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Home My WebLink AboutCUP 10-10; Carlsbad Kingdom Hall; Conditional Use Permit (CUP) (8)• ' • Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble, April, 2010 . . Project Threat Assessment Worksheet • . for Determination of Construction SWPPP Tier Level .. Construction Project Storm Watet· Threat Assessment Criteria* SWPPPTier Level Significant Threat~ Criteria OJ My project includes clearing, grading or other disturbances to the ground resulting in soil disturbance totaling one or.more acres including any associatedeonstruction staging, equipDBlt storage, stoclq>iling, pavement removal, refueling and maintenance areas; or, 0 My project is paJ1 ofa phased developmentplan that will cnmnlatively result in soil Tier3 disturbance totaJilig one or more acres including any associated construction staging,:. equipment stora~ refueling and maintenance areas; or, 0 My project is located inside cit\Vithin 200 feet ofan environmenta11y sensitive area (see City.ESA ProXlmity map) and has a significant potential·forcodributing pollutants to nearby receiving waters bY way of stom1 water ruopff or non-storm wafer discharge(s). Moderate Threat Assessment Criteria Myptoj~ doe$ not lD!et any oftbe Signincant Threat AssessmeotCriteria described abqve and meets.ooe or mote ofthe.follow:ing,criteria:: . . . 0 Project requires a grading plan putsuant to the Carlsbad. Grading Ordinance (Chapter 0 15.16 of the Carlsbad MuniciPal Code); ar, . . ·. . .·. . . ·.· Project will result in 2;500 ·square feet or more of soilsdimu:banc¢ iDcludio8 any associated coostmction stagiilg. stockpiling, pavement reDl0\1Bl, eqnipmentsforage, tefueling.andmaintenance.areas and.·project. meets one .. QI' ~of~ additional follow:ing Criteria: . . . . . .. . . . . . . . Tier2 • fucatedwitbin 200 feet of an eiMromneota1ly seositive.area or tl:Je'Pacific Ocean;· and/or, • disturbed area is located on a.~ with a grade at or ~g 5 horizontal tO 1 ·vertic~. and/or • distufbed, area is ~ted along or within 30 feet of' a stonn drain inlet. an open drainage channel or wate.rcourse; and! or · • construction will be iriitiated during the rainy season Or Will extend into the rainy season (Oct 1 tbrough April30)~ · Low Threat Assessment Criteria 0 My project does not meet ari.y ofthe Significant« Moderate .Threat criteria, is not an exempt permit type (see City's li$t ofPermit.'l)p'es Exe.lnptfrolit ConstrUction SWPPP requirements) and project meets one or more of the foUowing criteria: Tier 1 • results in some soil disturbance; and/or • includes outdoor construction activities (such as roofing. saw cutting. equipment washing, material stockpiling, vebicle fueling, waste stockpiling) No Threat Project Assessment Criteria 0 My project is in a category of permit types exempt from City Construction SWPPP requirements (see City's Jist of Permit Types Exempt from Construction SWPPP Exempt requirements) and/or does not meet any of the High, Moderate or Low Threat criteria described above. -* The City Engmeer may authonze mmor vanances from the Storm Water Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher Construction SWPPP Tier level is warranted in the opinion of the City Engineer CoostructiOI'I SWPPP Standards and Reqtiremen1s 312412008 • • • " . . -. . . Carlsbad-Camino Vida Roble Kingdom Hall Carlsbad Kingdom Hall a,(\~~~216-ecJ, 'tQM.t~S~Qbie, April, 20 I 0 DEVELOPMENT APPLICATION STORM WATER STANDARDS QUESTIONNAIRE I INSTRUCTIONS: This questionnaire must be completed by applicant in advance of submitting for a development application (subdivision and land use planning approvals and construction permits}. The results of the questionnaire determine the level of storm water pollution prevention standards applied to·a proposed development or redevelopment project. Many aspects of project site design are dependent upon the storm water pollution protection standards applied to a project Applicant responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. A staff determination that the development application is subject to more stringent storm water standards, than initially assessed by the applicant, will result in the return of the development application as incomplete. If applicants· are unsure about the meaning of a question or need help in determining how to respond toone or more ofthe questions, they are advised to seek assistance from Engineering Department Development SeiVices staff. A separate completed and signed questionnaire must be submitted for each new development app[ication submission~ Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently .In additiOn to this questionnaire. applicants for construction permits must also complete, sign and submit a Construction Activity Storm Water standards Que~ionnaire. . To address . pollutants that may· be generated from new development, the City requires that new development and significant redevelopment priority projects ilcorporate Permanent Storm Water Best ManagernentPractiees (BMPs) into the project design, which are described in Sectioh 2 of the City's Storm Water S~ndards Manual This questionnaire should be used to categorize: new development and significant redevelopment projects as priority or non-priority, to detennine what levet of storm water standards are required or if the project is exempt I 1. Is your project a significant redevelopment? Definition: Significant redevelopment is defined as the creation or addition of at}east 5,000 squ(lre feet of impervious surface on an already developed. site. Significant redevelopment includes, but is not limled to: the expansion of a building footprint; addition to or replacement of a structure; structural development including . an increase in gross noor area and/or exterior construction remodeling; replacement of an impeiVious surface that is not parl of a routine maintenance activity; and land disturbing activities related with structural or impervious surfaces. Replacement of impervious surfaces includes any activity that is not part of a routine maintenance. activity where impervious material(s) are removed, exposing underlying soil during construction. ