and access roads will be swept on a bi-monthly basis to prevent trash & debris, sediment, nutrients, heavy metals, organic compounds, oxygen I demanding substances, and oil & grease that has attached itself to sediment from entering the storm drain conveyance system. I Inlet Stenciling. Existing and proposed inlets within the project limits will receive inlet stenciling per city guidelines. This will help educate the public and prevent illegal dumping of trash, oxygen demanding substances, organic compounds, nutrients, oil, and other pollutants. Efficient Irrigation Systems & Landscaping Design. The project will use employ rain shutoff devices to prevent irrigation during periods of rainfall. The project's landscaping I, will be consistent with the Carlsbad's Landscape Manual. .4. Trash Storage Areas. The project will design trash storage areas with a paved I impervious surface that is graded to prevent runoff from surrounding areas through the storage area. Additionally, all trash containers will have lids to prevent rainfall from the containers themselves. Park employees will be instructed to ensure these lids I entering remain closed at all times. I BMPs APPLICABLE TO INDIVIDUAL PRIORITY PROJECT CATEGORIES I i. Parking Lots. The project has incorporated landscaping areas into the parking lot design. Currently, the grading of the parking lots causes runoff to enter a bio-filter adjoining the parking lot. I 2. Docks. The project does not include a dock area. Food deliveries will be made directly into the restaurant interior. Employees will be instructed to contain and clean-up any spills immediately using absorption material and dry-sweep methods. I I ALGA NORTE COMMUNITY PARK WATER QUALITY TECHNICAL REPORT 3. Equipment Wash Areas. The project does not include exterior areas for steam washing of equipment. Therefore, no sanitary connection has been provided. TREATMENT CONTROL BMPs The project will use a combination of structural and non-structural BMPs to treat storm water runoff. First, the parking lots will drain runoff into a bio-swale along the eastern project boundary before leaving the project site. By discharging runoff from the paved parking lots into a bio-swale, the project will use the cleansing ability of the swale to maintain the water quality of runoff from these areas. Balifield A will drain into a catch basin that outflows into the eastern bio-swale before leaving the site. A second bio-filter will run along the southern boundary of the project to treat runoff from bailfield B. Storm runoff from the northern half of bailfield C will drain into a Contech StormFilter located on the eastern edge of the field. The southern half of balifield C will drain into a separate Contech StormFilter located on the southern edge of the field. Grading around the dog park will isolate this area from the overall park. This will prevent runoff from other areas from entering and becoming contaminated with fecal matter within the dog park. An environmentally friendly dog park is one that is sited away from environmentally sensitive features, such as floodplains, and provides a safe off-leash fenced area, public education signage, free pooper scooper bags, and sanitary trash receptacles. Such dog parks function as social communities for transferring the conscientious behavior of responsible pet owners who pick up after their pets to less conscientious owners, and thus helping to establish a new social norm. Peer pressure to dispose of pet waste is much greater in a dog park setting. To assist with stormwater quality, walking routes to and from housing developments and parking areas, to the park should also contain periodic sanitary trash receptacles and pooper scooper bags. The recommendations for the Alga Norte Dog Park BMP's include the Long Grass Principle, along with educational signage and community awareness materials for dog park users. The "Long Grass Principle": Dogs are attracted to long grass for defecating and areas that are mowed less frequently can be provided for feces to disintegrate naturally. A height of around 10 cm is appropriate. Long grass covering throughout the dog park will allow feces to disintegrate naturally if the pet owner chooses to not dispose of waste properly. The construction of vegetated buffers and location of parks out of drâinageways, streams and steep slopes will help control the impacts of dog waste on receiving waters. With provisions for educational signage and brochures, proper disposal of dog feces, and sound design to address stormwater runoff, designated dog parks can be considered a viable means of waste management and help protect local water quality. Without the presence of a dog park in the community, dog owners will still walk their dogs but are more likely to not properly pick-up after and dispose of waste. The availability of free pooper scooper bags and sanitary trash receptacles along with educational signage encourage pet owners to be responsible for local water quality I 1 5 I I 1 I I Li I I Ii I ALGA NORTE COMMUNITY PARK WATER QUALITY TECHNICAL REPORT In addition, the dog park will drain into an inlet that has a StormTreat system or similar device. This device uses a multi-stage total suspended solids removal system prior to infiltration to treat runoff as it passes through and boasts a 97% removal of fecal coliform. System data is included in Appendix D. The grading is designed to only allow the dog park area to discharge into the StormTreat system. The Carlsbad Storm Water Standards has rated the effectiveness of filtration systems as high for sediment, heavy metals, trash and debris and oil and grease. Their effectiveness for nutrients, organic compounds, oxygen demanding substance and bacteria and viruses has been rated as medium. Their effectiveness for removing pesticides is unknown. Table 3 illustrates the removal efficiency for these potential pollutants. Table 3 Relative Removal Efficiency of Pollutants by Structural Devices General Pollutant Categories____________ Component Treatment Sediment Nutrients Heavy Organic Trash Oxygen Oil Bacteria Pesticides Control BMP Metals Compounds and Demanding and and Category Debris Substances Grease Viruses Alga Norte Bio-filters M L M U L L M U U Community Park Filtration H M H M H M H M U H = High removal efficiency M = Medium removal efficiency U = Unknown removal efficiency Based on Table 4 of the Carlsbad Storm Water Manual I In order to verify the appropriate sizing of the bio-swales we used the rate-based criteria contained within the San Diego Regional Water Quality Control Board's latest Municipal I Permit. This permit requires that a flow based treatment device be capable of treating the runoff associated with a storm intensity of 0.2 inches/hour. I The dog park has a drainage area of 1.04 acres. This establishes a required treatment flow rate of 0.085 cfs (QBMP = C x I x A= 0.41 x 0.2 x 1.04). According to the StormTreat product information, one unit has a treatment capacity of one acre of impervious drainage area. The dog ' park (close to 100% pervious) will be the only area draining to this inlet, therefore one StormTreat unit will be sufficient. I The parking lot and ballfield A discharge into bio-swale along Alicante Road. The total contributing drainage area is approximately 8.33 acres and produces a treatment flow rate of 4.37 I cfs (see Appendix D, Line E rational method calculations, Node 502 to Node 208). Bio-swale I design length calculations show that approximately 345 feet of grassed-lined channel is required to mitigate the treatment flow rate. There is approximately 1240 feet of bio-swale along Alicante Road shown on the most recent grading plans. This bio-swale is currently designed with a varying bottom width between 6 and 10 feet and varying side slopes of 2:1 and 3:1. Total depth - varies between 1-'/2 feet and 3 feet. The parking lot and balifield B discharge into bio-swale along Poinsettia Lane. The total contributing drainage area is approximately 49.92 acres and produces a treatment flow rate of 16.21 cfs (see Appendix D, Line A rational method calculations, Node 206 to Node 43). Bio- I I I I I I .1 1 6 ALGA NORTE COMMUNITY PARK WATER QUALITY TECHNICAL REPORT swale design length calculations show that approximately 349 feet of grassed-lined channel is required to mitigate the treatment flow rate. There is approximately 460 feet of bio-swale along I Poinsettia Lane shown on the most recent grading plans. This bio-swale is currently designed with a varying bottom width between 8 and 10 feet, a depth of 2 feet, and a side slope of 2:1. I Storm runoff from ballfield C will be treated by two proposed Stormfilter systems. The northern half of balifield B generates a treatment flow rate 0.15 cfs and will be treated by a 5-cartridge Manhole Stormfilter system. The southern half of balifield B generates a treatment flow rate of 0.09 cfs and will be treated by a 3-cartridge Catch Basin Stormfilter system. See Appendix D for calculations. This project meets the LEED credit requirement for 6.2 Stormwater Design: Quality Control by treating 90% of the average annual rainfall for and watersheds (0.5 inches of rainfall). A copy of the LEED text is included in Appendix F. Copies of all treatment design calculations are located in Appendix D. - LONG-TERM MAINTENANCE OF BMPS The long-term maintenance measures for the proposed BMPs are summarized in Table 4 and I include: I 1. Street sweeping and general maintenance. Routine maintenance of the bio-filters. Routine maintenance of the StormTreat System and Contech StormFilter. Table 4 Long-Term Maintenance Measures of BMPs Street Sweeping Preventative Maintenance and Routine Inspection Routine Action Maintenance Indicator Field Measurement Measurement Frequency Maintenance Activity Site-Specific Requirements Sediment and trash removal Always required Visually Bi-Monthly Parking lot sweeping Blo-filters Preventative Maintenance and Routi e inspection Routine Maintenance Field Measurement Maintenance Site-Specific Action Indicator Measurement Frequency Activity Requirements Sediment, Always required Visually Weekly Clean out Inspections and trash, and trash, maintenance will be landscaping accumulated performed and any debris debris removal sediment, and removed will be disposed other debris of according to all pertinent regulations H I I I I I I ALGA NORTE COMMUNITY PARK WATER QUALITY TECHNICAL REPORT Storm-filter Preventative Maintenance and Routine Inspection Routine Maintenance Field Measurement Maintenance Site-Specific Action Indicator Measurement Frequency Activity Requirements Inspection, Always required Visually Annual Replace filter Inspections and cleaning and and screening maintenance will be filter bag performed and any debris replacement removed will be disposed of according to all Sediment Always required Visually 3-5 years Clean out pertinent regulations removal accumulated sediment aw The long-term maintenance of bio-filters, StormTreat unit, Contech StormFilter and general I maintenance measures (landscaping, street sweeping, etc.) will be the responsibility of the owner (City of Carlsbad). Maintenance costs will vary depending on park usage, time of year, and many other factors. Maintenance funding comes from the General Fund. Each component will I come from the following budgets: Landscape maintenance - Public Works; Parks Street sweeping - Public Works; Streets Building maintenance - Public Works, Facilities; Everything aquatics related - Recreation; Ball field maintenance - Recreation CONCLUSION The Alga Norte Community Park Development has the potential to introduce pollutants into bodies of water within the Carlsbad Hydrologic unit. Site design and source control BMPs will reduce the potential source of pollutants. The bio-filters, StormTreat unit and Contech StormFilter units will provide water quality treatment for the project site. These BMPs, in addition to the other BMPs provided in this report will reduce the anticipated and potential pollutants following construction to the Maximum Extent Practicable. I I I 1 8 I I I 1170 17.000 W 117°16000 \iv' WS04 1170 iS 000 W - - , I -T- ( /?: r -,:•: \ ) I, /E D E 0 N Q, / POAD ve CD T7J : _- Ilk ' \\ / J . s t - - ;T- -------- 4 - / ft - -CtryCiub Creek - - - - ,- - J .,.• ,y' - i 0 Iwo ;E~T O 5w 11717.000 Vv' 11i.00 V\ \NS84 117" 17,000' W TN;TvIN — MftE N — _O3 MTES Fniitd fori TQPQ 2OU1 N tonJ Ogrphc H.1dng www CALE: I"= 2000' O_ 7E 1C 12:18OQ -2000' NONE LR E. EERG ENGINEERING, INC. vc INITY MAP 726 CALIFORNIA OAKS DRIVE 1CNJ1AAP VISTA, CA 92081 Alga Norte Community Park NONE j City of Carlsbad 599-9031 (760) 599-9041 (F) 03-034 1 1 im 0 0 CD 0 a I I I d 1 I APPENDIX A BACKGROUND INFORMATION FROM REGIONAL WATER QUALITY CONTROL BOARD'S SAN DIEGO HYDROLOGIC BASIN I PLANNING AREA MAP AND WATER QUALITY CONTROL PLAN I FOR THE SAN DIEGO BASIN Li I Li I Li 1 so — .- — — — — — — — — — — — — — — Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS 1,2 Inland Surface Waters Hydrologic Unit Basin Number BENEFICIAL USE MA U N G R I N D R 0 C PG W R F R S H 0 W PR E C 1 R E C 2 B I .0 L W A R C 0 L MODE W I L R A R S P W N San Diego COulity Coastal Streams -continued . . . Buena Vista Lagoon 4.21 See Coastal Waters- Table 2-3 Buena Vista Creek 4.22 + Buena Vista Creek . 4.21 + 0 S0 5 Agua Hedionda . 4.31 See Coastal Waters- Table 2-3 . Agua Hedionda Creek 4.32 S 0 1 5 1 Buena Creek 4.32 S 5 Agua Hedionda Creek 4.31 • • Letterbox canyon .. 4.31 • • • Canyon de [as Encinas . 4.40 + 0 0 • San Marcos Creek Watershed Batiquitos Lagoon 4.51 See Coastal Waters- Table 2-3 San Marcos Creek 4.52 + S . • • S unnamed intermittent streams . . 4.521 + 0 S • San Marcos Creek Watershed San Marcos Creek 4.51 + .. S Encinitas Creek 4.51 + S S I S S Existing Beneficial Use Waterbodies are listed multiple times if they cross hydrologic area or sub area boundaries. 0 Potential Beneficial Use 2 Beneficial use designations apply to all tributaries to the indicated waterbody, if not listed separately. + Excepted From MUN (See Text) Table 2-2 March 12, 1997 BENEFICIAL USES 2-27 — mew — — — — — — — — — — — — Table 2-3. BENEFICIAL USES OF COASTAL WATERS Coastal Waters Hydrologic Unit Basin Number BENEFICIAL USE I N D N A V R E C 1 R E C 2 C .0 M ML B I 0 E S T W I L D R A R E M A R A Q U A M I G R S P W N W A R M S H E L L PacificOcean ••••••••••••• Dana Point Harbor . •• I I S 1S• Del Mar Boat Basin I • I I • I • I I I Mission Bay S S S S • 5 5 5 5 5 . 5 Oceanside Harbor S••0 S S S • S I San Diego Bay 1 . • • Coastal Lagoons :Tijuana River Estuary 11 .i 1 • 5 5 I S I • S • S Mouth of San Diego River 7.11 S S S I I S S I I S Los Penasquitos Lagoon 2 6.10 5 5 • I • • S S S S San Dieguito Lagoon 5.11 . I S S S S S • I S Batiquitos. Lagoon 4.51 I S S S • S S I • San Elijo Lagoon . 5 • • S S • I I S . 5.61 IL Aqua •Hedio.nda Lagoon 4.31 1 0 1 1 0.1 I S I 1 I 1 S S • S - S 1 Includes the tidal prisms of the Otay and Sweetwater Rivers. 2 Fishing from shore or boat permitted, but other water contact recreational (REC-1) uses are prohibited. S Existing Beneficial Use Table 2-3 BENEFICIAL USES 2-47 March 12, 1997 — — — - — — —. — .— — — Table 25. BENEFICIAL USES OF GROUND WATERS BENEFICIAL USE Ground Water Hydrologic M A I P F G Unit Basin U G N R R W NumberN RD OS R = H CARLSBAD HYDROLOGIC UNIT - Continued 4.00 = = = San Marcos HA 4.50 Batlquitos HSA 2,7 4.51 S • S Batiquitos HSA 8 4.51 0 0 0 Richland HSA 2,7 452 5 • S Twin Oaks HSA 2,7 4.53 5 0.] • Escondido HA 4.60 San Elijo HSA 2 4.61 0 5 1 5 Escondido HSA 4.62 5 5 • Lake Wohiford HSA 463 • S S 2 These beneficial uses do not apply westerly of the easterly boundary of the right-of-way of Interstate Highway 5 and this area Is excepted from the sources of drinking water policy. The beneficial uses for the remainder of the hydrologic area are as shown. These beneficial used do not apply to HSA 4.51 and HSA 4.52 between Highway 78 and El Camino Real and to all lands which drain to Moonlight Creek and to Encinitas Creek and this area is excepted from the sources of drinking water policy. The beneficial uses for the remainder of the subarea are as shown. 8 These beneficial use designations apply to the portion of HSA 4.51 bounded on the south by the north shore of Batiquitos Lagoon, on the west by the easterly boundary of the Interstate Highway 5 right-of-way, on the north by the subarea boundary and on the east by the easterly boundary of El Camino Real. Existing Beneficial Use O Potential Beneficial Use Table 2-5 BENEFICIAL USES 2-54 September 8, 1994 fl I I I I I I I APPENDIX B I EROSION CONTROL PLAN I I I I I I I I I I - I '04 I_48•1611141000 I.E. IS BIS0NS4 INC. 649. D70N0 NW LAIC 9.194778)49 770 244410014 04197 0449. 7440.599.4031 14514. 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HL70 ARM TRILL 70 LIAIJTAV.W 70 P44070 A 4)709715 7000114 1.9979. 7719 P440.9.216 FMA18N7Lr 1.414022760 OR P70 AREAS 4170 H704G 5 7719 POMAI*04T LAPI)ScAPWIO, 1.84771. 770 1140.7021 1) 2001.7790 NW ALL 80405 701470 NOTE: PR/OR To THE COMMENCEMENT OF GRADING, THE OWNER SHALL PROVIDE 77-IE CONTRACTOR WITH A STORM WA TER POLLU710N PRENT70N PLAN (SWPPP), WHICH PROVIDES RECOMMENDA liONS AND PROCEDURES TO FULFiLL THE STORM WATER DISCHARGE REQUIREMENTS OF THE STATE WATER WATER RESOURCES CONTROL BOARD (SWRCB), ORDER NO. 99-08 DWQ, NA 17ONAL POLLUTION DISCHARGE ELI/Il/NA 770N SYSTEM (NPDES), GENERAL PERMIT NO. CAS000002, WASTE DISCHARGE REQUIREMENTS (WVRS) FOR DISCHARGE OF STORM WATER ASSOCIATED IWTH CONSTRUC71ON AC71VITY. THE CONTRACTOR ASSUMES FULL RESPONSIBILITY FOR SWPPP. ALL COSTS ASSOCIATED AND NECESSARY TO CONFORM I4T7H SWPPP REQUIREMENTS ARE IMTHIN THE CONTRACTOR'S SCOPE OF WORK. EROSION CONTROL PLAN 34072 11 419.2* _____ ir 4j$WPWI, JIM O/4/)I4llllll1ffl .I!m9 — ,j Noll WIN we Hill .11 pJp.p. II4 LWIPIDi1NiDII II -- •.::::: nommems P L b$41 hi9iiiiiiii2itv 161 20 0 1 GRAPHIC SCALE I'= 40'-0* ::::::: MMMMMMM17AW • : ::::::: ji aJgIi'4y1ri i I' 0 I IJiJ1PJJWJJW ' " •1 ______ 1101M ml SEE SHEET C14 ummunaft IL IL ~ MUMMEM16 mm CIVL OM MM LAND SLRVEYM 725 CLFA 0MG DRIVE 7a58.Jo31 CA DI 7C0.59.I04I(F) 40 20 0 40 80 120 PANCE GRAPHIC SCALE 1 40-0 OC AN aw - MG72 I 41D I I I Li Li El El I APPENDIX C 1 SUSMP APPLICABILITY CHECKLIST URBAN RUNOFF MANAGEMENT PRIORITIZATION I REQUIREMENTS CHECKLIST Li Li Li I Li I li I Li I I Storm Water Standards 1 4/03/03 VI. RESOURCES & REFERENCES -*-.---- ..--.--.--- -..-.-,---- ..- APPENDIX A I STORM WATER REQUIREMENTS APPLICABILITY CHECKLIST I Complete Sections 1 and 2 of the following checklist to determine your project's permanent and construction storm water best management practices requirements. I This form must be completed and submitted with your permit application. Section 1. Permanent Storm Water BMP Requirements: If any answers to Part A are answered "Yes," your project is subject to the "Priority I Project Permanent Storm Water BMP Requirements," and "Standard Permanent Storm Water BMP Requirements" in Section III, "Permanent Storm Water BMP Selection Procedure" in the Storm Water Standards manual. I If all answers to Part A are "No," and any answers to Part B are "Yes," your project is only subject to the "Standard Permanent Storm Water BMP Requirements". If every ' question in Part A and B is answered "No," your project is exempt from permanent storm water requirements. Part A: Determine Priority Project Permanent Storm Water BMP Reauirements. Does the project meet the definition of one or more of the priority project No 0 Detached residential development of 10 or more units Attached residential development of 10 or more units Commercial development greater than 100,000 square feet Automotive repair shop Restaurant Steep hillside development greater than 5,000 square feet Project discharging to receiving waters within Environmentally Sensitive Areas - Parking lots greater than or equal to 5,000 ftz or with at least 15 parking spaces, and potentially exposed to urban runoff 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. Limited Exclusion: Trenching and resurfacing work associated with utility projects are not considered priority projects. Parking lots, buildings and other structures associated with utility projects are priority projects if one or more of the criteria in Part A is met. If all answers to Part A are "No", continue to Part B. I 1 I 1 30 I I I Li Li I I Storm Water Standards 1 4/03/03 Part B: Determine Standard Permanent Storm Water Reauirements. Does the project propose: Yes No New impervious areas, such as rooftops, roads, parking lots, driveways, paths and sidewalks? - - New pervious landscape areas and irrigation systems? Permanent structures within 100 feet of any natural water body? Trash storage areas? Liquid or solid material loading and unloading areas? Vehicle or equipment fueling, washing, or maintenance areas? Require a General NPDES Permit for Storm Water Discharges Associated with Industrial Activities (Except construction)?* Commercial or industrial waste handling or storage, excluding typical office or household waste? Any grading or ground disturbance during construction? Any new storm drains, or alteration to existing storm drains? *10 find out if your project is required to obtain an individual General NPDES Permit for Storm Water Discharges Associated with Industrial Activities, visit the State Water Resources Control Board web site at, www.swrcb.ca.gov/stormwtr/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). If the answer to question I 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 prepare a Water Pollution Control Plan (WPCP). If every question in Part 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. Part C: Determine Construction Phase Storm Water Reauirements. Would the project meet any of these criteria during construction? Yes No Is the project subject to California's statewide General NPDES Permit for Storm Water Discharges Associated With Construction Activities? Does the project propose grading or soil disturbance? i.- Would storm water or urban runoff have the potential to contact any portion of the construction area, including washing and staging areas? 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)? 31 I Storm Water Standards I 4/03/03 Part 0: Determine Construction Site Priority I 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 I the SWPPP or WPCP. Indicate the project's priority in one of the check boxes using the criteria below, and existing and surrounding conditions of the project, the type of activities necessary to complete the construction and any other extenuating I 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 construction. [Note: The construction priority does NOT change construction BMP requirements that apply to projects; all construction BMP requirements must be identified on a case-by-case I basis. The construction priority does affect the frequency of inspections that will be conducted by City staff. See Section IV.1 for more details on construction BMP requirements.] I A) High Priority I I) 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 EJ B) Medium Priority I 1) Capital Improvement Projects where grading occurs, however a Storm Water Pollution Prevention Plan (SWPPP) is not required under the State General I Construction Permit (i.e., water and sewer replacement projects, intersection and street re-alignments, widening, comfort stations, etc.) Permit projects in the public right-of-way where grading occurs, such as I installation of sidewalk, substantial retaining walls, curb and gutter for an entire street frontage, etc., however SWPPPs are not required. Permit projects on private property where grading permits are required, I however, Notice Of Intents (NOls) and SWPPPs are not required. I Li C) Low Priority 1) Capital Projects where minimal to no grading occurs, such as signal light and loop installations, street light installations, etc. 1 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. I 3) Permit projects on private property where grading permits are not required, such as small retaining walls, single-family homes, small tenant improvements, etc. I 1 32 Li I I I I I I I APPENDIX D I STRUCTURAL BMP MANUFACTURER'S INFORMATION I BIO-FILTER CALCULATION I I I I I I I I I EPA NE: Storm Water - StormTreat U.S. Environmental Protection Agency \ EPA New England's Center for Environmental Industry and Technology (CEIT) Serving Connecticut, Maine, Massachusetts, New Hampshire, Rhode Island, Vermont & 9 Tribal Nations Recent Additions I Contact Us I Print Version Search: EPA Home> EPA New England > Water> Storm Water> CEIT Show: Storm Water> StormTreatTM Storm Water Virtual Trade Show Important Information Criteria for Inclusion StorrnlreatTM The criteria for including an environmental technology on this site are described in the I --- Select a Company/Technology --- instructions. Narrative Description Storm Water Introduction The StormTreatTM System is a stormwater treatment technology that provides high levels of treatment for a broad History range of pollutants. It also saves space by reducing the need Virtual Storm for unsightly detention basins. The StormTreatTM System Water captures and treats the first flush of runoff, which contains 90% Trade Show of pollutants. An optional infiltration feature provides for the Regulations treatment of larger quantities of storm water (beyond the first Permitting in flush). New England The system consists of a series of six Background sedimentation Info chambers and a Links to constructed wetland sT Other which are contained -' Sources of within a modular Info 9.5-foot diameter tank. Technologies It is constructed of i.i recycled polyethylene Important that connects directly Information to existing drainage - structures. Wastewater Influent is piped into the sedimentation chambers where Virtual larger-diameter solids are removed. The internal Trade Show sedimentation chambers contain a series of skimmers that - selectively decant the upper portions of the storm water in the Innovative sedimentation basins, leaving behind the more turbid lower Technology waters. The skimmers significantly increase the separation of Inventory solids compared with conventional settling/detention basins. An inverted elbow trap serves to collect floatables such as oils within the inner tank. After moving through the internal chambers, the partially treated storm water passes into the surrounding constructed wetland through a series of slotted PVC pipes. The wetland is comprised of a gravel substrate planted with bulrushes and other wetland plants. Unlike most wetlands constructed for storm water treatment; StormTreatTM conveys storm water into the subsurface of the wetland and through the root zone, where greater pollutant attenuation occurs through such processes as filtration, adsorption, and biochemical reactions. EPA NE Home A-Z Index CEIT Home CEIT Virtual Show Home Verification of Content The technology descriptions contained on this site including, but not limited to, information on technology applications, performance, limitations, benefits and costs have been provided directly by the vendors. No attempt was made to examine, screen or verify company or technology information. Therefore, EPA has not confirmed the accuracy or legal adequacy of any disclosures, product performance or other information provided by the companies and used by EPA in this web Site. Compliance EPA has not evaluated or verified Statements made on this site pertaining to compliance with federal, state or local regulations, standards, permits or other requirements. Endorsement The inclusion of companies and their products in this database does not constitute or imply endorsement or recommendation by the EPA. Keeping the Site Current Vendors are responsible for keeping their information up-to-date. if 12/17/2006 2:06 PM NE: Storm Water - StormTreat http://www.epa.gov/NE/assistance/ceitts/stormwater/techs/storrntreatrn1 I Precipitation of metals and phosphorus occurs within the wetland substrate while biochemical reactions, including microbial decomposition, provide treatment of the storm water I prior to discharge through the outlet valve. This outlet control valve provides for a 5-day holding time within the system; the valve can be closed to contain a hazardous waste spill. I As an optional feature, when the water level in the wetland reaches a depth of 3 feet, it overtops an internal weir that directs the treated water into the surrounding fill and soils. In I this manner, the StormTreatTm System is capable of processing storm water beyond the first flush. I Specifications StormTreat" Specifications I Diameter 9-1/2 ft Height 4 ft Storage Capacity 1390 gal Inflow Pipe Diameter 4 in I Outflow Pipe Diameter 2 in Average Detention Time 5 days Average Discharge Rate 1-5 gal/mm Tanks Required per Acre of 1-2 tanks* Impervious Surface * Number of tanks depends on level of treatment required, in-line detention capacity, and use of the Optional infiltration feature. I . Site Constraints/Installation Requirements StormTreat's size and modular configuration make it adaptable to a wide range of site constraints and watershed I sizes. It can be installed in any type of soil as the discharge rate is very low (1-5 gal/mm) and the gravel filter/wetland substrate is contained within the system. As the flow through the system is gravity-dependent, the system requires an elevation change from pavement surface to discharge point of at least 4 feet. Applications StormTreatTm Systems have been installed in a variety of .I applications, including commercial parking lots, industrial sites, town landings and marinas, transportation facilities, and residential subdivisions. They are an appropriate treatment I . technology for both coastal and inland areas, and can be used throughout the country with only minor system modifications to fit local conditions. I Pretreatment Required? I The manufacturer recommends that a catch basin be placed prior to the StormTreatTm System in order to trap larger 214 12/17/2006 2:06 PM A NE: Storm Water - StormTreat diameter sediments. I Performance To date, 315 analyses have been conducted on 33 samples that have been collected over eight independent storm events I during both winter and summer (New England) conditions. Influent storm water samples were taken at the entry point to the StormTreatTm tanks at the catch basin. Effluent samples were taken during the five days following the storm event. The I quality of the sampled effluent was then compared with influent, and removal rates were computed. Test results are summarized in the table below. The system performance has been verified by the Commonwealth of Massachusetts I Strategic Envirotechnology Partnership (STEP) Program. See StormTreat's website for a full copy of the STEP report. I Water Quality Sampling Results: StormtreaVM System, Kingston, MA Pollutant Average Average Percent Storm Water Treated Removal I Influent Discharge Fecal coliform (#/100 ml) 690 20 97 Total suspended solids (mg/1) 93 1.3 99 I Chem. oxygen demand (mg/1) 95 17 82 Total dissolved N (pg/I) 3569 520 77 Total Petroleum HC (mg/1) 3.4 0.34 90 a Lead (pg/I) 6.5 1.5 77 I Chromium (pg/I) 60 1 98 Phosphorus (pg/I) 300 26.5 90 I Zinc (pg/I) 590 58 90 Note: Samples were collected by the Jones River Watershed Association in accordance with EPA sampling protocol, and analyses were performed at state-certified laboratories. I Maintenance The StormTreatTm System requires minimal maintenance. Annual inspection is recommended to ensure that the system I . is operating effectively. At that time the manhole is opened and the burlap grit screening bag covering the influent line should be removed and replaced; filters should be removed, cleaned, and reinstalled. Sediment should be removed from' the system I via suction pump once every 3-5 years, depending on local soil characteristics and catch basin maintenance practices. I.. Longevity I . . The life expectancy of the StormTreatTm System is 20+ years. The polyethylene is treated with a UV-resistant pigment. Secondary Beneficial Impacts I. .In addition to treating chronic storm water discharges, StormTreat1" functions as a spill containment device if the outlet control valve is shut down following a spill. 314 12/17/2006 2:06 PM NE: Storm Water - StormTreat http://www.epa.govfNEIassistanceIceitts/stormwater/techsIstorn-iftea I Costs I The price per tank for the StormTreatTM System is $650C.. Additional materials required include gravel, PVC piping, and wetlands plants at an average of $350-400/tank. Installation costs vary from $100-500/tank for new construction and I, $500-$1500/tank for retrofits. Average costs per acre of contributing impervious drainage area are $7500-$15,000 Delivery Time 1 StormTreat tanks can be delivered within 30 days. ' Installations Over 100 tanks have been installed in the U.S. including I housing, commercial, and military establishments. Contact the company for more information. Additional Information Engineering design drawings (CAD) are available to engineers on disk. US Patent Number 5,549,817. I Manufacturer Company: StormTreat Systems, Inc. Address: 90 route 6A Sandwich, MA 02563 Telephone: 508-833-6600 x127 eMail: infoistormtreat.com I Website: www.stormtreat.com EXIT DiscarnerI Contact: Scott Horsley I I Serving ConnecticutMaine Massachusetts. New Hamnshire. Rhode Island. Vermont, & 9 Tribal Nations EPA Home I Privacy and Security Notice i contact Us I Last updated on Monday, November 20th, 2006 URL: http://www .epa.gov/NE/assistance/ceitts/stormjater/techs/stormtreat.htmI I I f4 12/17/2006 2:06 PM Sto ,rmTreat Systems, Inc: Technical Configuration System Overview I Configurations and Technical Data The STORMTREAT SYSTEM's design accomodates I - iiome Tour The System varying site configurations and allows installation in many areas where standard techniques, such as detention ponds P' Configuration & Technical simply will not fit. I Pomnt Removal Data P. Awards & Certifications Specifications Cate Studies Diameter 9.5 feet Height eet 4 f DowriloadAu*oCAD Inflow Pipe Diameter 4 inches I Outflow Pipe Diameter 2 inches Email StormTreat I The STORMTREAT SYSTEM is constructed of 1 Contact Information I recycled polyethylene Plastic. .1 SrmTreat Systems, inc. < Sizing Chart 124 Route 6A Sandwich, MA 02563 The STORMTREAT SYSTEM is sized based upon the I water quality design storm, the area of impervious surface, Phone: 877 STRM H20 < the amount of water processed during the storm and the 877.787,6426 Fax: 508.833.1033 available storage volume of preliminary detention. I Generally, 1 to 2 units per acre of impervious surface are required to meet standards. Refer to the chart below fcr examples of sizing the stonntreat system. In order to site design 3 Eric Vierra calculate the number of units and detention best suited for 1 your application, download the StormTreat Sizing R Worksheet (STSSizingWorksheet.xls) file below. Design Storm Runoff With Preliminary Detention I 0.50 Inches of Water 1 Tank Per Acre 1.00 Inches of Water 2 Tanks Per Acre I Download the STORMTREAT Sizing Worksheet: I STSSizmgWorksheet.xls I Excel file, 21k The STORMTREAT SYSTEM 1 The STORMTREAT SYSTEM incorporates effective pre-treatment by directing stormwater through l STORMTREAT'S unique, multi-stage, total suspended. solids (TSS) removal system prior to infiltration. This includes 1) a grit-filter bag to trap thelarge- floatables which may find their way past the catch basin p:ecedin the STS unit, 2) a series of sedimentation chambers fitted I with "skimmers" (which significantly enhance the settling efficiency of particultates by continually drawing from just below the surface of the water, and "decanting" it to the next chamber, and 3) a gravel filter which serves as a I substrate for a constructed wetland. Larger-diameter particulates are trapped inside the sedimentation chambers and smaller (silt and clay-sized) particles are filtered in the gravel wetland substrate. The smaLer particles are I predominantly organic in composition and therefore can be decomposed in the wetland soils by bacteria which reside within the wetland plant root zone. I Treated stormwater may then be infiltrated into the 3/4-inch stone used for backfill in the excavation around I and under the STORMTREAT tanks. This stone is highly permeable and serves to transmit the treated water downward until it encounters the parent soils. During peak http://www.stormtreat.comJovervjewhl 12/18/2006 10:42 AM Contact Information I StormTreat Systems, Inc. < 124 Route 5A Sandwich, MA 02553 Phone: 877 SiRM H20 < 8777976426 Fax: 509,8331033 I I I I I I 1 I I I I I I If I rmTreat Stormwater Treatment System: Pollutant Removal Data http://www.stormtreat.comJstsdatahtml Pollutant Removal I 4fRE7 Summary of Water Quality ' Monitoring Results of the Home STORMTREAT SYSTEM " Tour The System 0' Configuration & Technical O% j. eo U I o Awards & Certifications Case Studies 0' DowysloadAutoCAo I I I NOTE: Data collected over a two-year period by clients, analyzed by state-certified labs and verified by the Commonwealth of Massachusetts. Sizing Chart Square Feet of Impervious Area Treated per STORM-TREAT Unit Soil Type Pollutant Removal Pollutant Removal Rate Rate 80% TSS 90% TSS Sarid Loam 40,000 sq.ft. 20,000 sq.ft. Silt/Clay 30,000 sq.ft. 15,000 sq.fi. 20,000 sq.ft. 10,000 sq.ft. I Home - Tour The System - Configuration & Technical Data - Awards and Certifications - Case Studies - Download AutoCAD I I Email StormTreat - Contact Information I © 1998 StormTreat Systems. Inc 12/18/2006 10:43 AM LI I U Worksheet 9 Design Procedure Form for Grassed Swale Designer: Company: 06V-4 Date: Project: AL t-r' Location: t.4-0 — 1. Determine Design Flow -(Use Worksheet2) oP5c. 5P- QBMP = cfs 2. Swale Geometry Swale bottom width (b)-z- (.s' Side slope (z) Flow direction slope (s) - " b = z = s = -1.0 ft 2- 2. % 3. Design flow velocity (Manning n = 0.2) v = ft/s 4. Depth of flow (D) D = O ft 5. Design Length (L) L = (7 mm) x (flow velocity, ft/sec) x 60 L = ft 6. Vegetation (describe) 8. Outflow Collection (check type used or describe "other") Grated Inlet' - Infiltration Trench Underdrain .X Other Notes: L 4 fr 9t$ JV( pyt .to,-o ç)t.p j 6 rt - I I Li I El I 1 I I I I I I I CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 -------------------------------------------------------------------- ALGA NORTE COMMUNITY PARK ALICANTE BIO-SWALE LEEDS-90% OF AVERAGE ANNUAL RAINFALL (0.5 INCHES) Program License Serial Number 4071 -------------------------------------------------------------------- Improved Channel Analysis *** Upstream (headworks) Elevation = 148.000(Ft.) Downstream (outlet) Elevation = 110.000(Ft.) Runoff/Flow Distance = 1350.000(Ft.) Maximum flow rate in channel(s) = 4.370(CFS) -------------------------------------------------------------------- -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ kkk CALCULATED DEPTH DATA AT FLOW = 4.37(CFS) Channel base width = 7.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.200 Maximum depth of channel = 3.000(Ft.) Flow(q) thru channel = 4.370(CFS) Depth of flow = 0.640(Ft.) Average velocity = 0.824(Ft/s) Total flow rate in 1/2 street = 4.370(CFS) Channel flow top width = 9.561(Ft.) Depth of flow in channel = 0.64(Ft.) Total number of channels (same dimensions) = 1 Flow Velocity = 0.82(Ft/s) Individual channel flow = 4.370(CFS) Total capacity of channel(s) = 4.370(CFS) Sub-Channel No. 1 Critical depth = 0.225(Ft.) Critical flow top width = 7.898(Ft.) Critical flow velocity= 2.612(Ft/s) Critical flow area = 1.673(Sq.Ft) I I I 1 I 1 I I I I I 'Ii I I Worksheet 9 Design Procedure Form for Grassed Swale Designer: Company: iz Date: Project: A,"A- vjoa-rLs vr' — 9o'i44sflr -i' Jrt— Location: p 1. Determine Design Flow (Use Worksheet 2) ) o 4- -t QBMP = .-1 cfs 2. Swale Geometry Swale bottom width (b) Side slope (z) Flow direction slope (s) = b = eg z = 2- s = 0.44- ft % 3. Design flow velocity (Manning n = 0.2) v = ft/s 4. Depth of flow (D) D = " ft 5. Design Length (L) L = (7 mm) x (flow velocity, ft/sec) x 60 L = ft 6. Vegetation (describe) 8. Outflow Collection (check type used or describe "other") — Grated Inlet' Infiltration Trench Underdrain X Other Notes: 4 Ob i e t3s5ittP. i—,J ( LAvits A — Jo 4o 10 d f4-..0i.) o,(-4' v'/ o.PW I 55 1 1 I I I I Li I I I I I I I CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 ALGA NORTE COMMUNITY PARK POINSETTIA BIO-SWALE ' LEEDS-90% OF AVERAGE RAINFALL (0.5 INCHES) FILE: ALGASWALES 1 Program License Serial Number 4071 -------------------------------------------------------------------- I k Improved Channel Analysis *** Upstream (headworks) Elevation = 114.500(Ft.) I Downstream (outlet) Elevation = 113.000(Ft.) Runoff/Flow Distance = 160.000(Ft.) Maximum flow rate in channel(s) = 16.210(CFS) -------------------------------------------------------------------- --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I *** CALCULATED DEPTH DATA AT FLOW = 16.21(CFS) Channel base width = 8.000(Ft.) Slope or 'Z' of left channel bank 2.000 I Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.200 Maximum depth of channel = 2.000(Ft.) Flow(q) thru channel = 16.210(CFS) I Depth of flow = 1.706.(Ft.) Average velocity = 0.833(Ft/s) Total flow rate in 1/2 street = 16.210(CFS) Channel flow top width = 14.823(Ft.) I Depth of flow in channel = 1.71(Ft.) Total number of channels (same dimensions) = 1 I Flow Velocity = 0.83(Ft/s) Individual channel flow = 16.210(CFS) Total capacity of channel(s) = 16.210(CFS) I .Sub-Channel No. 1 Critical depth = 0.484 (Ft.) Critical flow top width = 9.938(Ft.) Critical flow velocity= 3.731(Ft/s) Critical flow area = 4.344(Sq.Ft) 1 I 1 LI I Grassed Swales 1 General I A Grass swale is a wide, shallow densely vegetated channel that treats stormwater runoff as it is slowly conveyed into a downstream system. These swales have very shallow slopes in order to allow maximum contact time with the I vegetation. The depth of water of the design flow should be less than the height of the vegetation. Contact with vegetation improves water quality by plant uptake of pollutants, removal of sediment, and an increase in infiltration. Overall the I effectiveness of a grass swale is limited and it is recommended that they are used in combination with other BMPs. I This BMP is not appropriate for industrial sites or locations where spills occur. Important factors to consider when using this BMP include: natural channelization should be avoided to maintain this BMP's effectiveness, large areas must be divided and treated with multiple swales, thick cover is required to function properly, impractical for steep topography, and not effective with high flow velocities. Grass Swale Design Criteria: Design Parameter Unit Design Criteria Design Flow cfs QBMP Minimum bottom width ft 2 ft Maximum channel side H:V slope 3:1 2 Minimum slope in flow direction % 0.2 (provide underdrains for slopes < 10.5)1 Maximum slope in flow direction % 2.0 (provide grade-control checks for slopes >2.0) 1 Maximum flow velocity ft/sec 1.0 (based on Manning n = 0.20) Maximum depth of flow inches 3 to 5 (1 inch below top of grass) 1 MinimUm contact time minutes Tr- Minimum length ft Sufficient length to provide minimum contact time Vegetation - Turf grass or approved equal 1 Grass height inches 4 to 6 (mow to maintain height) 1 Ventura County's Technical Guidance Manual for Stormwater Quality Control Measures 2 City of Modesto's Guidance Manual for New Development Stormwater Quality Control Measures 3 CA Stormwater BMP Handbook for New Development and Significant Redevelopment 4 Riverside County DAMP Supplement A Attachment 1 I 1 52 I I LI I I I ill' I Grass Swale Design Procedure 1 1. Design Flow Use Worksheet 2 - Design Procedure Form for Design Flow Rate, QBMP. 1 2. Swale Geometry a. Determine bottom width of swale (must be at least 2 feet). I b. Determine side slopes (must not be steeper than 3:1; flatter is preferred). c. Determine flow direction slope (must be between 0.2% and 2%; provide underdrains for slopes less than 0.5% and provide grade control checks I for slopes greater than 2.0% 3. Flow Velocity I Maximum flow velocity should not exceed 1.0 ft/sec based on a Mannings n = 0.20 I 4. Flow Depth Maximum depth of flow should not exceed 3 to 5 inches based on a Manning n = 0.20 1 5. Swale Length Provide length in the flow direction sufficient to yield a minimum contact time of 7 minutes. I L = (7 mm) x (flow velocity ft/s) x (60 sec/mm) I 6. Vegetation Provide irrigated perennial turf grass to yield full, dense cover. Mow to maintain height of 4 to 6 inches. 1 7. Provide sufficient flow depth for flood event flows to avoid flooding of critical areas or structures. I I I I I 171 I 53 I I 1 I I I I I I I I I I I I I I I I SWALE L,tGTFl CHECK DAM flIPAP ENcRGY DISIPA1c / FLOW SPEADER FOR TIM F.. T OL04 S.<)Tf W CURD MONC \ A TRAPEZOIDAL GRASS SWALE PLAN NOT TO SCALE GRASS IIEKHT 410W oErTH0Frw.vATo1 - - 4 (uurM) (REC"R ED FOR SLOKS 05 UT1ULRORA1r REO(URED rOR SLOPES • 05, 001 TO4 1DTPi TRAPEZOIDAL GRASS SWALE SECTION NOT TO SCALE Figure 11: Grassed Swale Source: Ventura County Guidance Manual ..- 54 - - - - - - - - - - - - - - - - - - ALGA NORTE PARK STORMFILTER TREATMENT CALCULATIONS STORMFILTER UNIT AREA C-VALUE INTENSITY QTREAT # OF CARTRIDGES (acres) (in/hr) (cfs) MANHOLE STORMFILTER 72-INCH 1.82 0.41 0.2 0.15 5 CATCH BASIN STORMFILTER 1.12 0.41 0.2 0.09 3 NOTE: # OF CARTRIDGES BASED ON 15 GPM PER UNIT TREATMENT RATE 7/17/2007 EPA NE: Storm Water - StormFilter http://www.epa.gov/region 1/assistance/ceitts/stormwater/techs/stormfilte... U.S Enyitc.ar,mentai Protection Agency EPA New England's Center for Environmental Industry and Technology (CEIT) Serving Connecticut, Maine, Massachusetts, New Hampshire, Rhode Island, Vermont & 10 Tribal Nations Recent Additions I Contact Us I Print Version Search: EPA Home > EPA New England > Water > Storm Water> CEIT Show: Storm Water> StormFilter® EPA NE Home A-Zlndex Storm Water Virtual Trade Show Important Information Criteria for Inclusion - Stormwater Management The criteria for including an environmental CEIT Home Storm Filter®r' technology on this site are described in the CEIT Virtual Show instructions. Home Select a Company/Technology GO_J Verification of Content Storm Water The technology descriptions contained on Introduction this site including, but Narrative Description not limited to, History information on Virtual Storm ETV Verification Report/Statement (EPA HQ) technology applications, performance, limitations, Water (www.epa.gov/etv/verifications/vcenter9-9.html) benefits and costs have Trade Show been provided directly by Regulations The Stormwater was made to examine, / Management StormFilter® is New a passive, flow-through, - the vendors. No attempt Permitting in screen or verify company or technology England storm water filtration system I information. Therefore, that uses rechargeable, EPA has not confirmed Background media-filled filter cartridges I the accuracy or legal adequacy of any Info housed in underground disclosures, product Links to Other concrete vaults. The performance or other Sources of Info siphon-actuated cartridges, information provided by which draw storm water the companies and used - by EPA in this web site. Technologies through the filter media, are The siphon-actuated SlonnFilter is highly reliable, Important installed in precast or cost-effective, and easy to install Compliance Information cast-in-place concrete vaults 1 EPA has not evaluated with pipe underdrains cast into the concrete floor. Through mechanical the environmental compliance status or filtration, ion exchange, and adsorption, the filter media removes total history of the companies Wastewater Virtual suspended solids (TSS), soluble metals, soluble phosphorus, nitrates, that have technologies Trade Show and oil and grease from storm water. CONTECH Stormwater Solutions listed on CEIT. EPA has -- offers an assortment of filter media, which are selected for use in the not evaluated or verified statements made on this cartridges based on the pollutants expected at the site. The StormFilter site pertaining to Innovative has the flexibility to be fine-tuned with different media if actual pollutant compliance with federal, Technology loadings/concentrations at a site differ from expectations, vary with a state or local regulations, standards, permits or Inventory change in land use, or change due to regulations. other requirements. Endorsement The inclusion of Specifications companies and their products in this database does not constitute or imply endorsement or System sizing determined on number of flow-through cartridges recommendation by the needed to filter water quality flow or volume. EPA. A total of 2.3 feet of drop is needed from the invert of the inlet Keeping the Site Current pipe. vendors are responsible for keeping their Volume-based design typically has less than 9 feet of driving information up-to-date. head. )f5 7/17/2007 4:17 PM NE: Storm Water - StormFilter http://www.epa.gov/regionl/assistance/ceitts/stormwater/techs/stormfilte... Detailed construction specifications are available from I . CONTECH Stormwater Solutions. Site Constraintsllnstallation Requirements If high flow bypasses are required, the StormGateTM high flow bypass from CONTECH Stormwater Solutions can be used. I . Maintenance access is required. . Traffic-bearing lids are available for parking lot installations. I . Anti-buoyancy measures need to be evaluated for precast and cast-in-place vaults. I Applications I Applications include: Parking lots for ultra-urban environments such as fast food restaurants, shopping malls, medical facilities, waste transfer I stations, and light industrial developments. Roadways ranging from single-family residential to arterial I roadways and major freeway systems. Retail and commercial developments. I . Industrial sites such as shipyards, galvanizing facilities, lead-acid battery manufacturing facilities, scrap yards, and transportation equipment wash facilities. I • Rooftop runoff. Pretreatment Required? I Pretreatment needs vary depending on site characteristics. Examples of upstream practices include: . Pavement sweeping and other source control measures I • Trapped and sump catch basins . Detention ponds, vaults, or pipes 1 . Sedimentation forebays . Oil-water separators and hydrodynamic devices. Performance 2o 5 7/17/2007 4:17 PM EPA NE: Storm Water - StormFilter http://www.epa.gov/regionl/assistance/ceitts/stormwater/techs/stormfilte Performance claims vary with pollutant type and concentrations, particle size distributions, etc. Data include removals of TSS, nutrients, I soluble heavy metals, PAHs, phthalates and a variety of other pollutants. I Peer-reviewed laboratory and field studies are available from the CONTECH Stormwater Solutions web site at www.contechstormwater.com. I In January 2005, the Washington State Department of Ecology (Ecology) awarded a General Use Level Designation (GULD) for Basic Treatment for the StormFilter. The StormFilter was evaluated over a two year period through extensive field monitoring at multiple sites in I Washington. With influent particle size distribution ranging from silt to silt loam, it was demonstrated that the StormFilter consistently satisfied Ecology's stormwater treatment goals for Basic Treatment, utilizing ZPGTm media at an individual cartridge flow rate of 7.5 gpm. ZPG is a I blend of three types of filter media: zeolite, perlite, and granular activated carbon. Maintenance I Annual maintenance is recommended and should be incorporated into the storm water management plan for the entire site. Typical maintenance involves sediment removal, and cartridge removal and recharging as necessary. Operation and maintenance guidelines are I available from CONTECH Stormwater Solutions. The company also provides maintenance services and site assessments. I Longevity - I Structural design is on the order of 50 years. StormFilter cartridge components (such as the hood, airlock cap, etc.) are guaranteed for life with signed service agreement. I Secondary Beneficial Impacts Availability of different media allows for targeting of site-specific ' pollutants after construction. Residuals can be recomposted to complete the sustainable cycle. I . Continued product support and system maintenance provided by CONTECH Stormwater Solutions. I Costs I The StormFilter has demonstrated significant cost savings over conventional storm water treatment technologies when land costs are factored in. System costs vary depending on structural needs, depth, I type of lid, etc. End of pipe systems range from $10,000 to $60,000 for If 5 7/17/2007 4:17 PM EPA NE: Storm Water - StormFilter http://www.epa.gov/regionh/assistance/ceitts/stormwater/techs/stofi treatment rates up to 1.2 cfs. Systems can be sized up to 30+ cfs. The catch basin system starts at $2500. I Delivery Time CONTECH Stormwater Solutions provides engineering design assistance to the site civil engineer. During the construction phase, I pre-cast units are available typically within four weeks from approval Df shop drawings. Larger cast-in-place units are scheduled by the general contractor. System components are generally available within four weeks of purchase order. I Installations As of July 2006, 55,000 StormFilter cartridges are installed in more than 35 States and 365 cities. I Online installation examples New Jersey (www.state.nj.us/dep/dsr/bscit/CertifiedMain.htm ) I Virginia (hftp://www.dcr.virginia.gov/sw/docs/swm/Chapter-3-15.pdf) Washington (http://www.ecy.wa.gov/programs/wq/stormwater/newtech/ I use_designations/stormfilter_guld.pdf) Additional Information Product Guide Design Manual I • Three-year Technical Summary General Information Document I . Engineering support for the StormFilter and other storm water applications 1 . AutoCAD drawings can be downloaded from CONTECH Stormwater Solutions's site at www.stormwatennc.com LEXI'r DiscJaimi I ' Manufacturer Company: CONTECH Stormwater Solutions Inc. Address: 200 EnterpriseDrive I Scarborough, ME 04074 Telephone: M - (877) 907-8676 Fax: (207) 885-9825 Website: www.contechstormwater.com [0iscimerI If 5 7/17/2007 4:17 PM EPA NE: Storm Water - StormFilter I - Contact: New Hampshire, Maine, Massachusetts: John Stiver, Stormwater Consultant I Phone: . (207) 885-9830 Fax: (207) 885-9825 eMail: stiverkcontech-cpi,com I Connecticut, Rhode Island: Cam Brown, Stormwater Consultant Phone: -- (207) 885-9830 I Fax: (207) 885-9825 eMail: brownccontech-cpi.com Vermont: I Kim Jordan, Stormwater Consultant Phone: . (508) 829-5029 Fax: (508) 829-5248 eMail: jordankcontech-cpi.com I Serving C-nnecticut,Maine Massachusetts, New Hampshire, Rhode Island, Vermort. & 10 Tribal Nations I . EPA Home J Privacy and Security Notice I Contact Us Last updated on Thursday, June 14th, 2007 JRL: http://www.epa.gov/regionh/assistance/ceius/stormwater/techs/starmfilr, I I I I I F I I I I If 5 7/17/2007 4:17 PM I;!NIWi MANHOLE STORM FILTER -PLAN VIEW 1 I 300 FRAME AND COVER. (STD) CONCRETE GRADE KING (SEE NOTE 4) STEP INLET FIFE '. -- IIDFE OUTLET (SEE NOTES 5 $ G) ,- RISER. NTH SCUM BAFFLE (SEE NOTE 7) BALLAST (SEE NOTE 5) Lill I HEIGHT WIDTH / SEE DETAIL 2J2 UNDERDRAIN \ STORMFILTER CARTRiDGE MANIFOLD (WF) (SEE NOTE 2) MANHOLE STORM FILTER - SECTION VIEW A I STORMWATEP, MANAGEMENT 5tormñIterI U.S. PATENT No. 5.322,629, Soluthns PATENTS PENDING No. 5.707527. No. .027,G39 No. G.C49.048, No. 5.G24.57G, AND OTHER U.S. AND FOREIGN PRECAST 72" MANHOLE STORMFILTER DRAWING i F! PLAN AND SECTION VIEWS . I STORMWAIR SOLLMONS-STANDARD DETAIL - 112 contechstormwater.com DATE: 09F26105 ISCALE.NONE FILE NAME MHSF7-72PC-OTL DRAWN: MJW I CHECKED: ARG I I I I I I I I 1 I I I I I I I I I I INLET FE (SEE NOTES 5 * C) GENERAL NOTES I) STORMFILTER BY CONTECIl STORM WATER SOLUTIONS; PORTLAND. OR (800) 548-4GG7; SCARBOROUGH, ME (877) 907-8G7G; ELN.RJDGE, MD ((5GG) 740-338. FILTER. CARTRIDGE(S) TO BE SIPHON-ACTUATED AND SELF-CLEANING. STANDARD DETAIL SHOWS MAXIMUM NUMBER OF CARTRIDGES. ACTUAL NUMBER REQUIRED TO BE SPECIFIED ON SITE PLANS OR IN DATA TABLE BELOW. PRECAST MANHOLE STRUCTURE TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM C478. DETAIL REFLECTS DESIGN INTENT ONLY. ACTUAL DIMENSIONS AND CONFIGURATION OF STRUCTURE WILL BE SHOWN ON PRODUCTION SHOP DRAWING. STRUCTURE AND ACCESS COVERS TO MEET AASI-ITO 1-1-20 LOAD RATING. STOR.MFILTER REQUIRES 2.3 FEET OF DROP FROM INLET TO OUTLET. IF LESS DROP IS AVAILABLE, CONTACT CONTECh STORMWATER SOLUTIONS. MINIMUM ANGLE BETWEEN INLET AND OUTLET IS 45°. G) INLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR. PRECAST MANHOLE STORMFILTER EQUIPPED WITH A DUAL DIAMETER I-IDPE OUTLET STUB AND SAND COLLAR. EIGHT INCH DIAMETER OUTLET SECTION MAY BE SEPARATED FROM OUTLET STUB AT MOLDED-IN CUT LINE TO ACCOMMODATE A 12 INCH OUTLET PIPE. CONNECTION TO DOWNSTREAM PIPING TO BE MADE USING A FLEXIBLE COUPLING OR ECCENTRIC REDUCER, AS REQUIRED. COUPLING BY FERNCO OR EQUAL AND PROVIDED BY CONTRACTOR. PROVIDE MINIMUM CLEARANCE FOR MAINTENANCE ACCESS. IF A SHALLOWER SYSTEM IS REQUIRED, CONTACT CONTECH STORMWATER SOLUTIONS FOR OTHER OPTIONS. ANTI-FLOTATION BALLAST TO BE SPECIFIED BY ENGINEER AND PROVIDED DY CONTRACTOR, IF REQUIRED. BALLAST TO BE SET AROUND THE PERIMETER OF THE STRUCTURE. ALL STORMFILTERS REQUIRE REGULAR MAINTENANCE. REFER TO OPERATION AND MAINTENANCE GUIDELINES FOR MORE INFORMATION. I I I Li I I I 30ø FRAME -, , ^,_7AND COVER (STD) MANHOLE STORMFILTER - TOP VIEW ( OUTLET SAND COLLAR RISER c.1__jyf 1 , 20 OUTLET STUB MOLDED-IN CUT LINE ,- 80 OUTLET STUB FRCAST MANHOLE STORMMLTR_DATA STRUCTURE ID XXX WATER QUALITY FLOW RATE (cfs) XXX PEAK FLOW RATE (< 1.5 cfs) X.XX RETURN PERIOD OF PEAI(. FLOW (yrs) XXX # OF CARTRIDGES REQUIRED xx CARTRIDGE FLOW RATE (15 or 7.5 pm) XX MEDIA TYPE (CSF, PERLITE, ZPG) XXXXX RIM ELEVATION XXX.XX FIFE DATA: I.E. JORIENTATION MATERJAL DIAMETER INLET PIPE # I XXX.XX XX° XXX XX" INLET PIPE #2 XX.X.XX XX* XXX XX" OUTLET STUB XXX.XX 0° XXX 8 / 12" ECCENTRIC REDUCER (BY CONTRACTOR) YES\NO SIZE XXX XX x XX" ANTI-FLOTATION BALLAST WIDTH HEIGhT NOTES/SPECIAL REQUIREMENTS: PIPE ORIENTATION KEY: 901 180° _$loo 270° I I I 1 I I Li I I \_ OUTLET PIPE (BY CONTRACTOR) \ COUPLING "— (BY CONTRACTOR) (SEE NOTE G) BALLAST \, GROUT (SEE NOTE 8) (BY CONTRACTOR) MANHOLE STORMFILTER - OUTLET DETAIL 2 02D)8 CiBSrmwater Solutions 2 THE STORMWATER. MANAGEMENT 5tormPclter® U.S. PATENT No. 5,322,629. No. 5.707.527. No. 6.027,639 No. G.G49.048. No. 5.G24.57G. AND OTHER U.S. AND FOREIGN PATENTS PENDING I wkIerI_r PRECAST 72" MANHOLE STORMFILTER I q1j j F! TOP AND SECTION VIEWS, NOTES AND DATA 2 I STANDARD DETAIL L. ThR contechstormwater.com DATE: 09126/05 _SCALE: NONE _FILE NAME MHSF7-72P0-OTL _DRAWN: MJW _CHECKED:ARG I I 4. OUTLET STUB (SEE NOTES 4$5) WIR WALL a £ 4 I Oil £ - OVERLAP : :r:_..:•. :..: a I 4" a (TYP) iT. • .. ; -.; I REID I (SEE NOTE C) 3-CARTRIDGE CATCHBASIN - PLAN VIEW 4"0 OPENING (TYP) INLET GRATE OUTLET STUB ACCESS COVER (SEE NOTES 4$5) Gil TYl= 2 /2" \ CONCRETE COLLAR (SEE NOTE C) ____________________ STORM FILTER 1 ____________________ CARTRIDGE (TYP) (SEE NOTE 2) CLEANOUT ACCESS PLUG ON WEIR WALL UNDERDRAIN MANIFOLD 2 -_I 2_oil • 3'-,5"a INSIDE _INSIDE INSIDE I OUTSIDE 3-CARTRIDGE CATCHBASIN - SECTION VIEW THE STORM WATER MANAGEMENT StorniI"iIter" U.S. PATENT No. 5.322.G25, No. 5.707.527. No. G027.G39 No. G.G49.048, No. 5.G24.57G. AND OTHER U.S. AND FOREIGN 02006 CONTECH Stomiwater Solutions PATENTS PENDING STEEL CATCHBASIN STORMFILTER DRAWING F F! PLAN AND SECTION VIEWS I STORMWATER STANDARD DETAIL-3 CARTRIDGE UNIT - 1/3 - contechstormwater.com I DATE: I 1/01/05 I_ SCALE: NONE _FILE NAME CBSF3-S.OTL _DRAWN: M.N'I CHECKED I I I I I I I I I I I I I I I I I I I 400 OPENING - PERMANENT POOL ELEVATION VARIES 2-3 5/5 MAX. 5 /40 C J 2-3 5/8 50 j INLET 5TU15 (OPTIONAL) (SEE NOTES 4$ 5) 2 INSIDE 2-0 /2 OUTSIDE OUTLET 5TU8 (SEE NOTES 4* 5) 20 OUTLET FIFE FROM UNDERDRAIN 1 I I I I I I I I I I I I I I 1 I I I 3-CARTRIDGE CATCHBASIN - SECTION VIEW LIFTING EYE (TYP OF 4) PERMANENT 3q90 POOL ELEVATION E1' CARTRIDGE T SUPPORT (1W) 3-CARTRIDGE CATCHBASIN - SECTION VIEW THE STORM WATER. MANAGEMENT Stoimlilter® U.S. PATENT No. 5.322.G25, No. 5.707.527. No. G.027639 No. G. r.49.048 No. 5,G24.57G, AND OThER U.S. AND FOREIGN 02006CONTECH Stormwater Solutions PATENTS PENDING STEEL CATCHBASIN STORMFILTER IDRAWING I SECTION VIEWS I 2 STORMWATER- '-LU11ONS. STANDARD DETAIL -3 CARTRIDGE UNIT I contechstormwater.cOm DATE; 11101/05 I SCALE; NONE I FILE NAME.CBSF3-S-OTL I DRAWN:MJW I CHECKEO:ARG GENERAL NOTES I) STORMFILTER. DY CONTECH STORMWATER SOLUTIONS; PORTLAND. OR (300) 548-4GG7; SCARBOROUGH, ME (877) 907-8G7G; ELIcRiDGE, MD (8CC) 740-338. FILTERS TO DE SIPHON-ACTUATED AND SELF-CLEANING. STEEL STRUCTURE TO DE MANUFACTURED OF 1/4 INCH STEEL PLATE. STORMFILTER REQUIRES 2.3 FEET OF DROP FROM RIM TO OUTLET. INLET SHOULD NOT DE LOWER THAN OUTLET. INLET (IF APPLICABLE) AND OUTLET PIPING TO DE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR. CDSF EQUIPPED WITH 4 INCH (APPROXIMATE) LONG 'STUDS FOR INLET (IF APPLICABLE) AND OUTLET PIPING. STANDARD OUTLET STUD IS 8 INCHES IN DIAMETER. MAXIMUM OUTLET STUD IS 15 INCHES IN DIAMETER. CONNECTION TO COLLECTION PIPING CAN DE MADE USING FLEXIBLE COUPLING DY CONTRACTOR. C) FOR 11-20 LOAD RATING, CONCRETE COLLAR IS REQUIRED. CONCRETE COLLAR WITH QUANTITY (2) #4 REINFORCING BARS TO BE PROVIDED BY CONTRACTOR. 7) ALL STORMFILTERS REQUIRE REGULAR MAINTENANCE. REFER TO OPERATION AND MAINTENANCE GUIDELINES FOR MORE INFORMATION. 3-CARTRiDGe CATCh bASIN STORMflLThR DATA STRUCTURE ID XXX WATER QUALITY FLOW RATE (cfs) XXX PEAr, FLOW RATE (< I cfs) XXX RETURN PERIOD OF PEAK FLOW (yrs) XXX CARTRIDGE FLOW RATE (I 5 OR 7.5 ,pm) XX MEDIA TYPE (CSF, FERtilE. ZPG) X.XXXX RIM ELEVATION XXX.XX PIPE DATA: I.E. DIAMETER INLET STUD XXX.XX XX OUTLET STUD XXX.XX XX CONFIGURATION OUTLET OUTLET iooiioi tot: toot INLET INLET SLOPED LID YES\NO SOLID COVER YES\NO NOTES/SPECIAL REQUIREMENTS: I I I INLET GRATE ACCESS COVER IiIiiIiFiIiIiIiiiii - IIIIluIIIIIIIIIIIlIII - *.*.*.**•*4 ff1111 1111111111 S***. . . . . . . . . . **.*****4 I I I I I I I I I I I II ø'•'• uiiiuuuuiiitu ...i.u..i.it. *. ••..*4 flfl I I I I I I I I I I I I U 2-4 .. INSIDE RiM I ID THE 5TORIWAThR MANAGEMENT E' StocmriIter U.S. PATENT No. 5,322$25, No. 5.707527. No. 027.39 ___ No. 49.048, No. 5,G24,57, AND OTHER U.S. AND FOREIGN PATENTS PENDING iVUU WI I fl LUI IIIWdLI UIUUU DRAWN LuTrLI STEEL CATC H BASIN STORMFILTER i TOP VIEW, NOTES AND DATA 3 SMIRMIMER -iiONS... ' STANDARD DETAIL -3 CARTRIDGE UNIT - 3/3 contechstormwater.com DATE: 11101/05 1 SCALE: NONE FILE NAME CBSF3-S-OTL DRAWN: MJW I CHECKED:ARG I I I I I I 1 I I 111 I I I I I I -1'-.': -1-a; •.. ... :..' 9 .• • . .. .. - •.. . a •. I 2-4' 2-4' 4' INSIDERIM INSIDE RIM INSIDERJM OUTSIDE RIM 3-CARTRIDGE CATCHBASIN - TOP VIEW 1 ,annna .entj ou. a .. 3 I San Diego County Rational Hydrology Program I CIVILCADD/CIVILDESIGN Engineering Software, (C) 1991-2003 Version 7.3 Rational method hydrology program based on I San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 07/20/07 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Berg Engineering, Oceanside, California - S/N 937 ------------------------------------------------------------------------ I Rational hydrology study storm event year is 1.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 0.500 24 hour precipitation(inches) = 1.000 P6/P24 = 50.0% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 21.000 INITIAL AREA EVALUATION kkkk Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type I (Office Professional Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 Initial subarea total flow distance = 230.000(Ft.) Highest elevation = 315.000(Ft.) Lowest elevation = 310.000(Ft.) Elevation difference = 5.000(Ft.) Slope = 2.174 % Top of Initial Area Slope adjusted by User to 2.200 % Bottom of Initial Area Slope adjusted by User to 2.200 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) I or the top area slope value of 2.20 %, in a development type of Office Professional n Accordance With Figure 3-3 Initial Area Time of Concentration = 2.89 minutes TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope"(1/3)] TC = [1.8*(1.1_0.8500)*( 70.000".5)/( 2.200"(1/3)1= 2.89 The initial area total distance of 230.00 (Ft.) entered leaves a remaining distance of 160.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.69 minutes for a distance of 160.00 (Ft.) and a slope of 2.20 % with an elevation difference of 3.52(Ft.) from the end of the top area Tt = {11.9*length(Mi)'3)/(elevation change(Ft.))JA.385 *60(min/hr) = 1.690 Minutes Tt=[(11.9*0.03033)/( 3.52)]".385= 1.69 Total initial area Ti = 2.89 minutes from Figure 3-3 formula plus 1.69 minutes from the Figure 3-4 formula = 4.58 minutes Rainfall intensity (I) = 1.393(In/Hr) for a 1.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 2.214(CFS) Total initial stream area = 1.870(Ac.) +++++++ ++++ ++++++ ++ + ++++ +++++ ++•+ + ++ +++++++++ + ++ + ++++++ +++ + +++++++++ +++ Process from Point/Station 21.000 to Point/Station 22.000 IRREGULAR CHANNEL FLOW TRAVEL TIME I Estimated mean flow rate at midpoint of channel = 3.353(CFS) Depth of flow = 0.199(Ft.), Average velocity = 4.694(Ft/s) kAkk Irregular Channel Data ----------------------------------------------------------------- I Information entered for subchannel number 1 Point number 'X' coordinate Iyt coordinate 1 0.00 2.00 2 6.00 0.00 I 3 9.00 0.00 4 15.00 2.09 Manning's 'N' friction factor = 0.040 ----------------------------------------------------------------- I Sub-Channel flow = 3.353(CFS) flow top width = 4.192(Ft.) velocity= 4.694(Ft/s) area = 0.714(Sq.Ft) Froude number = 2.004 Upstream point elevation = 310.000(Ft.) I Downstream point elevation = 172.000(Ft.) Flow length = 800.000(Ft.) Travel time = 2.84 mm. Time of concentration = 7.43 mm. I Depth of flow = 0.199(Ft.) Average velocity = 4.694(Ft/s) Total irregular channel flow = 3.353(CFS) Irregular channel normal depth above invert elev. = 0.199(Ft.) I Average velocity of channel(s) = 4.694(Ft/s) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 I Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN I (Permanent Open Space I Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 1.021(In/Hr) for a 1.0 year storm I Effective runoff coefficient used for total area (Q=KCIA) is C = 0.446 CA = 4.330 Subarea runoff = 2.206(CFS) for 7.830(Ac.) Total runoff = 4.420(CFS) Total area = 9.700 (Ac.) Depth of flow = 0.233(Ft.), Average velocity = 5.141(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ' Process from Point/Station 22.000 to Point/Station 23.000 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 167.000(Ft.) I Downstream point/station elevation = 147.550(Ft.) Pipe length = 47.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 4.420(CFS) Given pipe size = 24.00(In.) I Calculated individual pipe flow = 4.420(CFS) Normal flow depth in pipe = 2.53(In.) Flow top width inside pipe = 14.75(In.) I Critical Depth = 8.85(In.) Pipe flow velocity = 25.00(Ft/s) Travel time through pipe = 0.03 mm. Time of concentration (TC) = 7.46 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 23.000 SUBAREA FLOW ADDITION L Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 I Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL I (1.0 DU/A or Less I Impervious value, Ai = 0.100 Sub-Area C Value = 0.410 Time of concentration = 7.46 mm. I Rainfall intensity = 1.018(In/Hr) for a 1.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.445 CA= 4.445 Subarea runoff = 0.105(CFS) for 0.280(Ac.) I Total runoff = 4.525(CFS) Total area = 9.980(Ac.) I Process from Point/Station 23.000 to Point/Station 200.000 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 147.550(Ft.) Downstream point/station elevation 143.630(Ft.) Pipe length = 341.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 4.525(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 4.525(CFS) Normal flow depth in pipe = 5.71(In.) Flow top width inside pipe = 23.55(In.) Critical Depth = 8.39(In.) Pipe flow velocity = 6.95(Ft/s) Travel time through pipe = 0.82 mm. Time of concentration (TC) = 8.27 mm. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 200.000 1 **** SUBAREA FLOW ADDITION - Decimal fraction soil group A = 0.000 I Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN I I (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 The area added to the existing stream causes a I a lower flow rate of Q = 4.381(CFS) therefore the upstream flow rate of Q = 4.525(CFS) is being used Time of concentration = 8.27 mm. Rainfall intensity = 0.952(In/Hr) for a 1.0 year storm ' Effective runoff coefficient used for total area (Q=KCIA) is C = 0.441 CA = 4.602 Subarea runoff = 0.000(CFS) for 0.450(Ac.) Total runoff = 4.525(CFS) Total area = 10.430(Ac.) Process from Point/Station 200.000 to Point/Station 200.000 **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 10.430(Ac.) Runoff from this stream = 4.525(CFS) Time of concentration = 8.27 mm. Rainfall intensity = 0.952(In/Hr) Program is now starting with Main Stream No. 2 I Process from Point/Station 24.000 to Point/Station 25.000 INITIAL AREA EVALUATION I Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C,= 0.000 I Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN I (Permanent Open Space Impervious value, Al = 0.000 I Sub-Area C Value = 0.350 Initial subarea total flow distance = 800.000(Ft.) Highest elevation = 315.000(Ft.) I Lowest elevation = 174.000(Ft.) Elevation difference = 141.000(Ft.) Slope = 17.625 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) I for the top area slope value of 17.63 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.19 minutes I TC = [1.8*(1.1_C)*distance(Ft.)".5)/(% slope"(1/3)] TC = [1.8*(1.1_0.3500)*( 100.000".5)/( 17.625"(1/3)]= 5.19 The initial area total distance of 800.00 (Ft.) entered leaves a remaining distance of 700.00 (Ft.) I Using Figure 3-4, the travel time for this distance is 2.36 minutes for a distance of 700.00 (Ft.) and a slope of 17.63 % with an elevation difference of 123.38(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))].385 *60(min/hr) I = 2.364 Minutes Tt=[(11.9*0.13263)/(123.38)II'.385= 2.36 Total initial area Ti = 5.19 minutes from Figure 3-3 formula plus 2.36 minutes from the Figure 3-4 formula = 7.55 minutes I Rainfall intensity (I) = 1.010(In/Hr) for a 1.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.965(CFS) I Total initial stream area = 2.730(Ac.) I Process from Point/Station 25.000 to Point/Station 200.000 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 169.000(Ft.) I Downstream point/station elevation = 143.630(Ft.) Pipe length = 60.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.965(CFS) Given pipe size = 18.00(In.) I Calculated individual pipe flow = 0.965(CFS) Normal flow depth in pipe = 1.32 (In.) Flow top width inside pipe = 9.39(In.) Critical Depth = 4.39(In.) I Pipe flow velocity = 16.55(Ft/s) Travel time through pipe = 0.06 mm. Time of concentration (TC) = 7.61 mm. I + +++++++ + + ........................................................... Process from Point/Station 200.000 to Point/Station 200.000 **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.730(Ac.) Runoff from this stream = 0.965(CFS) Time of concentration = 7.61 mm. Rainfall intensity = 1.005(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 4.525 8.27 0.952 2 0.965 7.61 1.005 Qmax(l) = 1.000 * 1.000 * 4.525) + 0.948 * 1.000 * 0.965) + = 5.439 Qmax(2) = 1.000 * 0.920 * 4.525) + 1.000 * 1.000 * 0.965) + = 5.127 Total of 2 main streams to confluence: Flow rates before confluence point: 4.525 0.965 Maximum flow rates at confluence using above data: 5.439 5.127 Area of streams before confluence: 10.430 2.730 Results of confluence: Total flow rate = 5.439(CFS) Time of concentration = 8.274 mm. Effective stream area after confluence = 13.160 (Ac.) I Process from Point/Station 200.000 to Point/Station 26.000 PIPEFLOW TRAVEL TIME (User specified size) **** I Upstream point/station elevation = 143.630(Ft.) Downstream point/station elevation = 142.750(Ft.) Pipe length = 126.00(Ft.) Manning's N = 0.010 I No. of pipes = 1 Required pipe flow = 5.439(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 5.439(CFS) Normal flow depth in pipe = 7.08(In.) I Flow top width inside pipe = 25.47 (In.) Critical Depth = 9.23(In.) Pipe flow velocity = 6.15(Ft/s) Travel time through pipe = 0.34 mm. Time of concentration (TC) = 8.62 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 26.000 to Point/Station 26.000 SUBAREA FLOW ADDITION Decimal fraction soil group A = 0.000 I Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 I [INDUSTRIAL area type I (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 I Time of concentration = 8.62 mm. Rainfall intensity = 0.927(In/Hr) for a 1.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.434 CA = 5.871 Subarea runoff = 0.006(CFS) for 0.360(Ac.) Total runoff = 5.445(CFS) Total area = 13.520(Ac.) + ++++ + ++ ++ +++ ++++++++++ ++++++ ++++++++++++++++++++ +++ + +++++ ++++++ +++ Process from Point/Station 26.000 to Point/Station 26.100 'kkkk PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 142.750(Ft.) Downstream point/station elevation = 141.400(Ft.) Pipe length = 270.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 5.445(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow 5.445(CFS) Normal flow depth in pipe = 7.70(In.) Flow top width inside pipe = 26.21(In.) Critical Depth = 9.23(In.) Pipe flow velocity = 5.46(Ft/s) Travel time through pipe = 0.82 mm. Time of concentration (TC) = 9.44 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.100 to Point/Station 26.100 SUBAREA FLOW ADDITION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type I (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 9.44 mm. Rainfall intensity = 0.874(In/Hr) for a 1.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.508 CA = 8.503 Subarea runoff = 1.990(CFS) for 3.210(Ac.) Total runoff = 7.435(CFS) Total area = 16.730(Ac.) Process from Point/Station 26.100 to Point/Station 201.000 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 141.400(Ft.) Downstream point/station elevation = 140.580(Ft.) Pipe length = 74.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 7.435(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 7.435(CFS) Normal flow depth in pipe = 7.37(In.) Flow top width inside pipe = 25.83(In.) Critical Depth = 10.85(In.) Pipe flow velocity = 7.93(Ft/s) Travel time through pipe = 0.16 mm. Time of concentration (TC) = 9.59 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 201.000 SUBAREA FLOW ADDITION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL 1 I 1-1 I I I 1 I I Li I LI I I I I I (10.9 DU/A or Less Impervious value, Ai = 0.450 Sub-Area C Value = 0.600 Time of concentration = 9.59 mm. Rainfall intensity = 0.865(In/Hr) for a 1.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.510 CA = 8.749 Subarea runoff = 0.135(CFS) for 0.410 (Ac Total runoff = 7.570(CFS) Total area = 17.140(Ac.) Process from Point/Station 201.000 to Point/Station 201.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 17.140 (Ac.) Runoff from this stream = 7.570(CFS) Time of concentration = 9.59 mm. Rainfall intensity = 0.865(In/FIr) Program is now starting with Main Stream No. Process from Point/Station 27.000 to Point/Station 28.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space Impervious value, Al = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 1000.000(Ft.) Highest elevation = 320.000(Ft.) Lowest elevation = 170.000(Ft.) Elevation difference = 150.000(Ft.) Slope = 15.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 15.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.47 minutes TC = [1.8*(1.1_C)*distance(Ft.)".5)/(% slopeA(1/3)1 TC = [1.8*(1.1_0.3500)*( 100.000".5)/( 15.000'(1/3)]= 547 The initial area total distance of 1000.00 (Ft.) entered leaves a remaining distance of 900.00 (Ft.) Using Figure 3-4, the travel time for this distance is 3.05 minutes for a distance of 900.00 (Ft.) and a slope of 15.00 % with an elevation difference of 135.00(Ft.) from the end of the top area Tt = (11.9*length(Mi)"3)/(elevation change(Ft.))]A.385 *60(min/hr) = 3.052 Minutes Tt=[(11.9*0.1705t3)/(135.00)1.385= 3.05 Total initial area Ti = 5.47 minutes from Figure 3-3 formula plus 3.05 minutes from the Figure 3-4 formula = 8.53 minutes Rainfall intensity (I) = 0.934(In/Hr) for a 1.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 4.690(CFS) Total initial stream area = 14.350(Ac.) Process from Point/Station 28.000 to Point/Station 29.000 PIPEFLOW TRAVEL TIME (User specified size) **** 1 Li I I [1 Li I I I I El I [1 Li I LI Upstream point/station elevation = 164.000(Ft.) Downstream point/station elevation = 143.040(Ft.) Pipe length = 53.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 4.690(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 4.690(CFS) Normal flow depth in pipe = 2.63(In.) Flow top width inside pipe = 15.00(In.) Critical Depth = 9.13(In.) Pipe flow velocity = 25.04(Ft/s) Travel time through pipe = 0.04 mm. Time of concentration (TC) = 8.56 mm. + + + + + ++ + + + + + + + + + + + ± + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 29.000 to Point/Station 29.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL 1 (10.9 DU/A or Less Impervious value, Ai = 0.450 Sub-Area C Value = 0.600 Time of concentration = 8.56 mm. Rainfall intensity = 0.931(In/Hr) for a 1.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.358 CA = 5.293 Subarea runoff = 0.239(CFS) for 0.450(Ac.) Total runoff = 4.929(CFS) Total area = 14.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 29.000 to Point/Station 201.000 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 143.040(Ft.) Downstream point/station elevation = 141.470(Ft.) Pipe length = 156.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 4.929(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 4.929(CFS) Normal flow depth in pipe = 6.63(In.) Flow top width inside pipe = 21.47 (In.) Critical Depth = 9.38(In.) Pipe flow velocity = 6.96(Ft/s) Travel time through pipe = 0.37 mm. Time of concentration (TC) 8.93 mm. ++++++ ++ +++ + ++ +++++++++++++++++++++++++++++++++ + +++++++++++ +++++ + +++++ Process from Point/Station 201.000 to Point/Station 201.000 **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 14.800(Ac.) Runoff from this stream = 4.929(CFS) Time of concentration = 8.93 mm. Rainfall intensity = 0.906(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 I I I H I LI H I L I I I [1 I I I Li LI 1 7.570 9.59 0.865 2 4.929 8.93 0.906 Qmax(1) = 1.000 * 1.000 * 7.570) + 0.955 * 1.000 * 4.929) + = 12.277 Qmax(2) = 0.931 * 7.570) + 1.000 * 1.000 * 1.000 * 4.929) + = 11.978 Total of 2 main streams to confluence: I Flow rates before confluence point: 7.570 4.929 Maximum flow rates at confluence using above data: I 12.277 11.978 Area of streams before confluence: 17.140 .14.800 I Results of confluence: Total flow rate = 12.277(CFS) Time of concentration = 9.594 mm. Effective stream area after confluence = 31.940(Ac.) I Process from Point/Station 201.000 to Point/Station 202.000 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 141.470(Ft.) Downstream point/station elevation = 140.700(Ft.) Pipe length = 155.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 12.277(CFS) Given pipe size = 30.00 (In.) Calculated individual pipe flow = 12.277(CFS) Normal flow depth in pipe = 11.80(In.) Flow top width inside pipe = 29.31(In.) Critical Depth = 14.11(In.) Pipe flow velocity = 6.85(Ft/s) Travel time through pipe = 0.38 mm. Time of concentration (TC) = 9.97 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 202.000 **** CONFLUENCE OF MAIN STREAMS *A The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 31.940 (Ac.) Runoff from this stream = 12.277(CFS) Time of concentration = 9.97 ruin. Rainfall intensity = 0.844 (In/Br) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 31.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATU RAL TERRAIN (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 430.000(Ft.) Highest elevation = 265.000(Ft.) Lowest elevation = 171.000(Ft.) Elevation difference = 94.000(Ft.) Slope = 21.860 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 21.86 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.83 minutes TC = [1.8*(1.1_C)*distance(Ft.)".5)/(% slope"(1/3)] TC = {1.8*(1.l_0.3500)*( 100.000".5)/( 21.860"(1/3)1= 4.83 The initial area total distance of 430.00 (Ft.) entered leaves a remaining distance of 330.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.22 minutes for a distance of 330.00 (Ft.) and a slope of 21.86 % with an elevation difference of 72.14(Ft.) from the end of the top area Tt = (11.9*length(Mi)'3)/(e1evation change(Ft.))]A.385 *60(min/hr) = 1.219 Minutes Tt=[ (11.9*0. 0625'3) / ( 72.14)1^.385= 1.22 Total initial area Ti = 4.83 minutes from Figure 3-3 formula plus 1.22 minutes from the Figure 3-4 formula = 6.05 minutes Rainfall intensity (I) = 1.165(In/Hr) for a 1.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.534(CFS) Total initial stream area = 1.310 (Ac.) + ++ ++++++ + + + ++ + + +++++ +++++++++++ +++++++ +++++++ ++++++++ +++++++++ +++++++ Process from Point/Station 31.000 to Point/Station 202.000 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =. 162.000(Ft.) Downstream point/station elevation = 140.700(Ft.) Pipe length = 56.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow . = 0.534(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 0.534(CFS) Normal flow depth in pipe = 1.03(In.) Flow top width inside pipe = 8.35(In.) Critical Depth = 3.25(In.) Pipe flow velocity = 13.33(Ft/s) Travel time through pipe = 0.07 mm. Time of concentration (TC) = 6.12 mm. Process from Point/Station 202.000 to Point/Station 202.000 **** SUBAREA FLOW ADDITION I I I Li Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL (10.9 DU/A or Less Impervious value, Ai = 0.450 Sub-Area C Value = 0.600 Time of concentration = 6.12 mm. Rainfall intensity = 1.157(In/Hr) Effective runoff coefficient used for (Q=KCIA) is C = 0.457 CA = 1.047 Subarea runoff = 0.676(CFS) for for a 1.0 year storm total area 0.980 (Ac.) Total runoff = 1.210(CFS) Total area = 2.290(Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 202.000 I **** CONFLUENCE OF MAIN STREAMS I I I I I Li I I I I LI I I I The following data inside Main Stream is listed: I In Main Stream number: 2 Stream flow area = 2.290(Ac.) Runoff from this stream = 1.210(CFS) Time of concentration = 6.12 mm. I Rainfall intensity = 1.157(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Er) 1 12.277 9.97 0.844 2 1.210 6.12 1.157 Qmax(1) = 1.000 * 1.000 * 12.277) + 0.730 * Qmax(2) = 1.000 * 1.210) + = 13.161 1.000 * 0.613 * 12.277) + 1.000 * 1.000 * 1.210) + = 8.742 Total of 2 main streams to confluence: Flow rates before confluence point: 12.277 1.210 Maximum flow rates at confluence using above data: 13.161 8.742 Area of streams before confluence: 31.940 2.290 Results of confluence: Total flow rate = 13.161(CFS) Time of concentration = 9.972 mm. Effective stream area after confluence = 34.230 (Ac.) I Process from Point/Station 202.000 to Point/Station 203.000 PIPEFLOW TRAVEL TIME (User specified size) **** I Upstream point/station elevation = 140.700(Ft.) Downstream point/station elevation = 121.680(Ft.) Pipe length = 100.00(Ft.) Manning's N = 0.010 I No. of pipes = 1 Required pipe flow = 13.161(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 13.161(CFS) Normal flow depth in pipe = 4.85(In.) I Flow top width inside pipe = 22.08 (In.) Critical Depth = 14.64(In.) Pipe flow velocity = 25.62 (Ft/s) Travel time through pipe = 0.07 mm. Time of concentration (TC) = 10.04 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 203.000 to Point/Station 203.000 **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: I In Main Stream number: 1 Stream flow area 34.230 (Ac.) Runoff from this stream = 13.161(CFS) I Time of concentration = 10.04 mm. Rainfall intensity = 0.840(In/I-Ir) Program is now starting with Main Stream No. 2 I Process from Point/Station 32.000 to Point/Station 33.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL I (1.0 DU/A or Less ) Impervious value, Al = 0.100 Sub-Area C Value = 0.410 Initial subarea total flow distance = 170.000(Ft.) Highest elevation = 146.000(Ft.) Lowest elevation = 126.000(Ft.) Elevation difference = 20.000(Ft.) Slope = 11.765 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 11.77 %, in a development type of 1.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.46 minutes TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope "(1/3)I TC= [1.8*(1.1_0.4100)*( 100.000.5)/( 11.765"(1/3)]= 5.46 The initial area total distance of 170.00 (Ft.) entered leaves a remaining distance of 70.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.47 minutes for a distance of 70.00 (Ft.) and a slope of 11.77 % with an elevation difference of 8.24(Ft.) from the end of the top area Tt = [11.9*length(Mi)'3)/(elevation change(Ftj)]A.385 *60(min/hr) = 0.469 Minutes Tt=[(11.9*0.0133'3)/( 8.24)]'.385= 0.47 Total initial area Ti = 5.46 minutes from Figure 3-3 formula plus 0.47 minutes from the Figure 3-4 formula = 5.93 minutes Rainfall intensity (I) = 1.180(In/Hr) for a 1.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.410 Subarea runoff = 0.387(CFS) Total initial stream area = 0.800(Ac.) I Process from Point/Station 33.000 to Point/Station 203.000 PIPEFLOW TRAVEL TIME (User specified size) **** I Upstream point/station elevation = 123.500(Ft.) Downstream point/station elevation = 121.680(Ft.) Pipe length = 111.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.387(CFS) I Given pipe size = 18.00(In.) Calculated individual pipe flow = 0.387(CFS) Normal flow depth in pipe = 1.85(In.) Flow top width inside pipe = 10.93(In.) I Critical Depth = 2.76(In.) Pipe flow velocity = 4.04(Ft/s) Travel time through pipe = 0.46 mm. Time of concentration (TC) = 6.39 mm. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ' Process from Point/Station 203.000 to Point/Station 203.000 **** SUBAREA FLOW ADDITION Decimal fraction soil group A = 0.000 I Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL I (1.0 DU/A or Less Impervious value, Ai = 0.100 Sub-Area C Value = 0.410 Time of concentration = 6.39 mm. Rainfal,l intensity = 1.125(In/Hr) for a 1.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.410 CA = 0.758 Subarea runoff = 0.466(CFS) for 1.050(Ac.) Total runoff = 0.853(CFS) Total area = 1.850(Ac.) ' ++++++++++++++++++++++++++++++++-b+++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 203.000 CONFLUENCE OF MAIN STREAMS **** I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.850(Ac.) I Runoff from this stream = 0.853(CFS) Time of concentration = 6.39 mm. Rainfall intensity = 1.125(In/Hr) Summary of stream data: I Stream Flow rate PC Rainfall Intensity No. (CFS) (mm) (In/Hr) I i 13.161 10.04 0.840 2 0.853 6.39 1.125 Qmax(1) = I 1.000 * 1.000 * 13.161) + 0.747 * 1.000 * 0.853) + = 13.798 Qmax(2) = 1.000 * 0.636 * 13.161) + I 1.000 * 1.000 * 0.853) + = 9.229 Total of 2 main streams to confluence: 'Flow rates before confluence point: 13.161 0.853 Maximum flow rates at confluence using above data: 13.798 9.229 Area of streams before confluence: 1 34.230 1.850 I Results of confluence: Total flow rate = 13.798(CFS) Time of concentration = 10.037 mm. Effective stream area after confluence = 36.080(Ac.) + +++ + + + +++ ++ +++++++++++ ++ + + ++ +.+ + + + ++ + + + +++++ + ++++ + +++++++ + +++ ++++++++ + Process from Point/Station 203.000 to Point/Station 204.000 I PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 121.680(Ft.) Downstream point/station elevation = 121.230(Ft.) I Pipe length = 90.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.798(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 13.798(CFS) ' Normal flow depth in pipe = 12.54(In.) Flow top width inside pipe = 38.44 (In.) Critical Depth = 13.55(In.) I Pipe flow velocity = 5.72 (Ft/s) Travel time through pipe = 0.26 mm. Time of concentration (TC) = 10.30 mm. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 204.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 36.080(Ac.) Runoff from this stream = 13.798(CFS) Time of concentration = 10.30 mm. Rainfall intensity = 0.827(In/Hr) Program is now starting with Main Stream No. 2 I Process from Point/Station 34.000 to Point/Station 35.000 INITIAL AREA EVALUATION kk I Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 I [UNDISTURBED NATURAL TERRAIN I (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 I Initial subarea total flow distance 380.000(Ft.) Highest elevation = 265.000(Ft.) Lowest elevation = 165.000(Ft.) Elevation difference = 100.000(Ft.) Slope = 26.316 % I INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 26.32 %, in a development type of Permanent Open Space I In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.54 minutes TC = [1.8* (1.1-C) *distance (Ft.) ".5) / (% slope" (1/3)] TC = [l.8*(1.1_0.3500)*( 100.000".5)/( 26.316"(1/3))= 4.54 I .. The initial area total distance of 380.00 (Ft.) entered leaves a remaining distance of 280.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.00 minutes I .for a distance of 280.00 (Ft.) and a slope of 26.32 % with an elevation difference of 73.68(Ft.) from the end of the top area Tt = [11.9*1ength(Mi)3)/(elevation change(Ft.))]".385 *60(min/hr) = 1.000 Minutes I Tt=[(11.9*0.0530"3)/( 73.68)]".385= 1.00 Total initial area Ti = 4.54 minutes from Figure 3-3 formula plus 1.00 minutes from the Figure 3-4 formula = 5.54 minutes Rainfall intensity (I) = 1.233(In/Hr) for a 1.0 year.storm I Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.367(CFS) Total initial stream area = 0.850(Ac.) I ++ ++ + ++++++ + + +++++ + + + + + + + +++ +++++ + + ++ ++ + +++++ + +++ ++++ + + ++++ ++ + .+++ + + + + Process from Point/Station 35.000 to Point/Station 204.000 PIPEFLOW TRAVEL TIME (User specified size) I Upstream point/station elevation = 158.200(Ft.) Downstream point/station elevation = 121.230(Ft.) I Pipe length = 79.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.367(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 0.367(CFS) I Normal flow depth in pipe = 0.82(In.) Flow top width inside pipe .= 7.50(In.) Critical Depth = 2.67(In.) . . . Pipe flow velocity = 12.77 (Ft/s) Travel time through pipe = 0.10 mm. I I Li 1 Time of concentration (TC) = 5.64 mm. Process from Point/Station 204.000 to Point/Station 204.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.850(Ac.) Runoff from this stream = 0.367(CFS) Time of concentration = 5.64 mm. Rainfall intensity = 1.219(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 13.798 10.30 0.827 2 0.367 5.64 1.219 I Qmax(1) 1.000 * 1.000 * 13.798) + 0.678 * 1.000 * 0.367) + = 14.047 Qmax(2) = I 1.000 * 0.548 * 13.798) + 1.000 * 1.000 * 0.367) + = 7.926 Total of 2 main streams to confluence: I Flow rates before confluence point: 13.798 0.367 Maximum flow rates at confluence using above data: 14.047 7.926 I Area of streams before confluence: 36.080 0.850 I Results of confluence: Total flow rate = 14.047(CFS) Time of concentration = 10.299 mm. I Effective stream area after confluence = 36.930 (Ac.) .++++ + + + + + ++ + ++ +++++++++++ +++ + + + + ++ + + + ++++ ++ ++ + + + ++ + +++ ++++ + + +++ + + + ++++ I •Process from Point/Station 204.000 to Point/Station 36.000 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 121.230(Ft.) I Downstream point/station elevation 120.180(Ft.) Pipe length = 209.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.047(CFS) Given pipe size = 42.00(In.) I . Calculated individual pipe flow = 14.047(CFS) Normal flow depth in pipe = 12.63(In.) Flow top width inside pipe = 38.52 (In.) Critical Depth = 13.65(In.) I Pipe flow velocity = 5.76(Ft/s) Travel time through pipe = 0.60 mm. Time of concentration (TC) = 10.90 mm. ++++++++++ +++++++++++++ +++++++++ + +.+ ++++++++++++++++++++++ + +++++ + ++++++ Process from Point/Station 36.000 to Point/Station 36.000 I SUBAREA FLOW ADDITION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Li I LI I I Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL (10.9 DU/A or Less Impervious value, Ai = 0.450 Sub-Area C Value = 0.600 The area added to the existing stream causes a a lower flow rate of Q = 13.298(CFS) therefore the upstream flow rate of Q = 14.047(CFS) is being used Time of concentration = 10.90 mm. Rainfall intensity = 0.797(In/Hr) for a 1.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.441 CA = 16.690 Subarea runoff = 0.000(CFS) for 0.910(Ac.) Total runoff = 14.047(CFS) Total area = 37.840(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 205.000 kk PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 120.180(Ft.) Downstream point/station elevation = 119.660(F't.) Pipe length = 107.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.047(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 14.047(CFS) Normal flow depth in pipe = 12.75(In.) Flow top width inside pipe = 38.62(In.) Critical Depth = 13.65(In.) Pipe flow velocity = 5.69(Ft/s) Travel time through pipe = 0.31 mm. Time of concentration (TC) = 11.22 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 205.000 SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL I (1.0 DU/A or Less Impervious value, Ai = 0.100 Sub-Area C Value = 0.410 The area added to the existing stream causes a a lower flow rate of Q = 13.201(CFS) therefore the upstream flow rate of Q = 14.047(CFS) is being used Time of concentration = 11.22 mm. Rainfall intensity = . 0.782(In/Hr) for a 1.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.441 CA = 16.875 Subarea runoff = 0.000(CFS) for 0.450(Ac.) Total runoff = 14.047(CFS) I Total area = 38.290(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 205,000 **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 38.290 (Ac.) Runoff from this stream = 14.047(CFS) Time of concentration = 11.22 mm.. Rainfall intensity = 0.782(In/Hr) Program is now starting with Main Stream No. 2 I I I I ill I I I I I I I I I I I I I Process from Point/Station 37.000 to Point/Station 38.000 INITIAL AREA EVALUATION **** I Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 I [UNDISTURBED NATURAL TERRAIN (Permanent Open Space Impervious value, Ai = 0.000 I Sub-Area C Value = 0.350 Initial subarea total flow distance = 740.000(Ft.) Highest elevation = 302.000(Ft.) Lowest elevation = 152.000(Ft.) I Elevation difference = 150.000(Ft.) Slope = 20.270 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 20.27 %, in a development type of I Permanent Open Space I n Accordance With Figure 3-3 Initial Area Time of Concentration = 4.95 minutes TC = [1.8*(1.1_C)*distance(Ft.)'.5)/(% slope"(1/3)I I TC = [1.8*(1.1_0.3500)*( 100.000".5)/( 20.270"(1/3)1= 4.95 The initial area total distance of 740.00 (Ft.) entered leaves a remaining distance of 640.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.09 minutes I for a distance of 640.00 (Ft.) and a slope of 20.27 % with an elevation difference of 129.73(Ft.) from the end of the top area Tt = [1l.9*length(Mi)^3)/(elevation change(Ft.))]'.385 *60(min/hr) = 2.090 Minutes I Tt=[ (ll.9*0.l2l23)/(l29.73) ]A.385= 2.09 Total initial area Ti = 4.95 minutes from Figure 3-3 formula plus 2.09 minutes from the Figure 3-4 formula = 7.04 minutes I Rainfall intensity (I) = 1.056(In/Hr) for a 1.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 2.181(CFS) Total initial stream area = 5.900 (Ac.) I Process from Point/Station 38.000 to Point/Station 205.000 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 148.000(Ft.) Downstream point/station elevation = 119.700(Ft.) Pipe length = 143.00(Ft.) Manningts N = 0.010 No. of pipes = 1 Required pipe flow = 2.181(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.181(CFS) Normal flow depth in pipe = 2.33(In.) Flow top width inside pipe = 12.09(In.) Critical Depth = 6.69(In.) Pipe flow velocity = 16.23(Ft/s) Travel time through pipe = 0.15 mm. Time of concentration (TC) = 7.19 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 205.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.900 (Ac.) Runoff from this stream = 2.181(CFS) I I I I I I Time of concentration = 7.19 mm. Rainfall intensity = 1.042(In/Hr) I Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) I 1 14.047 11.22 0.782 2 2.181 7.19 1.042 I Qmax(1) = 1.000 * 1.000 * 14.047) + 0.751 * 1.000 * 2.181) + = 15.684 I Qmax(2) = 1.000 * 0.641 * 14.047) + 1.000 * 1.000 * 2.181) + = 11.184 I Total of 2 main streams to confluence: Flow rates before confluence point: 14.047 2.181 Maximum flow rates at confluence using above data: I 15.684 11.184 Area of streams before confluence: 38.290 5.900 I Results of confluence: Total flow rate = 15.684(CFS) Time of concentration = 11.217 mm. Effective stream area after confluence = 44.190 (Ac.) I Process from Point/Station 205.000 to Point/Station 39.000 PIPEFLOW TRAVEL TIME (User specified size) **** I Upstream point/station elevation = 119.700(Ft.) Downstream point/station elevation = 118.410(Ft.) Pipe length = 249.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.684(CFS) I Given pipe size = 42.00(In.) Calculated individual pipe flow = 15.684(CFS) Normal flow depth in pipe = 13.28(In.) Flow top width inside pipe = 39.06(In.) I Critical Depth = 14.47(In.) Pipe flow velocity = 6.01(Ft/s) Travel time through pipe = 0.69 min•. I Time of concentration (TC) = 11.91 mm. Process from Point/Station 39.000 to Point/Station 39.000 **** SUBAREA FLOW ADDITION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN I (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 The area added to the existing stream causes a I .a lower flow rate of Q = 14.375(CFS) therefore the upstream flow rate of Q = 15.684(CFS) is being used Time of concentration = 11.91 mm. Rainfall intensity = 0.753(In/Hr) for a 1.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.428 CA = 19.097 Subarea runoff = 0.000(CFS) for 0.450(Ac.) Total runoff = 15.684(CFS) Total area = 44.640(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++--++++++++++++++ Process from Point/Station 39.000 to Point/Station 40.000 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 118.410(Ft.) Downstream point/station elevation = 118.000(Ft.) Pipe length = 81.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.684(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 15.684(CFS) Normal flow depth in pipe = 13.36(In.) Flow top width inside pipe = 39.12(In.) Critical Depth = 14.47(In.) Pipe flow velocity = 5.96(Ft/s) Travel time through pipe = 0.23 mm. Time of concentration (TC) = 12.13 mm. Process from Point/Station 40.000 to Point/Station 40.000 SUBAREA FLOW ADDITION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL (10.9 DU/A or Less Impervious value, Ai = 0.450 Sub-Area C Value = 0.600 The area added to the existing stream causes a a lower flow rate of Q = 14.385(CFS) therefore the upstream flow rate of Q = 15.684(CFS) is being used Time of concentration = 12.13 mm. Rainfall intensity = 0.744(In/Hr) for a 1.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.429 CA = 19.343 Subarea runoff = 0.000(CFS) for 0.410(Ac.) Total runoff = 15.684(CFS) Total area = 45.050(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 206.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 118.000(Ft.) Downstream point elevation 114.500(Ft.) Channel length thru subarea = 300.000(Ft.) Channel base width = 8.000(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 = 15.725(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 15.725(CFS) Depth of flow = 0.588 (Ft.), Average velocity = 2.917(Ft/s) Channel flow top width = 10.350(Ft.) Flow Velocity = 2.92(Ft/s) Travel time = 1.71 mm. Time of concentration = 13.85 min. Critical depth = 0.473(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 I I I I I I I I I I I I [1 I I I I I Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL 1 (1.0 DU/A or Less Impervious value, Ai = 0.100 Sub-Area C Value = 0.410 The area added to the existing stream causes a a lower flow rate of Q = 13.736(CFS) therefore the upstream flow rate of Q = 15.684(CFS) is being used Rainfall intensity = 0.683(In/Hr) for a 1.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.429 CA = 20.114 Subarea runoff = 0.000(CFS) for 1.880(Ac.) Total runoff = 15.684(CFS) Total area = 46.930(Ac.) Depth of flow = 0.587 (Ft.), Average velocity = 2.914(Ft/s) Critical depth = 0.473(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 206.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 46.930 (Ac.) Runoff from this stream = 15.684(CFS) Time of concentration = 13.85 mm. Rainfall intensity = 0.683(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++±+++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 42.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL (1.0 DU/A or Less Impervious value, Ai = 0.100 Sub-Area C Value = 0.410 Initial subarea total flow distance = 425.000(Ft.) Highest elevation = 130.000(Ft.) Lowest elevation = 116.800(Ft.) Elevation difference = 13.200(Ft.) Slope = 3.106 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 3.11 %, in a development type of 1.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 8.51 minutes TC = [1.8*(1.1_C)*distance(Ft.)".5)/(% slope"(1/3)] TC= [1.8*(1.1_0.4100)*( 100.000".5)/( 3.106'(1/3)1= 8.51 The initial area total distance of 425.00 (Ft.) entered leaves a remaining distance of 325.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.55 minutes for a distance of 325.00 (Ft.) and a slope of 3.11 % with an elevation difference of 10.09(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]A.385 *60(min/hr) = 2.554 Minutes Tt=[(11.9*0.06163)/( 10.09)]".385= 2.55 Total initial area Ti = 8.51 minutes from Figure 3-3 formula plus 2.55 minutes from the Figure 3-4 formula = 11.07 minutes Rainfall intensity (I) = 0.789(In/Hr) for a 1.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.410 I LI [1 I I H I I I I I I I I I 1 I Subarea runoff = 0.605(CFS) Total initial stream area = 1.870 (Ac.) I Process from Point/Station 42.000 to Point/Station 206.000 I PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 114.800(Ft.) I Downstream point/station elevation = 114.500(Ft.) Pipe length = 23.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.605(CFS) Given pipe size = 12.00(In.) I Calculated individual pipe flow = 0.605(CFS) Normal flow depth in pipe = 2.74(In.) Flow top width inside pipe = 10.08(In.) Critical Depth = 3.88(In.) ' Pipe flow velocity = 4.48(Ft/s) Travel time through pipe = 0.09 mm. Time of concentration (TC) = 11.15 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 206.000 CONFLUENCE OF MAIN STREAMS **** I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.870(Ac.) I Runoff from this stream = 0.605(CFS) Time of concentration = 11.15 mm. Rainfall intensity = 0.785(In/Hr) Summary of stream data: • Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 15.684 13.85 0.683 2 0.605 11.15 0.785 I Qmax(1) = 1.000 * 1.000 * 15.684) + 0.870 * 1.000 * 0.605) + = 16.210 Qmax(2) = 1.000 * 0.805 * 15.684) + I 1.000 * 1.000 * 0.605) + = 13.236 Total of 2 main streams to confluence: I Flow rates before confluence .point: 15.684 0.605 Maximum flow rates at confluence using above data: 16.210 13.236 I Area of streams before confluence: 46.930 1.870 Results of confluence: Total flow rate = 16.210(CFS) Time of concentration = 13.848 mm. Effective stream area after confluence = 48.800 (Ac.) Process from Point/Station 206.000 to Point/Station 43.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 114.500(Ft.) Downstream point elevation = 113.000(Ft.) Channel length thru subarea = 160.000(Ft.) Channel base width = 8.000(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 = 16.257 (CFS) Manning's 'N' = 0.035 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 16.257(CFS) Depth of flow = 0.638(Ft.), Average velocity = 2.745 (Ft/s) Channel flow top width = 10.554(Ft.) Flow Velocity = 2.74 (Ft/s) Travel time = 0.97 mm. Time of concentration = 14.82 mm. Critical depth = 0.484(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL (1.0 DO/A or Less Impervious value, Al = 0.100 Sub-Area C Value = 0.410 The area added to the existing stream causes a lower flow rate of Q = 13.949(CFS) therefore the upstream flow rate of Q = 16.210(CFS) is being used Rainfall intensity = 0.654(In/Hr) for a 1.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.427 CA = 21.340 Subarea runoff = 0.000(CFS) for 1.120(Ac.) Total runoff = 16.210(CFS) Total area = 49.920(Ac Depth of flow = 0.637(Ft.), Average velocity = 2.742(Ft/s) Critical depth = 0.484 (Ft.) Process from Point/Station 43.000 to Point/Station 207.000 ****PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 108.000(Ft.) Downstream point/station elevation = 106.690(Ft.) Pipe length = 133.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.210(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 16.210(CFS) Normal flow depth in pipe = 10.93(In.) Flow top width inside pipe = 40.26(In.) Critical Depth = 14.14(In.) Pipe flow velocity = 7.53(Ft/s) Travel time through pipe = 0.29 mm. Time of concentration (TC) = 15.11 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 207.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 49.920 (Ac.) Runoff from this stream = 16.210(CFS) Time of concentration = 15.11 mm. Rainfall intensity = 0.645(In/Rr) Program is now starting with Main Stream No. 2 + ++ ++++++ ++++++ + +++++ +++++++++++++ + + + ++ + +++++++++++++++++++ ++ +++++ ++++ Process from Point/Station 44.000 to Point/Station 45.000 I [1 I Ii 1 1 U I I I U I I I I I I I INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL I (1.0 DU/A or Less Impervious value, Ai = 0.100 Sub-Area C Value = 0.410 Initial subarea total flow distance = 400.000(Ft.) Highest elevation = 130.000(Ft.) Lowest elevation = 117.000(Ft.) Elevation difference = 13.000(Ft.) Slope = 3.250 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 3.25 %, in a development type of 1.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 8.38 minutes TC = {1.8*(1.1_C)*distance(FtJf.5)/(% slope"(1/3)] ' TC = [1.8*(1.1_0.4100)*( 100.000".5)/( 3.250'(1/3)1= 8.38 The initial area total distance of 400.00 (Ft.) entered leaves a remaining distance of 300.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.36 minutes I for a distance of 300.00 (Ft.) and a slope of 3.25 % with an elevation difference of 9.75(Ft.) from the end of the top area Tt = [l1.9*length(Mi)"3)/(elevation change(Ft.))I.385 *60(min/hr) = 2.360 Minutes I Tt=[(l1.9*0.0568'3)/( 9.75)]".385= 2.36 Total initial area Ti = 8.38 minutes from Figure 3-3 formula plus 2.36 minutes from the Figure 3-4 formula = 10.74 minutes Rainfall intensity (I) = 0.804(In/Hr) for a 1.0 year storm I Effective runoff coefficient used for area (Q=KCIA) is C = 0.410 Subarea runoff = 0.439(CFS) Total initial stream area = 1.330(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.000 to Point/Station 46.000 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 113.560(Ft.) Downstream point/station elevation = 110.810 (Ft.) Pipe length = 182.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.439(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.439(CFS) Normal flow depth in pipe = 2.25(In.) Flow top width inside pipe = 9.37 (In.) Critical Depth = 3.28(In.) Pipe flow velocity = 4.30(Ft/s) Travel time through pipe = 0.71 mm. Time of concentration (TC) = 11.45 mm. Process from Point/Station 46.000 to Point/Station 46.000 **** SUBAREA FLOW ADDITION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL (1.0 DU/A or Less Impervious value, Ai = 0.100 Sub-Area C Value = 0.410 I I I I Li 1 I L I I I I I 1 [1 Time of concentration = 11.45 mm. Rainfall intensity = 0.772(In/Hr) for a 1.0 year storm I Effective runoff coefficient used for total area (Q=KCIA) is C = 0.410 CA = 0.746 Subarea runoff = 0.137(CFS) for 0.490(Ac.) I Total runoff = 0.576(CFS) Total area = 1.820(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 46.000 to Point/Station 207.000 I kk PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 110.810(Ft.) I Downstream point/station elevation = 108.020(Ft.) Pipe length = 139.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.576(CFS) Given pipe size = 18.00(In.) ' Calculated individual pipe flow = 0.576(CFS) Normal flow depth in pipe = 2.13(In.) Flow top width inside pipe = 11.63(In.) Critical Depth = 3.38(In.) I Pipe flow velocity = 4.89(Ft/s) Travel time through pipe = 0.47 mm. Time of concentration (TC) = 11.93 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 207.000 CONFLUENCE OF MAIN STREAMS kk The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.820(Ac.) Runoff from this stream = 0.576(CFS) Time of concentration .= 11.93 mm. Rainfall intensity 0.752 (In/FIr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 16.210 15.11 0.645 2 0.576 11.93 0.752 I Qmax(l) = 1.000 * 1.000 * 16.210) + - 0.858 * 1.000 * 0.576) + = 16.705 Qmax(2) = 1.000 * 0.789 * 16.210) + I 1.000 * 1.000 * 0.576) + = 13.367 Total of 2 main streams to confluence: Flow rates before confluence point: I 16.210 0.576 Maximum flow rates at confluence using above data: 16.705 13.367 Area of streams before confluence: I 49.920 1.820 Results of confluence: Total flow rate = 16.705(CFS) Time of concentration = 15.113 mm. Effective stream area after confluence = 51.740(Ac.) +++++++++++++++++++++++++++++++++++++++++++++.+++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 208.000 I I I PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 106.770(Ft.) Downstream point/station elevation = 105.000(Ft.) Pipe length = 192.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.705(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 16.705(CFS) Normal flow depth in pipe = 11.29(In.) Flow top width inside pipe = 40.71 (In.) Critical Depth = 14.36(In.) Pipe flow velocity = 7.42(Ft/s) Travel time through pipe = 0.43 mm. Time of concentration (TC) = 15.54 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 208.000 to Point/Station 208.000 **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: I In Main Stream number: 1 Stream flow area = 51.740(Ac.) Runoff from this stream = 16.705(CFS) Time of concentration = 15.54 mm. ' Rainfall intensity = 0.634(In/Hr) Program is now starting with Main Stream No. 2 I Process from Point/Station 47.000 to Point/Station 208.000 - INITIAL AREA EVALUATION I Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 I Decimal fraction soil group D = 1.000 (LOW DENSITY RESIDENTIAL I (1.0 DU/A or Less Impervious value, Ai = 0.100 I Sub-Area C Value = 0.410 Initial subarea total flow distance = 220.000(Ft.) Highest elevation = 116.500(Ft.) Lowest elevation = 113.000(Ft.) I Elevation difference = 3.500(Ft.) Slope = 1.591 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 1.59 %, in a development type of I 1.0 DU/A or Less I n Accordance With Figure 3-3 Initial Area Time of Concentration = 9.81 minutes TC = [1.8*(1.1_C)*distance(Ft.)".5)/(% slope"(1/3)] I TC = [1.8*(1.1_0.4100)*( 85.000A.5)/( 1.591"(1/3)1= 9.81 The initial area total distance of 220.00 (Ft.) entered leaves a remaining distance of 135.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.68 minutes I for a distance of 135.00 (Ft.) and a slope of 1.59 % with an elevation difference of 2.15(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))J".385 *60(min/hr) I = 1.680 Minutes Tt={(11.9*0.02563)/( 2.15)]".385= 1.68 Total initial area Ti = 9.81 minutes from Figure 3-3 formula plus 1.68 minutes from the Figure 3-4 formula = 11.49 minutes I Rainfall intensity (I) = 0.770(In/Hr) for a 1.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.410 Subarea runoff = 0.328(CFS) Total initial stream area = 1.040 (Ac.) I- 1 I Process from Point/Station 208.000 to Point/Station 208.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: I In Main Stream number: 2 Stream flow area = 1.040(Ac.) Runoff from this stream = 0.328(CFS) I Time of concentration = 11.49 mm. Rainfall intensity = 0.770(In/FIr) Program is now starting with Main Stream No. 3 I Process from Point/Station 208.000 to Point/Station 208.000 **** USER DEFINED FLOW INFORMATION AT A POINT I Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 I Decimal fraction soil group D = 1.000 [COMMERCIAL area type (Office Professional Impervious value, Ai = 0.900 I Sub-Area C Value = 0.850 Rainfall intensity (I) = 0.898(In/Hr) for a 1.0 year storm User specified values are as follows: TC = 9.06 mm. Rain intensity = 0.90(In/Hr) I Total area = 8.330(Ac.) Total runoff = 31.180(CFS) ++++++++++++++++++++++++++±+++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 208.000 to Point/Station 208.000 **** CONFLUENCE OF MAIN STREAMS I The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 8.330(Ac.) Runoff from this stream = 31.180(CFS) I Time of concentration = 9.06 mm. Rainfall intensity = 0.898(In/Hr) Summary of stream data: I Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) I 1 16.705 15.54 0.634 2 0.328 11.49 0.770 3 31.180 9.06 0.898 Qmax(1) = I . 1.000 *1.000 * 16.705) + 0.823 * 1.000 * 0.328) + 0.706 * 1.000 * 31.180) + = 38.987 Qmax(2) = I . 1.000 *0.739 * 16.705) + 1.000 * 1.000 * 0.328) + 0.858 * 1.000 * 31.180) + = 39.426 I Qmax(3) = 1.000 * 0.583 * 16.705) + 1.000 * 0.789 * 0.328) + 1.000 * 1.000 * 31.180) + = 41.175 I Total of 3 main streams to confluence: Flow rates before confluence point: 16.705 0.328 31.180 Maximum flow rates at confluence using above data: 38.987 39.426 41.175 Area of streams before confluence: 51.740 1.040 8.330 Results of confluence: I Total flow rate = 41.175(CFS) Time of concentration = 9.060 mm. Effective stream area after confluence = 61.110(Ac.) + + + + + + + + + + + + + + + + + + +.+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 208.000 to Point/Station 400.000 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 105.000(Ft.) Downstream point/station elevation = 104.370(Ft.) Pipe length = 56.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 41.175(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 41.175(CFS) Normal flow depth in pipe = 17.04(In.) Flow top width inside pipe = 45.94 (In.) Critical Depth = 22.99(In.) Pipe flow velocity = 10.30(Ft/s) Travel time through pipe = 0.09 mm. Time of concentration (TC) = 9.15 mm. End of computations, total study area = 61.110 (Ac.) I [1 I I I I I I I LI I I I 1 I I ALGALEEDSLINEE .TXT I San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2003 Version 7.3 Rational method hydrology program based on I San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 12/15/06 ------------------------------------------------------------------------ ALGA NORTE PARK I LINES E, G, H, AND I LEEDS-90% OF THE AVERAGE ANUUAL RAINFALL FOR ARID WATERSHEDS FILE: ALGALEEDSLINEE 1 Hydrology Study Control Information I ------------------------------------------------------------------------ Berg Engineering, Oceanside, California - S/N 937 Rational hydrology study storm event year is 2.0 English (in-lb) input data Units used ' Map data precipitation entered: 6 hour, precipitation(inches) = 0.500 24 hour precipitation(inches) = 1.000 P6/P24 = 50.0% Diego hydrology manual 'C' values used I San ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 50.100 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 70.000(Ft.) Highest elevation = 156.000(Ft.) Lowest elevation = 154.000(Ft.) Elevation difference = 2.000(Ft.) Slope = 2.857 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.86 %, in a development type of General Industrial In Accordance with Figure 3-3 Initial Area Time of Concentration = 2.61 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.8700)*( 80.000A.5)/( 2.857A(1/3)]= 2.61 Rainfall intensity (I) = 2.004(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.209(CFS) Total initial stream area = 0.120(Ac.) +++++++++-4-++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.100 to Point/station 51.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION I Page 1 11 I I I I I I I I ALGALEEDSLINEE .TXT Top of Street segment elevation = 154.000(Ft.) End of street segment elevation = 149.000(Ft.) Length of street segment = 340.000(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 [1] 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 = 0.623(CFS) Depth of flow = 0.197(Ft.), Average velocity = 1.889(Ft/s) Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width = 5.085(Ft.) Flow velocity = 1.89(Ft/s) Travel time = 3.00 mm. TC = 5.61 mm. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (office Professional ) Impervious value, Al = 0.900 Sub-Area C value = 0.850 Rainfall intensity = 1.223(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.853 CA = 0.776 Subarea runoff = 0.740(CFS) for 0.790(Ac.) Total runoff = 0.949(CFS) Total area = 0.910(Ac.) Street flow at end of street = 0.949(CFS) Half street flow at end of Street = 0.949(CFS) Depth of flow = 0.220(Ft.), Average velocity = 2.064(Ft/s) Flow width (from curb towards crown)= 6.235(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 52.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 145.900(Ft.) Downstream point/station elevation = 143.300(Ft.) Pipe length = 72.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.949(CFS) Given pipe size = 12.00(in.) Calculated individual pipe flow = 0.949(CFS) Normal flow depth in pipe = 2.66(m.) Flow top width inside pipe = 9.97(In.) Critical Depth = 4.90(In.) Pipe flow velocity = 7.33(Ft/s) Travel time through pipe = 0.16 mm. Time of concentration (Tc) = 5.77 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 52.000 SUBAREA FLOW ADDITION Page Li I Li I 1 I I I I 1 I I I I I I I I I I I ALGALEEDSLINEE.TXT I I I I Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C value = 0.870 Time of concentration = 5.77 mm. Rainfall intensity = 1.201(In/Hr) Effective runoff coefficient used for (Q=KcIA) is C = 0.858 CA = 1.159 Subarea runoff = 0.442(CFS) for Total runoff = 1.391(CFS) Total for a 2.0 year storm total area 0.440(Ac.) area = 1.350(Ac.) ++++++++ +++ + + ++ +++++++++++++++++++ + +++ +++++++++++ ++++++++++++++++++++ + Process from Point/Station 52.000 to Point/Station 53.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 143.300(Ft.) Downstream point/station elevation = 140.500(Ft.) Pipe length = 72.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 1.391(CFS) Given pipe size = 12.00(In.) calculated individual pipe flow = 1.391(CFS) Normal flow depth in pipe = 3.16(In.) Flow top width inside pipe = 10.57(In.) Critical Depth = 5.99(In.) Pipe flow velocity = 8.40(Ft/s) Travel time through pipe = 0.14 mm. Time of concentration (TC) = 5.92 mm. ++++ ++++++++++++ + +++++ + +++++ + +++++++++++++++++++ ++++ ++ ++ +++++++++++++ + Process from Point/Station 53.000 to Point/Station 53.000 SUBAREA FLOW ADDITION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 5.92 mm. Rainfall intensity = 1.182(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is C = 0.861 CA = 1.498 Subarea runoff = 0.379(CFS) for 0.390(Ac.) Total runoff = 1.771(CFS) Total area = 1.740(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.000 to Point/Station 54.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 140.500(Ft.) Downstream point/station elevation = 138.000(Ft.) Pipe length = 72.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 1.771(CFS) Page 3 1 I I LI I I I I I I ALGALEEDSLINEE.TXT Given pipe size = 15.00(In.) Calculated individual pipe flow = 1.771(CFS) Normal flow depth in pipe = 3.41(m.) Flow top width inside pipe = 12.57(In.) Critical Depth = 6.34(m.) Pipe flow velocity = 8.45(Ft/s) Travel time through pipe = 0.14 mm. Time of concentration (TC) = 6.06 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 54.000 to Point/Station 54.000 SUBAREA FLOW ADDITION I I I I Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C value = 0.870 Time of concentration = 6.06 mm. Rainfall intensity = 1.164(In/Hr) Effective runoff coefficient used for (Q=KcIA) is C = 0.863 CA = 1.872 Subarea runoff = 0.409(CFS) for Total runoff = 2.179(CFS) Total for a 2.0 year storm total area 0. 430(Ac.) area = 2.170(Ac ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 54.000 to Point/Station 500.000 PIPEFLOW TRAVEL TIME (User specified size) upstream point/station elevation = 138.000(Ft.) Downstream point/station elevation = 136. 500(Ft.) Pipe length = 85.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 2.179(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.179(CFS) Normal flow depth in pipe = 4.21(m.) Flow toy width inside pipe = 15.24(In.) critica Depth = 6.68(In.) Pipe flow velocity = 6.92(Ft/s) Travel time through pipe = 0.20 mm. Time of concentration (TC) = 6.26 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 500.000 to Point/Station 500.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.170(Ac.) Runoff from this stream = 2.179(CFS) Time of concentration = 6.26 mm. Rainfall intensity = 1.139(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 55.000 to Point/Station 55.100 Page 4 I I I I I I I I I I I I I I I ALGALEEDSLINEE .TXT INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Al = 0.950 Sub-Area C value = 0.870 Initial subarea total flow distance = 70.000(Ft.) Highest elevation = 151.000(Ft.) Lowest elevation = 149.500(Ft.) Elevation difference = 1.500(Ft.) Slope = 2.143 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 2.14 %, in a development type of General Industrial In Accordance with Figure 3-3 Initial Area Time of Concentration = 2.69 minutes TC = [1.8*(1.1_C)*clistance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.8700)*( 70.000A.5)/( 2.143A(1/3)J= 2.69 Rainfall intensity (I) = 1.967(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.120(CFS) Total initial stream area = 0.070(Ac.) + +++++++ +++++++++++ +++++++++++++++++++ ++++++++ + ++ +++++++++++++++ + ++++ + Process from Point/Station 55.100 to Point/Station 56.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 148.000(Ft.) Downstream point elevation = 138.100(Ft.) Channel length thru subarea = 240.000(Ft.) Channel base width = 6.000(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 channe Manning's 'N' = 0.040 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 0.312(CFS) Depth of flow = 0.050(Ft.), Average Channel flow top width = 6.201(Ft.) Flow Velocity = 1.02(Ft/s) Travel time = 3.94 mm. Time of concentration = 6.63 mm. Critical depth = 0.043(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C value = 0.820 Rainfall intensity = 1.099(In/Hr) Effective runoff coefficient used for (Q=KcIA) is C = 0.827 CA = 0.405 Subarea runoff = 0.325(CFS) for Total runoff = 0.445(CFS) Total Depth of flow = 0.062(Ft.), Average Page 5 5 I I I I I 1 ~j Li I I I I I velocity for a total area 0.312(CFS) 1. 015 (Ft/s) 2.0 year storm 0.420(Ac.) area = 0.490(Ac.) velocity = 1.167(Ft/s) ALGALEEDSLINEE .TXT Critical depth = 0.055(Ft.) I Process from Point/Station 56.000 to Point/Station 500.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 138.100(Ft.) Downstream point/station elevation = 136.500(Ft.) Pipe length = 55.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.445(CFS) Given pipe size = 12.00(in.) Calculated individual pipe flow = 0.445(CFS) Normal flow depth in pipe = 1.93(In.) Flow top width inside pipe = 8.82(in.) Critical Depth = 3.31(In.) Pipe flow velocity = 5.43(Ft/s) Travel time through pipe = 0.17 mm. Time of concentration (TC) = 6.80 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 500.000 to Point/Station 500.000 CONFLUENCE OF MAIN STREAMS I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.490(Ac.) Runoff from this stream = 0.445(CFS) I Time of concentration = 6.80 mm. Rainfall intensity = 1.081(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity I No. (CFs) (mm) (In/Hr) 1 2.179 6.26 1.139 I 2 0.445 6.80 1.081 Qmax(1) = 1.000 * 1.000 * 2.179) + 1.000 * 0.922 * 0.445) + = 2.590 I Qmax(2) = 0.949 1.000 * 2.179) + 1.000 * 1.000 * 0.445) + = 2.513 I Total of 2 main streams to confluence: Flow rates before confluence point: 2.179 0.445 Maximum flow rates at confluence using above data: I 2.590 2.513 Area of streams before confluence: 2.170 0.490 Results of confluence: Total flow rate = 2.590(CFS) Time of concentration = 6.262 mm. Effective stream area after confluence = 2.660(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 500.000 to Point/Station 501.000 Page 6 I I I Li I, I I [I ALGALEEDSLINEE.TXT IMPROVED CHANNEL TRAVEL TIME I Upstream point elevation = 136.500(Ft.) Downstream point elevation = 129.300(Ft.) Channel length thru subarea = 300.000(Ft.) channel base width = 6.000(Ft.) I 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 = 2.630(CFS) - Manning's 'N' = 0.040 I Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 2.630(CFS) Depth of flow = 0.211(Ft.), Average velocity = 1.938(Ft/s) Channel flow top width = 6.845(Ft.) I Flow Velocity = 1.94(Ft/s) Travel time = 2.58 mm. Time of concentration = 8.84 mm. I Critical depth = 0.178(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 I Decimal fraction soil group C = 0.000 Decimal fraction soil D = 1.000 group [COMMERCIAL area type ] (General Commercial ) I Impervious value, Ai = 0.850 Sub-Area C value = 0.820 The area added to the existing stream causes a a lower flow rate of Q = 2.571(CFS) therefore the upstream flow rate of Q = 2.590(CFS) is being used I Rainfall intensity = 0.912(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.849 CA = 2.819 Subarea runoff = 0.000(cFS) for 0.660(Ac.) I Total runoff = 2.590(CFS) Total area = 3.320(Ac.) Depth of flow = 0.209(Ft.), Average velocity = 1.927(Ft/s) Critical depth = 0.176(Ft.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 501.000 to Point/Station 501.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.320(Ac.) Runoff from this stream = 2.590(CFS) I Time of concentration = 8.84 mm. Rainfall intensity = 0.912(In/Hr) Program is now starting with Main Stream No. 2 I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.000 to Point/Station 57.100 I INITIAL AREA EVALUATION UI Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 I Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 I Page 7 I I I Sub-Area C Value = 0.870 I Initial subarea total flow distance = 70.000(Ft.) Highest elevation = 150.000(Ft.) Lowest elevation = 149.000(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.429 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: I The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.43 %, in a development type of General Industrial In Accordance With Figure 3-3 I Initial Area Time of Concentration = 2.85 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8(1.1_0.8700)*( 60.000A.5)/( 1.429A(1/3)]= 2.85 I The initial area total distance of 70.00 (Ft.) entered leaves a remaining distance of 10.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.24 minutes for a distance of 10.00 (Ft.) and a slope of 1.43 % with an elevation difference of 0.14(Ft.) from the end of the top area I Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.236 Minutes Tt=[(11.9*0.0019A3)/( 0.14)]A.385= 0.24 ,I Total initial area Ti = 2.85 minutes from Figure 3-3 formula plus 0.24 minutes from the Figure 3-4 formula = 3.08 minutes Rainfall intensity (I) = 1.799(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.110(cFS) I Total initial stream area = 0.070(Ac.) I Process from Point/Station 57.100 to Point/Station 58.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 149.000(Ft.) I End of street segment elevation = 140.700(Ft.) Length of street segment = 200.000(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.) I Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] 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 I Manning 's N from gutter to grade break = 0.0150 from Manning's N grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.164(CFS) ' Depth of flow = 0.102(Ft.), Average velocity = 2.627(Ft/s) streetfiow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 2.63(Ft/s) Travel time = 1.27 mm. TC = 4.35 mm. I Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 I Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) I Impervious value, Ai = 0.950 Page 8 I I [1 ALGALEEDSLINEE .TXT I I Sub-Area C Value = 0.870 Rainfall intensity = 1.441(In/Hr) Effective runoff coefficient used for (Q=KCIA) is c = 0.870 CA = 0.218 Subarea runoff = 0.204(CFS) for Total runoff = 0.313(CFS) Total Street flow at end of street = 0. Half street flow at end of street = Depth of flow = 0.135(Ft.), Average Flow width (from curb towards crown)= for a 2.0 year storm total area O.180(Ac.) area = 0.250(Ac.) 313 (CFS) 0.313(CFS) velocity = 2.809(Ft/s) 2.008(Ft.) ++++++++ +++ ++ + + ++++ + +++ +++++++ + +++++++++++++++++++++++ ++ ++ + Process from Point/Station 58.000 to Point/Station 59.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 137. 200(Ft.) Downstream point/station elevation = 136. 300(Ft.) Pipe length = 72.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.313(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.313(CFS) Normal flow depth in pipe = 2.00(In.) Flow tO width inside pipe = 8.95(m.) Critical depth could not be calculated. Pipe flow velocity = 3.64(Ft/s) Travel time through pipe = 0.33 mm. Time of concentration (TC) = 4.68 mm. ++ ++ + +++++ +++++++++++++ ++ + ++++ ++++ ++++++++ ++++++++++++++++ + +++ +++ + +++ + Process from Point/Station 59.000 to Point/Station 59.000 SUBAREA FLOW ADDITION I [1 I I Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 4.68 mm. Rainfall intensity = 1.374(In/Hr) Effective runoff coefficient used for (Q=KCIA) is C = 0.870 CA = 0.461 subarea runoff = 0.320(CFS) for Total runoff = 0.634(CFS) Total for a 2.0 year storm total area 0.280(Ac.) area = 0.530(Ac.) I Process from Point/Station 59.000 to Point/Station 60.000 PIPEFLOW TRAVEL TIME (User specified size) I Upstream point/station elevation = 136.300(Ft.) Downstream point/station elevation = 134.600(Ft.) Pipe length = 72.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.634(CFS) I . Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.634(CFS) Normal flow depth in pipe = 2.42(In.) Flow top width inside pipe = 9.63(m.) I Critical Depth = 3.97(m.) Page 9 I I i I ALGALEEDSLINEE.TXT Pipe flow velocity = 5.60(Ft/s) Travel time through pipe = 0.21 mm. Time of concentration (TC) = 4.90 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 60.000 SUBAREA FLOW ADDITION Decimal fraction soil group A = 0.000 I Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type I I (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C value = 0.870 Time of concentration = 4.90 mm. I Rainfall intensity = 1.335(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.766 Subarea runoff = 0.389(CFs) for 0.350(Ac.) I Total runoff = 1.022(CFS) Total area = 0.880(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 60.000 to Point/Station 61.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 134.600(Ft.) Downstream point/station elevation = 133.000(Ft.) Pipe length = 72.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 1.022(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.022(CFS) Normal flow depth in pipe = 3.12(In.) Flow top width inside pipe = 10.53(In.) Critical Depth = 5.09(In.) Pipe flow velocity = 6.30(Ft/s) Travel time through pipe = 0.19 mm. Time of concentration (TC) = 5.09 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 61.000 SUBAREA FLOW ADDITION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type I (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 5.09 mm. Rainfall intensity = 1.303(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 1.166 Subarea runoff = 0.497(CFs) for 0.460(Ac.) Total runoff = 1.519(cFs) Total area = 1.340(Ac.) I Page 10 I I I I L], I 1 I ALGALEEDSLINEE .TXT ++++ +++ + ++++++++++++ ++ ++++++ + + ++ ++++++ ++++++ ++++++++++++++++++++ + Process from Point/Station 61.000 to Point/Station 501.000 I PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 133 .000(Ft.) Downstream point/station elevation = 129.300(Ft.) Pipe length = 69.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 1.519(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.519(CFS) Normal flow depth in pipe = 3.05(In.) Flow top width inside pipe = 10.45(m.) Critical Depth = 6.27(In.) Pipe flow velocity = 9.66(Ft/s) Travel time through pipe = 0.12 mm. Time of concentration (Tc) = 5.21 ruin. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 501.000 to Point/Station 501.000 CONFLUENCE OF MAIN STREAMS I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.340(Ac.) Runoff from this stream = 1.519(CFS) I Time of concentration = 521 ruin. Rainfall intensity = 1.284(In/Hr) Summary of stream data: I Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 2.590 8.84 0.912 I i 2 1.519 5.21 1.284 Qmax(i) = 1.000 * 1.000 * 2.590) + 0.711 * 1.000 * 1.519) + = 3.669 I Qmax(2) = 1.000 * 0.589 * 2.590) + 1.000 * 1.000 * 1.519) + = 3.043 I Total of 2 main streams to confluence: Flow rates before confluence point: 2.590 1.519 Maximum flow rates at confluence using above data: I 3.669 3.043 Area of streams before confluence: 3.320 1.340 I . Results of confluence: Total flow rate = 3.669(CFS) Time of concentration = 8.842 ruin. I . Effective stream area after confluence = 4.660(Ac.) I Process from Point/Station 501.000 to Point/Station 62.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 129.300(Ft.) I Page ii I I ALGALEEDSLINEE .TXT Downstream point elevation = 122.000(Ft.) Channel length thru subarea = 200.000(Ft.) I Channel base width = 6.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 I Estimated mean flow rate at midpoint of channel = 3.716(CFS) Manning's 'N' = 0.040 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 3.716(CFS) Depth of flow = 0.229(Ft.), Average velocity = 2.512(Ft/s) I Channel flow top width = 6.916(Ft.) Flow Velocity = 2.51(Ft/s) Travel time = 1.33 mm. I Time of concentration = 10.17 mm. Critical depth = 0.223(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 I Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) I Impervious value, Al = 0.850 Sub-Area C Value = 0.820 The area added to the existing stream causes a a lower flow rate of Q = 3.649(CFS) I therefore the upstream flow rate of Q = 3.669(CFS) is being used Rainfall intensity = 0.833(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.852 CA = 4.378 Subarea runoff = 0.000(CFS) for 0.480(Ac.) I Total runoff = 3.669(CFS) Total area = 5.140(Ac.) Depth of flow = 0.227(Ft.), Average velocity = 2.500(Ft/s) depth = 0.221(Ft.) I Critical ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 62.000 to Point/Station 502.000 ft PIPEFLOW TRAVEL TIME (User specified size) - Upstream point/station elevation = 122.000(Ft.) Downstream point/station elevation = 119. 500(Ft.) Pipe length = 56.00(Ft.) Manning's N = 0.010 R No. of pipes = 2 Required pipe flow = 3.669(CFS) Given pipe size = 15.00(in.) Calculated individual pipe flow = 1.834(CFS) Normal flow depth in pipe = 3.26(In.) I Flow top width inside pipe = 12.37(In) Critical Depth = 6.46(In.) Pipe flow velocity = 9.34(Ft/s) Travel time through pipe = 0.10 mm. I Time of concentration (TC) = 10.27 mm. I Process from Point/Station 502.000 to Point/Station 502.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: I In Main Stream number: 1 Stream flow area = 5.140(Ac.) Runoff from this stream = 3.669(CFS) mm Time of concentration = 10.27 . I Page 12 I ALGALEEDSLINEE .TXT Rainfall intensity = 0.828(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station 64.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL I (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C value = 0.410 Initial subarea total flow distance = 280.000(Ft.) Highest elevation = 150.000(Ft.) Lowest elevation = 123.500(Ft.) Elevation difference = 26.500(Ft.) Slope = 9.464 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 9.46 %, in a development type of 1.0 DU/A or Less In Accordance with Figure 3-3 Initial Area Time of Concentration = 5.87 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.4100)*( 100.000A.5)/( 9.464A(1/3)]= 5.87 The initial area total distance of 280.00 (Ft.) entered leaves a remaining distance of 180.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.06 minutes for a distance of 180.00 (Ft.) and a slope of 9.46 % with an elevation difference of 17.04(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 1.055 Minutes Tt=[(11.9*0.0341A3)/( 17.04)]A.385= 1.06 Total initial area Ti = 5.87 minutes from Figure 3-3 formula plus 1.06 minutes from the Figure 3-4 formula = 6.93 minutes Rainfall intensity (I) = 1.068(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.410 Subarea runoff = 0.538(CFS) Total initial stream area = 1.230(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 64.000 to Point/Station 65.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 123. 500(Ft.) Downstream point/station elevation = 121. 690(Ft.) Pipe length = 169.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.538(CFS) Given pipe size = 12.00(m.) Calculated individual pipe flow = 0.538(CFS) Normal flow depth in pipe = 2.72(In.) Flow top width inside pipe = 10.05(m.) Critical Depth = 3.65(m.) Pipe flow velocity = 4.04(Ft/s) Travel time through pipe = 0.70 mm. Time of concentration (TC) = 7.62 mm. $ Page 13 I I I H I I I I I I I I I i Li 1 ALGALEEDSLINEE.TXT Process from Point/Station 65.000 to Point/Station 65.000 SUBAREA FLOW ADDITION I I Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL (1.0 DU/A or Less ) Impervious value, Al = 0.100 Sub-Area C value = 0.410 Time of concentration = 7.62 mm. Rainfall intensity = 1.004(In/Hr) Effective runoff coefficient used for (Q=KcIA) is C = 0.410 CA = 0.828 Subarea runoff = 0.293(CFS) for Total runoff = 0.831(CFS) Total for a 2.0 year storm total area 0.790(Ac.) area = 2.020(Ac ++ +++++++++++++ +++ + ++++++++++ + ++++ ++++++++++++++++++++++++++++ + + + + Process from Point/Station 65.000 to Point/Station 502.000 PIPEFLOW TRAVEL TIME (User specified size) upstream point/station elevation = 121.690(Ft.) Downstream point/station elevation = 119.500(Ft.) Pipe length = 110.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.831(CFS) Given pipe size = 12.00(In.) calculated individual pipe flow = 0.831(CFS) Normal flow depth in pipe = 2.89(In.) Flow top width inside pipe = 10.26(In.) Critical Depth = 4.57(In.) Pipe flow velocity = 5.71(Ft/s) Travel time through pipe = 0.32 mm. Time of concentration (TC) = 7.95 mm. ++ +++++ ++ ++++++ ++±+ +++++ + +++ ++++++++++++ + +++++++++++ +++++++++++ +++++ + + Process from Point/Station 502.000 to Point/Station 502.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.020(Ac.) Runoff from this stream = 0.831(CFS) Time of concentration = 7.95 mm. Rainfall intensity = 0.977(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (cFs) (mm) (In/Hr) 1 3.669 10.27 0.828 2 0.831 7.95 0.977 Qmax(1) 1.000 * 1.000 * 3.669) + 0.848 * 1.000 * 0.831) + = 4.373 Qmax(2) = 1.000 * 0.774 * 3.669) + 1.000 * 1.000 * 0.831) + = 3.670 Total of 2 main streams to confluence: Page 14 I I I I I I I I Li I ALGALEEDSLINEE.TXT ' Flow rates before confluence point: 3.669 0.831 Maximum flow rates at confluence using above data: 4.373 3.670 Area of streams before confluence: 5.140 2.020 Results of confluence: Total flow rate = 4.373(CFS) Time of concentration = 10.269 mm. Effective stream area after confluence = 7.160(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 502.000 to Point/Station 208.000 IMPROVED CHANNEL TRAVEL TIME ' upstream point elevation = 119.500(Ft.) Downstream point elevation = 110.000(Ft.) channel length thru subarea = 490.000(Ft.) channel base width = 6.000(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 = 4.418(CFS) Manning's 'N' = 0.040 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 4.418(CFS) Depth of flow = 0.306(Ft.), Average velocity = 2.185(Ft/s) Channel flow top width = 7.223(Ft.) Flow velocity = 2.18(Ft/s) Travel time = 3.74 mm. Time of concentration = 14.01 mm. Critical depth = 0.250(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (office Professional ) Impervious value, Ai = 0.900 Sub-Area C value = 0.850 t The area added to the existing stream causes a a lower flow rate of Q = 4.203(CFS) therefore the upstream flow rate of Q = 4.373(CFS) is being used Rainfall intensity = 0.678(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is c = 0.744 CA = 6.201 Subarea runoff = 0.000(cFS) for 1.170(Ac.) Total runoff = 4.373(CFS) Total area = 8.330(Ac.) Depth of flow = 0.304(Ft.), Average velocity = 2.177(Ft/s) Critical depth = 0.246(Ft.) End of computations, total study area = 8.330 (Ac.) Page 15 I I algaleedslinek.txt I San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2003 Version 7.3 Rational method hydrology program based on I San Diego County Flood control Division 2003 hydrology manual Rational Hydrology Study Date: 12/15/06 ------------------------------------------------------------------------ ALGA NORTE PARK I LINE K LEEDS-90% OF THE AVERAGE ANUUAL RAINFALL FOR ARID WATERSHEDS FILE: ALGALEEDSLINEK I Hydrology Study control Information ' ------------------------------------------------------------------------ Berg Engineering, Oceanside, California - S/N 937 Rational hydrology study storm event year is 2.0 English (in-lb) input data Units used I Map data precipitation entered: 6 hour, precipitation(inches) = 0.500 24 hour precipitation(inches) = 1.000 — P6/P24 = 50.00/0 Diego hydrology manual 'C' values used I San ++++++++ ++++++ +++ ++ +++ ++++++ + + +++++++++++++ ++++++++++ +++++ + Process from Point/Station 1.000 to Point/Station 1.100 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (Office Professional ) Impervious value, Al = 0.900 Sub-Area C Value = 0.850 Initial subarea total flow distance = 70.000(Ft.) Highest elevation = 315.000(Ft.) t Lowest elevation = 313.000(Ft.) Elevation difference = 2.000(Ft.) Slope = 2.857 % Top of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 2.00 %, in a development type of office Professional In Accordance with Figure 3-3 Initial Area Time of Concentration = 2.99 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.8500)*( 70.000A.5)/( 2.000A(1/3)]= 2.99 Rainfall intensity (I) = 1.836(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 subarea runoff = 0.281(CFS) Total initial stream area = 0.180(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.100 to Point/Station 2.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Page 1 I algaleedslinek. txt Top of street segment elevation = 313.000(Ft.) End of street segment elevation = 297.000(Ft.) Length of street segment = 630.000(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 [1] 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 = 3.599(CFS) Depth of flow = 0.292(Ft.), Average velocity = 3.459(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.844(Ft.) Flow velocity = 3.46(Ft/s) Travel time = 3.04 mm. TC = 6.02 mm. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (Office Professional ) Impervious value, Ai = 0.900 Sub-Area C value = 0.850 Rainfall intensity = 1.168(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.850 CA = 5.848 Subarea runoff = 6.551(CFS) for 6.700(Ac.) Total runoff = 6.832(CFS) Total area = 6.880(Ac.) Street flow at end of street = 6.832(CFS) Half street flow at end of street = 6.832(CFS) Depth of flow = 0.347(Ft.), Average velocity = 4.131(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 12.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 2.100 IRREGULAR CHANNEL FLOW TRAVEL TIME Estimated mean flow rate at midpoint of channel = 7.824(CFS) Depth of flow = 0.344(Ft.), Average velocity = 5.645(Ft/s) Irregular Channel Data ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'x' coordinate 'Y' coordinate 1 0.00 2.00 2 6.00 0.00 3 9.00 0.00 4 15.00 2.00 Manning's 'N' friction factor = 0.040 ----------------------------------------------------------------- Sub-Channel flow = 7.824(CFS) flow top width = 5.063(Ft.) velocity= 5.645(Ft/s) Page 2 i I 1 I I I I I I I Li I I 1 I I algaleedslinek.txt area = 1.386(Sq.Ft) Froude number = 1.901 Upstream point elevation = 297.000(Ft.) Downstream point elevation = 180.000(Ft.) Flow length = 875.000(Ft.) Travel time = 2.58 mm. Time of concentration = 8.61 mm. Depth of flow = 0.344(Ft.) Average velocity = 5.645(Ft/s) Total irregular channel flow = 7.824(CFS) Irregular channel normal depth above invert elev. = Average velocity of channel(s) = 5.645(Ft/s) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Al = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 0.928(In/Hr) Effective runoff coefficient used for (Q=KCIA) is C = 0.551 CA = 9.418 subarea runoff = 1.908(CFS) for Total runoff = 8.740(CFS) Total Depth of flow = 0.365(Ft.), Average ++++ + ++++++ +++++++++++ ++++++ ++++ +++++++++ ++++++ ++++++++++++++ ++ ++ + +++ + Process from Point/Station 2.100 to Point/Station 3.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 175.900(Ft.) Downstream point/station elevation = 168.800(Ft.) Pipe length = 80.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 8.740(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 8.740(CFS) Normal flow depth in pipe = 4.78(in.) Flow top width inside pipe = 21.96(in.) Critical Depth = 11.81(In.) Pipe flow velocity = 17.35(Ft/s) Travel time through pipe = 0.08 mm. Time of concentration (TC) = 8.68 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.+++++ Process from Point/Station 3.000 to Point/Station 3.000 SUBAREA FLOW ADDITION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open space ) Impervious value, Al = 0.000 Sub-Area C value = 0.350 Time of concentration = 8.68 mm. Rainfall intensity = 0.923(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area Page r_] I I I 1 Li I I I I I I I I I $ Li I 0.344(Ft.) for a 2.0 year storm total area 10.200(Ac.) area = 17.080(Ac.) velocity = 5.839(Ft/s) I algaleedslinek. txt (Q=KCIA) is C = 0.526 CA = 10.279 I Subarea runoff = 0.744(CFS) for 2.460(Ac.) Total runoff = 9.485(CFS) Total area = 19.540(Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 100.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 168.800(Ft.) Downstream point/station elevation = 155.400(Ft.) Pipe length = 165.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 9.485(CFS) Given pipe size = 30.00(in.) Calculated individual pipe flow = 9.485(CFS) Normal flow depth in pipe = 5.08(In.) Flow top width inside pipe = 22.50(In.) Critical Depth = 12.33(in.) Pipe flow velocity = 17.23(Ft/s) Travel time through pipe = 0.16 mm. Time of concentration (TC) = 8.84 mm. +++ ++++ + +++ ++++++ + +++ ++++++ + ++++++++ + ++++ +++++ ++++++++++++++ +++++++++ + Process from Point/Station 100.000 to Point/Station 100.000 SUBAREA FLOW ADDITION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [Low DENSITY RESIDENTIAL (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0.410 Time of concentration = 8.84 mm. Rainfall intensity = 0.912(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.523 CA = 10.492 Subarea runoff = 0.084(CFS) for O.520(Ac.) Total runoff = 9.568(CFS) Total area = 20.060(Ac.) Process from Point/Station 100.000 to Point/Station 100.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 20.060(Ac.) Runoff from this stream = 9.568(CFS) Time of concentration = 8.84 mm. Rainfall intensity = 0.912(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Page 4 1 I $ Li I I I LI I I I EJ I I Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] I (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 290.000(Ft.) I Highest elevation = 225.000(Ft.) Lowest elevation = 172.000(Ft.) Elevation difference = 53.000(Ft.) Slope = 18.276 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: I The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 18.28 %, in a development type of Permanent Open Space In Accordance with Figure 3-3 I Initial Area Time of Concentration = 5.13 minutes TC = [1.8(1.1-C)distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.3500)*( 100.000A.5)/( 18.276A(1/3)1= 5.13 I The initial area total distance of 290.00 (Ft.) entered leaves a remaining distance of 190.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.85 minutes for a distance of 190.00 (Ft.) and a slope of 18.28 % ' with an elevation difference of 34.72(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.854 Minutes Tt=[(11.9*0.0360A3)/( 34.72)]A.385= 0.85 I Total initial area Ti = 5.13 minutes from Figure 3-3 formula plus 0.85 minutes from the Figure 3-4 formula = 5.98 minutes Rainfall intensity (I) = 1.174(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 I Subarea runoff = 0.238(CFS) Total initial stream area = 0.580(Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 100.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 166.400(Ft.) Downstream point/station elevation = 155.400(Ft.) I Pipe length = 60.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 0.238(CFS) Given pipe size = 18.00(m.) I Calculated individual pipe flow = 0.238(CFS) Normal flow depth in pipe = 0.83(In.) Flow tO width inside pipe.= 7.57(m.) Critical depth could not be calculated. I Pipe flow velocity = 8.09(Ft/s) Travel time through pipe = 0.12 mm. Time of concentration (TC) = 6.10 mm. I Process from Point/Station 100.000 to Point/Station 100.000 CONFLUENCE OF MAIN STREAMS I The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.580(Ac.) Runoff from this stream = 0.238(CFS) I Time of concentration = 6.10 mm. Rainfall intensity = 1.158(In/Hr) Summary of stream data: Page 5 LI algaleedsli nek. txt Stream Flow rate TC Rainfall Intensity No. (cFS) (mm) (In/Hr) 1 9.568 8.84 0.912 2 0.238 6.10 1.158 Qmax(1) = 1.000 1.000 * 9.568) + 0.787 * 1.000 * 0.238) + = 9.756 Qmax(2) = 1.000 * 0.690 * 9.568) + 1.000 1.000 * 0.238) + = 6.841 Total of 2 main streams to confluence: Flow rates before confluence point: 9.568 0.238 Maximum flow rates at confluence using above data: 9.756 6.841 Area of streams before confluence: 20.060 0.580 Results of confluence: Total flow rate = 9.756(CFS) Time of concentration = 8.844 mm. Effective stream area after confluence = 20.640(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 6.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 155.400(Ft.) Downstream point/station elevation = 152.300(Ft.) Pipe length = 90.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 9.756(CFS) Given pipe size = 30.00(in.) Calculated individual pipe flow = 9.756(CFS) Normal flow depth in pipe = 6.36(In.) Flow top width inside pipe = 24.53(In.) Critical Depth = 12.52(In.) Pipe flow velocity = 12.84(Ft/s) Travel time through pipe = 0.12 mm. Time of concentration (TC) = 8.96 mm. I Process from Point/Station 6.000 to Point/Station 6.000 SUBAREA FLOW ADDITION Decimal fraction soil group A = 0.000 I Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] I (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub-Area C value = 0.520 Time of concentration = 8.96 mm. I Rainfall intensity = 0.904(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.518 CA = 10.966 Subarea runoff = 0.160(CFS) for 0.520(Ac.) I Page 6 I I I I 1 I I I I I LI algaleedslinek.txt Total runoff = 9.916(CFS) Total area = 21.160(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 6.000 SUBAREA FLOW ADDITION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL I (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C value = 0.410 Time of concentration = 896 mm. Rainfall intensity = 0.904(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.516 CA = 11.121 Subarea runoff = 0.141(CFS) for 0.380(Ac.) Total runoff = 10.057(CFS) Total area = 21.540(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 7.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 152.300(Ft.) Downstream point/station elevation = 147.300(Ft.) Pipe length = 110.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 10.057(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 10.057(CFS) Normal flow depth in pipe = 6.03(In..) Flow top width inside pipe = 24.04(In.) Critical Depth = 12.70(In.) Pipe flow velocity = 14.29(Ft/s) Travel time through pipe = 0.13 mm. Time of concentration (TC) = 9.09 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 7.000 SUBAREA FLOW ADDITION Decimal fraction soil group A = 0.000 I Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C value = 0.410 Time of concentration = 9.09 mm. Rainfall intensity = 0.896(In/Hr) for a Effective runoff coefficient used for total area (Q=KCIA) is c = 0.515 CA = 11.257 2.0 year storm subarea runoff = 0.029(CFS) for 0.330(Ac.) Total runoff = 10.086(CFS) Total area = 21.870(Ac.) Process from Point/Station 7.000 to Point/Station 8.000 Page 7 I I I I I I I I I I I I I El I I algal eedslinek.txt PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 147.300(Ft.) Downstream point/station elevation = 135.800(Ft.) Pipe length = 325.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 10.086(cFs) Given pipe size = 30.00(In.) Calculated individual pipe flow = 10.086(CFS) Normal flow depth in pipe = 6.43(in.) Flow top width inside pipe = 24.62(in.) Critical Depth = 12.73(in.) Pipe flow velocity = 13.09(Ft/s) Travel time through pipe = 0.41 mm. Time of concentration (TC) = 9.50 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 8.000 SUBAREA FLOW ADDITION Decimal fraction soil group A = 0.000 I Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type I (Office professional ) Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 Time of concentration = 9.50 mm. Rainfall intensity = 0.871(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.525 CA = 11.835 subarea runoff = 0.218(CFS) for O.680(Ac.) Total runoff = 10.304(CFS) Total area = 22.550(Ac.) End of computations, total study area = 22.550 (Ac.) 1 El Li LI I Li Li 11 Page 8 I I I 1 I I El Li I CUP 04-08 c I ,P.,_,., .7 Lu Q- uj LIJ LLJ 16V 11- LLJ 11 LLJ so AV El cs - - 1/ Ll \,/ \ j LINE"C"---" / ',.. " /I2'1*f'/ , ....-. ......... // u i - // N. — - ....... - -P--T 3 CN — — - - 'N -- -p - -- ::2i_ - — ------ ' - LO © cj- Lij (ID Pz- WOMMER YAMADA AND CAUCHEY LANDSCAPE ARCHITECTURE ENVIRONMENTAL PLANNING 3067 FIFTH AVENUE SAN DIEGO, CALIFORNIA 92103 619.232.4004 R. E. BERG ENGINEERING, INC. CIVIL ENGINEERING AND LAND SURVEYING 726 CALIFORNIA OAKS DRIVE (760) 599-9031 VISTA, CA 92081 (760) 599-9041 (F) V o Exp. 3/31/00 100 50 0 100 200 300 GRAPHIC SCALE 1"= 100' PLANNING DEPARTMENT APPROVAL SIGNED: DATE: MICHAEL J. HOLZMILLER, PLANNING DIRECTOR SIGNED: DATE: RECOMMENDED BY: (PRINT NAME) DATE IINITIALS REVISION DESCRIPTION DATE INITIALS ENG OF WORK CITY APPROVAL SHEET 1 CITY OF CARLSBAD RECREATION DEPARTMENT SHEETS 1 HYDROLOGY MAP FOR: ALGA NORTE COMMUNITY PARK DWN BY: CHKD BY: RVWD BY: ______ CITY CONTRACT NO. DRAWING NO. X:\alga none park\CADD\HYDROMAP- PROPOSED. dwg, 7/20/2007 1:39:17 PM, Adobe PDF 30X42.pc3 /.•. ... .... ...... I li I [j I I I APPENDIX E BMP FACT SHEETS I I I 1 I I I I I I Targeted Constituents Sediment A Nutrients lJ Trash Ef Metals A Ef Bacteria Oil and Grease A Ef Organics A Legend (Removal Effectiveness) Low U High A Medium Vegetated Swale TC-30 I Design Considerations Tributary Area in Area Required Slope Water Availability Description Vegetated swaIs 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 tre it 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), promcte 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 southern Califcrnia. These swales were generally effective in reducing the vcluine and mass of pollutants .n runoff. Even in the areas where the annual rainfall was only about 10 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 mouncs, destroyed vegetation, and generally reduced the effectiveness of the controls for TSS reducticn. Advantages If properly designed, vegetated, and operated, swales can serve as an aesthetic potentially inexpensive urban development or roadway drainage conveyance measure with significant oollateral water quality benefits. CASQ NEEMEEW January 2003 California S tor mwater BMP Handbock 1 of 13 New Developri-ent and Redevelopmt www. cab nphandbooks. corn I I TC-30 Vegetated Swale I . Roadside ditches should be regarded as significant potential swale/buffer strip sites and should be utilized for this purpose whenever possible. I Limitations Can be difficult to avoid channelization. I . May not be appropriate for industrial sites or locations where spills may occur Grassed swales cannot treat a very large drainage area. Large areas maybe divided and treated using multiple swales. I . A thick vegetative cover is needed for these practices to function properly. I . They are impractical in areas with steep topography. They are not effective and may even erode when flow velocities are high, if the grass cover is not properly maintained. I . In some places, their use is restricted by law: many local municipalities require curb and gutter systems in residential areas. I . Swales are mores susceptible to failure if not properly maintained than other treatment BMPs. I Design and Sizing Guidelines Flow rate based design determined by local requirements or sized so that 85% of the annual runoff volume is discharged at less than the design rainfall intensity. I . Swale should be designed so that the water level does not exceed 2/3rd5 the height of the grass or 4 inches, which ever is less, at the design treatment rate. I . Longitudinal slopes should not exceed 2.5% . Trapezoidal channels are normally recommended but other configurations, such as I parabolic, can also provide substantial water quality improvement and may be easier to mow than designs with sharp breaks in slope. I . Swales constructed 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 constructed of fill, which are prone to structural damage by gophers and other burrowing animals. I . 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 I for swales that are not part of a regularly irrigated landscaped area. . The width of the swale should be determined using Manning's Equation using a value of 1 0.25 for Manning's n. 2 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com I I Vegetated Swale TC-30 I Construction/Inspection Considerations 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 of the I vegetation requirements. 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 I not be sufficient and temporary irrigation may be used. If sod tiles must be used, they should be placed so that there are no gaps between the tiles; I stagger the ends of the tiles to prevent the formation of channels along the swale or strip. Use a roller on the sod to ensure that no air pockets form between the sod and the soil. I • Where seeds are used, erosion controls will be necessary to protect seeds for at least 75 days after the first rainfall of the season. I Performance The literature suggests that vegetated swales represent a practical and potentially effective technique for controlling urban runoff quality. While limited quantitative performance data I exists for vegetated swales, it is known that check dams, slight slopes, permeable soils, dense grass cover, increased contact time, and small storm events all contribute to successful pollutant removal by the swale system. Factors decreasing the effectiveness of swales include compacted soils, short runoff contact time, large storm events, frozen ground, short grass heights, steep I slopes, and high runoff velocities and discharge rates. Conventional vegetated swale designs have achieved mixed results in removing particulate I 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 runoff quality for the pollutants analyzed. However, the weak performance of these swales was I 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 runoff from a commercial parking lot. The project tracked ii 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 I nutrients. The effectiveness of vegetated swales can be enhanced by adding check dams at approximately I 17 meter (50 foot) increments along their length (See Figure i). These dams maximize the retention time within the swale, decrease flow velocities, and promote particulate settling. Finally, the incorporation of vegetated filter strips parallel to the top of the channel banks can I help to treat sheet flows entering the swale. Only ç studies have been conducted on all grassed channels designed for water quality (Table i). The data suggest relatively high removal rates for some pollutants, but negative removals for I some bacteria, and fair performance for phosphorus. 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 thy swales Goldberg 1993 67.8 45 - 31.4 42-62 -ioo grassed channel Seattle Metro and Washington 60 Department of Ecology 1992 45 - -25 2-16 -25 grassed channel Seattle Metro and Washington Department ofEcology, 1992 83 29 - -25 46-73 -25 grassed channel Wang et al., 1981 80 - - - 70-80 - dry swale Dorman etaL,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 coon, 1995 67 39 - 9 -35 to 6 - et swale While it is difficult to distinguish between different designs based on the small amount of available data, grassed channels generally have poorer removal rates than wet and dry swales, although some swales appear to export soluble phosphorus (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 will depend on land use, size of the area serviced, soil type, slope, imperviousness of the contributing watershed, and dimensions and slope of the swale system (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 (Young et al., 1996). Selection Criteria (NCTCOG, 1993) Comparable performance to wet basins Limited to treating a few acres 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 pollutants even when dormant. Therefore, irrigation is not required to maintain growth during dry periods, but may be necessary only in prevent the vegetation from dying. 4 of 13 California Stormwater BMP Handbook 3aivary 2003 New Development and Redevelopment www.cabmphandbooks.com FA I I I I I I I I I I I I I I I I Vegetated Swale TC30 I The topography of the site should permit the design of a channel with appropriate slope and cross-sectional area. Site topography may also dictate a need for additional structural controls. Recommendations for longitudinal slopes range between 2 and 6 percent. Flatter slopes can be I 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 I acceptable limits. The use of check dams with swales also promotes infiltration. Additional Design Guidelines Most of the design guidelines adopted for swale design specify a minimum hydraulic residence I time of 9 minutes. This criterion is based on the results of a single study conducted in Seattle, Washington (Seattle Metro and Washington Department of Ecology, 1992), and is not well supported. Analysis of the data collected in that study indicates that pollutant removal at a I residence time of 5 minutes was not significantly different, although there is more variability in that data. Therefore, additional research in the design criteria for swales is needed. Substantial pollutant removal has also been observed for vegetated controls designed solely for conveyance (Barrett et al, 1998); consequently, some flexibility in the design is warranted. - Many design guidelines recommend that grass be frequently mowed to maintain dense coverage near the ground surface. Recent research (Colwell et al., 2000) has shown mowing frequency or grass height has little or no effect on pollutant removal. - Summary of Design Recommendations I i) 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 the grass at the peak of the water quality design storm intensity. The channel slope I should not exceed 2.5%. A design grass height of 6 inches is recommended. I Regardless of the recommended detention time, the swale should be not less than ioo feet in length. I ) The width of the swale should be determined using Manning's Equation, at the peak of the design storm, using a Manning's n of 0.25. I 5) The swale can be sized as both a treatment facility for the design storm and as a conveyance system to pass the peak hydraulic flows of the loo-year storm if it is located "on-line." The side slopes should be no steeper than 3:1 (H:V). I 6) Roadside ditches should be regarded as significant potential swale/buffer strip sites and should be utilized for this purpose whenever possible. If flow is to be introduced through curb cuts, place pavement slightly above the elevation of the vegetated areas. I 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 I 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 I January 2003 California Stormwater BMP Handbook 5 of 13 New Development and Redevelopment www.cabmphandbooks.com I I TC-30 Vegetated Swale I establishment Where runoff diversion is not possible, cover graded and seeded areas with suitable erosion control materials. I Maintenance The useful life of a vegetated swale system is directly proportional to its maintenance frequency. If properly designed and regularly maintained, vegetated swales can last indefinitely. The maintenance objectives for vegetated swale systems include keeping up the hydraulic and I removal efficiency of the channel and maintaining a dense, healthy grass cover. Maintenance activities should include periodic mowing (with grass never cut shorter than the I 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 facility. Accumulated sediment should also be removed I manually to avoid concentrated flows in the swale. The application of fertilizers and pesticides should be minimal. Another aspect of a good maintenance plan is repairing damaged areas within a channel. For example, if the channel develops ruts or holes, it should be repaired utilizing a suitable soil 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., silt, grass cuttings) must be disposed in accordance with local or State requirements. Maintenance of grassed swales mostly involves maintenance of the grass or wetland plant cover. Typical maintenance activities are summarized below: 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 runoff to be sure the swale is ready for winter. However, additional inspection after periods of heavy runoff is desirable. The swale should be checked for debris and litter, and areas of sediment accumulation. Grass height and mowing frequency may not have a large impact on pollutant removal. Consequently, mowing may only be necessary once or twice a year for safety or aesthetics or to suppress weeds and woody vegetation. 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. Sediment accumulating near culverts and in channels should be removed when it builds up to 75 mm (3 in.) at any spot, or covers vegetation. Regularly inspect swales for pools of standing water. Swales can become a nuisance due to mosquito breeding in standing water if obstructions 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 I Li 1 I I I I I I I I I I Vegetated Swale TC-30 I Cost Construction Cost Little data is available to estimate the difference in cost between various swale designs. One ,I study (SWRPC, 1991) estimated the construction 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 construction costs for most I . stormwater management practices. For swales, however, these costs would probably be significantly higher since the construction 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 storinwater management practices. I * - [] I I I I I 3auary 2003 California Stormwater BMP Handbook 7o f 13 New Development and Redevelopment www.cabmphandbooks.com — - — — — — — — — — — WNW TC-30 Vegetated Swale Table 2 Swale Cost Estimate (SEWRPC, 1991) Unit Cost Total Cost Low Moderate High Low Moderate I gh _141 Component Unit Extent Mobiiation/ Swale 1 $107 $274 $441 $107 $274 $441 Demobiliztiori-Ught Site Preparation Glearingb Acre . 0.5 $2,200 $3,600 $5,400 $1,100 $1,900 $2,700 Grubbin General Acre 0.26 $3,800 $5,200 $6,500 $950 $1,300 $1,650 Etiorid 372 $2.10 $3.70 $5.30 $731 $1,376 $1,972 LÜi and Tilil YC2 1,210 $6.20 $0.35 $6.50 $242 $424 $605 Sites Development Salvaged Topsoil Seed, and Mulch'.. 1,210 $6.40 $1.00 $160 $434 $1.210 $1,036 SoP.......... Yd 1.210 $1.20 $2.40 $3.60 $1,452 $2004 $4356 Subtotal! . -- - -- - -- $5,116 $9,333 $13,660 Contingencies Swale 1 25% 25% 25% $1,219 $2,347 $3415 Tot -- - - - -. $8,395 $11,75 $17,015 Note; Mobibzabon/dernobi1ation refers to the organization end piencung involved in adablishing e vegetative ewsie. Swale has a bottom width of 1,0 foot, atop width of 10 teetwllh 1:3 side slopes, and a 1,000-foot length, Area c lea red = (top width + 10 fet) x sw21e length, Area grubbed = (top width x swale length). dVoiume excavated = (0.67 x top width x swaie depth) x male length (parabolic cross-section). Area tilled = (top width i- 8(swaia derh x swale length (parabolic cross-section), 30op width) Area seeded = area cleared x 0.5. Area sodded = area cleared x 0.5. 8 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC-30 Table 3 Estimated Maintenance Costs (SEWRPC. 1991) Swale Size (Depth and Top Width) Component Unit Cost Comment 1.5 Foot Depth, One. 3-Foot Depth, 3-Fool Fool Bottom Width, Bottom Width, 21-Foot 10-Foot Top Width Top.Wldth Lawn Mowing $0.85 11,000 f121 rnoiing $0.14 llinmrfoot $0.21 umber foot Lawn maintenanm arm=(top width + l0 feet) x length. Mow eight times per year Goneri Lawn Cam $000/ 1000 11 year $0.IB /linmrfaot $0.2 /Iiwar foot Lawn maintenance area = top wldlh+ lO feet) xlenqth Swale Debris and Utter $O.10/ linear foot /year $0.10 Iilnmrfoot $0.10/li Naar foot - Removal Grass Rueedingwith $0.01yd2 $0.01 llir,asrfoot $0.01 /IinoarfooI Area revegelated equals 1% Mulch arid Fertilizer . . . . . . of lawn maintenance area per year Program Mrnlnlstratbori and $0.16/ IIriar lOot I year, $0.15 /ilnmrfoot $0.15 / li near foot Inspect four times per year Swale Inspection plus $251 inspection Total . -- $058I linear fact $D.751lincfoot - January 2003 . California Stormwater BMP Handbook 9 of 13 New Development and Redevelopment www.cabmphandbooks.com 1 I TC-30 Vegetated Swale I 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, the cost is fundamentally a function of the mowing frequency. Unit costs developed by SEWRPC are shown in Table 3. In many cases vegetated channels would be used to convey runoff and would require periodic mowing as well, so there may be little additional cost for the I water quality component. Since essentially all the activities are related to vegetation management, no special training is required for maintenance personnel. I References and Sources of Additional Information Barrett, Michael E., Walsh, Patrick M., Malina, Joseph F., Jr., Charbeneau, Randall J, 1998, "Performance of vegetative controls for treating highway runoff," ASCE Journal of I Environmental 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 I Watershed Protection, Ellicott 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 I Chicago, IL, by the Center for Watershed Protection, Ellicott City, MD. Colwell, Shanti R., Homer, Richard R., and Booth, Derek B., 2000. Characterization of I .Performance Predictors and Evaluati on ofMowing Practices in Biofiltration Swales. Report to King County Land And Water Resources Division and others by Center for Urban Water Resources Management, Department of Civil and Environmental Engineering University of 1 Washington, Seattle, WA Dorman, M.E., J. Hartigan, R.F. Steg, and T. Quasebartli 1989. Retention, Detention and Overland Flow for Pollutant Removal From Highway Stormwater Runoff. Vol. 1. FHWA/RD I 89/202. Federal Highway Administration, Washington, DC. Goldberg. 1993. Dayton Avenue Swale Biofiltration Study. Seattle Engineering Department, I Seattle, WA- Harper, H. 1988. Effects of Storm water Management Systems on Groundwater Quality. Prepared for Florida Department of Environmental Regulation, Tallahassee, FL, by I Environmental Research and Design, Inc., Orlando, FL. Kercher, W.C., J.C. Landon, and R. Massareiii. 1983. Grassy swales prove cost-effective for water pollution control. Public Works, 16: 53-55. Koon, J. 1995. Evaluation of Water Quality Ponds and Swales in the Issaquah/East Lake I Sammamish Basins. King County Surface Water Management, Seattle, W4 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.Oaldand, P.H. 1983. An evaluation of stormwater pollutant removal 10 of 13 California StOrmwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com I Vegetated Swale TC30 I through grassed swale treatment In Proceedings of the International 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 the Metropolitan Washington Council of Governments, Washington, DC, by the Occoquan Watershed Monitoring Laboratory, Manassas, VA I .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. I Watershed Protection Techniques 2(2):379-383. I Seattle Metro and Washington Department of Ecology. 1992'. Biofiltration Swale Performance: Recommendations and Design Considerations. Publication No. 657. Water Pollution Control Department, Seattle, WA I .Southeastern Wisconsin Regional Planning Commission (SWRPC). 1991. Costs of Urban Nonpoint Source Water Pollution Control Measures. Technical report no. 31. Southeastern Wisconsin Regional Planning Commission, Waukesha, WI. I U.S. EPA, 1999, Stormwater Fact Sheet Vegetated Swales, Report # 832-F-99-0o6 http: //www.epa.gov/owni/mth/vegswale.pdf, Office of Water, Washington DC. I Wang, T., D. Spyridakis, B. Mar, and R. Homer. 1981. Transport, Deposition and Control of Heavy Metals in Highway Runoff. FHWA-WA-RD-39-10. University of Washington, Department of Civil Engineering, Seattle, WA- Washington State Department of Transportation, 1995, Highway R un off Manual., Washington State Department of Transportation, Olympia, Washington. I Welborn, C., and J. Veenhuis. 1987. Effects ofRunoff Controls on the Quantity and Quality of Urban Runoffin Two Locations in Austin, TX USGS Water Resources Investigations Report No. 87-4004. U.S. Geological Survey, Reston, VA I . ' Yousef, Y., M. Wanielista, H. Harper, D. Pearce, and R. Tolbert. 1985. Best Management Practices: Removal of Highway Contaminants By Roadside Swales. University of Central I Florida and Florida Department of Transportation, Orlando, FL. Yu, S., S. Barnes, and V. Gerde. 1993. Testing of Best Management Practicesfor Controlling Highway Runoff FHWA,/VA-93-R16. Virginia Transportation Research Council, I Charlottesville, VA Information Resources I Maryland Department of the Environment (MDE). 2000. Maryland Storm water Design Manual. www.mde.state.md.us.LenvironmentLNyima./stormwatermanual. Accessed May 22, 2001. . . 1 Reeves, E. 1994. Performance and Condition of Biofliters in the Pacific Northwest. Watershed Protection Techniques 1(3):117-119. Janu -y 2003 California StormwaterBMP Handbook 11 of 13 New Development and Redevelopment 1 ' I TC-30 Vegetated Swale I Seattle Metro and Washington Department of Ecology. 1992. Biofiltration Swale Performance. Recommendations and Design Considerations. Publication No. 657. Seattle Metro and Washington Department of Ecology, Olympia, WA 1 USEPA 1993. Guidance Specifying Management Measures for Sources of Nonpoint Pollution in Coastal Waters. EPA-84o-B-92-002. U.S. Environmental Protection Agency, Office of Water. I Washington, DC. Watershed Management Institute (WMI). 1997. Operation, Maintenance, and Management of Storm water Management Systems. Prepared for U.S. Environmental Protection Agency, Office of Water. Washington, DC, by the Watershed Management Institute, Ingleside, MD. I I 1 Lj 1 I 1 I I 12 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.ctmphandbooks.com I 1 Vegetated Swale TC-30 I I Provide for scour (e) Crus section otwak with check dam. protection. Notation: L = t.orth *fwaio Impound nent eros pr drock dam (111) (b) Dimensional view ell'swale impoundment area. = Depth o1Choc dam tft) S8 = Bottom sip* of swab (filft) W Top width oichockdam(1t) W =Bottom width of chock dam (ft) 1152 Ratio of horizontal to vorttcoil clron. In swalo ado slope (ft(fl) I 1 I I I I Ii] I I January 2003 California Stormwater BMP Handbook 13 of 13 New Development and Redevelopment I www.cabmphandbooks.com I I I I I I I Drain Inserts MP-52 I 1 I I I Description Drain inserts are manufactured filters or fabric placed in a drop juliet 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. Design Considerations . Use with other OMPs . Fit and Seat Capacity within Inlet California Experience Targeted Constituents • The number of installations is unknown but likely exceeds a Ef Sediment thousand. Some users have reported that these systems require I1 Nutrients I considerable maintenance to prevent plugging and bypass. I1 Trash Advantages I1 Metals • Does not require additional space as inserts as the drain Bacteria I1 Oil and Grease I inlets are already a component of the standard drainage lxi Organics systems. Removal Effectiveness I • Easy access for inspection and maintenance. See New Development and Redevelopment Handbook-Section 5. As there is no standing water, there is little concern for I mosquito breeding. A relatively inexpensive retrofit option. I Limitations Performance is likely significantly less than treatment systems that are located at the end of the drainage system such as ponds I 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 I constructed of polypropylene. The fabric maybe attached to a frame or the grate of the inlet holds the sock. Socks are meant I for vertical (drop) inlets. Boxes are constructed of plastic or wire mesh. Typically a polypropylene "bag' is placed in the wire mesh Iii £ box. The bag takes the form of the box. Most box products are LA4J-MNK--4UW %I AA I EA 1tJ f • t k t I January 2003 California Stormwater BMP Handbook 1 of 3 New Development and Redevelopment www.cabmphandbooks.com I I MP-52 Drain Inserts I 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 J 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. I 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 frame 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 I 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 I .The initial cost of individual inserts ranges from less than $100 to about $2,000. The cost of using multiple units in curb inlet drains varies with the size of the inlet I . 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 I .replacement). References and Sources of Additional Information Hrachovec, R., and G. Minton, 200], Field testing of a sock-type catch basin insert, Planet CPR., I Seattle, Washington Interagency Catch Basin Insert Committee, Evaluation of Commercially-Available Catch Basin I Inserts for the Treatment of Stormwater Runoff from Developed Sites, 1995 Larry Walker Associates, June 1998, NDMP Inlet/In-Line Control Measure Study Report I Manufacturers literature 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 I www.cthmphandbooks.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,cmphandbooks.com increase waste collection by providing an convenient method for disposal National Menu of Best Management Practices Source controls Pet Waste Collection Pollution Prevention/Good Housekeeping for Municipal Operations Description Pet waste collection as a source control involves using a combination of educational outreach and enforcement to encourage residents to clean up after their pets. The presence of Pet waste in storm water runoff has a number of implications for urban stream water quality, with perhaps the greatest impact from fecal bacteria. According to recent research, nonhuman waste represents a significant source of bacterial contamination in urban watersheds. Genetic studies by Alderiso et al. (1996) and Trial et al. (1993) both concluded that 95 percent of fecal coliform found in urban storm water were of nonhuman origin. Bacterial source-tracking studies in a watershed in the Seattle. Washington, area also found that nearly 20 percent of the bactcria isolates that could be matched with host animals were matched with dogs. These bacteria can pose health risks to humans and other animals and result in the spread of disease. It has been estimated that for watersheds of up to 20 square miles draining to small coastal bays, 2 or 3 days of droppings from a population of about 100 dogs would contribute enough bacteria and nutrients to temporarily close a bay to swimming and shellfishing (USEPA, 1993). Pet waste may also be a factor in the eutrophication of lakes. The release of nutrients from the decay of pet waste promotes weed and algae growth, limiting light penetration and the growth of aquatic vegetation. This situation, in turn, can reduce oxygen levels in the water, affecting fish and other aquatic organisms. Pet waste collection programs use pet awareness and education, signs, and pet waste control ordinances to alert residents to the proper disposal techniques for pet droppings. In some parts of the country, the concept of parks or portions of parks established specifically for urban dog owners has gained in popularity. With provisions for proper disposal of dog feces and siting and design to address storm water runoff, these parks may represent another option for protecting local water quality. 11 National Menu of Best Management Practices I Applicability Pet ownership is not limited by factors such as region of the country, climate, or topography. For this reason, educational outreach regarding pet waste is appropriate throughout the country. In a 1 survey of Chesapeake Bay residents, it was found that about 40 percent of households own a dog. Just about half of these dog owners actually walked their dog in public areas. Of the half that did walk their dog, about 60 percent claimed to pick up after their dog (Swann, 1999), which I is generally consistent with other studies (Table 1). Men were found to be less prone to pick up after their dog than women were (Swann, 1999). $ Residents seem to be of two minds when it comes to dog waste. While a strong majority agree that dog waste can be a water quality problem (Hardwick, 1997; Swaim, 1999), they generally rank it as the least important local water quality problem (Syferd, 1995 and MSRC, 1997). This I finding strongly suggests the need to dramatically improve watershed education efforts to increase public recognition about the water quality and health consequences of dog waste. Table 1. A comparison of three resident surveys about cleaning up after dogs Pdy Survey Results aryfld • 62% always cleaned up after the dog, 23% sometimes, 15% never (HGIC, 1996) • Disposal method: trash can (66%), toilet (12%), other 22% • Pet ownership: 58% • 51% of dog owners do not walk dogs • 69% claimed that they cleaned up after the dog Washington (Hardwick, • 31% do not pick up 1997) • Disposal methods: trash can 54%, toilet 20%, compost pile 4% • 4% train pet to poop in own yard • 85% agreed that pet wastes contribute to water quality problems • Dog ownership: 41% • 44% of dog owners do not walk dogs Chesapeake • Dog walkers who clean up most/all of the time 59% Bay (Swami, • Dog walkers who never or rarely cleanup 41% 1999) • Of those who never or rarely clean up, 44% would not cleanup even with fine, complaints, or improved sanitary collection or disposal methods 63% agreed that pet wastes contribute to water quality problems 5 El I I I [1 I I Ll I I I I National Menu of Best Management Practices Design Considerations Programs to control pet waste typically use "pooper-scooper" ordinances to regulate pet waste cleanup. These ordinances require the removal and proper disposal of pet waste from public areas and other people's property before the dog owner leaves the immediate area. Often a fine is associated with failure to perform this act as a way to encourage compliance. Some ordinances also include a requirement that pet owners remove pet waste from their own property within a prescribed time frame. Public education programs are another way to encourage pet waste removal. Often pet waste ' messages are incorporated into a larger non-point source message relaying the effects of pollution on local water quality. Brochures and public service announcements describe proper pet waste disposal techniques and try to create a storm drain-water quality link between pet I waste and runoff. Signs in public parks and the provision of receptacles for pet waste will also encourage cleanup. I Another option for pet waste management could be the use of specially designated dog parks where pets are allowed off-leash. These parks typically include signs reminding pet owners to remove waste, as well as other disposal options for pet owners. The following management options have been used in Australian dog parks and could be incorporated for dog parks in the I United States (Harlock Jackson et al., 1995): Doggy loos. These disposal units are installed in the ground and decomposition occurs I within the unit. Minimal maintenance is required (no refuse collection). Pooch patch. A pole is placed in the park surrounded by a light scattering of sand. I Owners are encouraged to introduce their dog to the pole on entry to the park. Dogs then return to the patch to defecate and special bins are provided in which owners then place the deposit. I • The "Long Grass Principle." Dogs are attracted to long grass for defecating and areas that are mowed less frequently can be provided for feces to disintegrate naturally. A height of ' around 10 cm (about 4 inches) is appropriate. The design of these dog parks should be done to mitigate storm water impacts. The use of vegetated buffers, pooper-scooper stations, and the siting of parks out of drainageways, streams, and steep slopes will help control the impacts of dog waste on receiving waters. Limitations I The reluctance of many residents to handle dog waste is the biggest limitation to controlling pet waste. According to a Chesapeake Bay survey, 44 percent of dog walkers who do not pick up indicated they would still refuse to pick up, even if confronted by complaints from neighbors, threatened with fines, or provided with more sanitary and convenient options for retrieving and disposing of dog waste. Table 2 provides factors that compel residents to pick up after their dog, along with some rationalizations for not doing so. I I I I I I I National Menu of Best Management Practices This strong resistance to handling dog wastes suggests that an alternative message may be necessary. One such example might be to encourage the practice of rudimentary manure management by training dogs to use areas that are not hydraulically connected to the stream or close to a buffer. Table 2. Dog owners rationale for picking up or not picking up after their dog (Source: HGIC, 1996) Reasons for not picking it up Reasons for picking up • because it eventually goes away • just because • too much work • on edge of my property .. it's the law • it's in my yard environmental reasons • it's in the woods . hygiene/health reasons • not prepared . neighborhood courtesy • no reason it should be done • small dog, small waste . keep the yard clean • use as fertilizer • sanitary reasons • own a cat or other kind of pet Effectiveness The pollutant removal abilities of pet waste collection programs has never been quantified. There is ample evidence that programs such as these are required in urban areas. For example, in the Four Mile Run watershed in Northern Virginia, a dog population of 11,400 is estimated to contribute about 5,000 pounds of solid waste every day and has been identified as a major contributor of bacteria to the stream. Approximately 500 fecal coliform samples have been taken from Four Mile Run and its tributaries since 1990, and about 50 percent of these samples have exceeded the Virginia State water quality standard for fecal coliform bacteria (NVRC, 2001). A project is currently underway to pinpoint the source of bacterial contamination through DNA fingerprinting. There is plenty of evidence that pets and urban wildlife can be significant bacterial sources. According to van der Wel (1995) a single gram of dog feces can contain 23 million fecal coliform bacteria. Dogs can also be significant hosts of both Giardia and Salmonella (Pitt, 1998). A 1982 study of Baltimore, Maryland, catchments reported that dog feces were the single greatest contributor of fecal coliform and fecal strep bacteria (Lim and Olivieri, 1982). This evidence points to a need for enforcement and education to raise resident awareness regarding the water quality impacts of this urban pollutant source. 1 [Ti I I Li I I I I 1 I I I I I [1 I I I National Menu of Best Management Practices I Cost Considerations The cost of pet waste collection programs will vary depending on the intensity of the effort and I the paths chosen to control pet waste. The most popular way is through an ordinance, but managers must consider the cost of enforcement, including staff and equipment requirements. Public education program costs are determined by the type of materials produced and the method I of distribution selected. Signs in parks may initially have a higher cost than printed materials, but can last for many years. Signs may also be more effective because they act as on-site reminders to dog owners to clean up in parks. I I I I I I I I I I I I 1 1 8 LI I 1 I I I APPENDIX F I LEED I SS Credit 6.2: Stormwater Design: Quality Control I Li I Li [I Fi H LI I I I I SS Credit 62: Stormwater Design: Quality Control 1 Point Intent Limit disruption and pollution of natural water flows by managing stormwater runoff. Requirements Implement a stormwater management plan that reduces impervious cover, promotes infiltration, and captures and treats the stormwater runoff from 901/o of the average annual rainfall' using acceptable best management practices (BMPs). BMPs used to treat runoff must be capable of removing 801/6 of the average annual post development total suspended solids (TSS) load based on existing monitoring reports. BMPs are considered to meet these criteria if (1) they are designed in accordance with standards and specifications from a state or local program that has adopted these performance standards, or (2) there exists in-field performance monitoring data demonstrating compliance with the criteria. Data must conform to accepted protocol (e.g., Technology Acceptance Reciprocity Partnership [TARP], Washington State Department of Ecology) for BMP monitoring. Potential Technologies & Strategies Use alternative surfaces (e.g., vegetated roofs, pervious pavement or grid payers) and nonstructural. techniques (e.g., rain gardens, vegetated swales, disconnection of imperviousness, rainwater recycling) to reduce imperviousness and promote infiltration thereby reducing pollutant loadings. Use sustainable design strategies (e.g., Low Impact Development, Environmentally Sensitive Design) to design integrated natural and mechanical treatment systems such as constructed wetlands, vegetated filters, and open channels to treat stormwater runoff. I F~ I I Li I I I I I I I In the United States, there are three distinct climates that influence the nature and amount of rainfall occurring on an annual basis. Humid watersheds are defined as those that receive at least 40 inches of rainfall each year, Semi-arid watersheds receive between 20 and 40 inches of rainfall per year, and And watersheds receive less than 20 inches of rainfall per year. For this credit, 900/6 of the average annual rainfall is equivalent to treating the runoff from. Humid Watersheds —1 inch of rainfall; Semi-arid Watersheds —0.75 inches of rainfall; and Arid Watersheds —0.5 inches of rainfall. LEED for New Construction Version 2.2 21 October 2005 I I 1 i Li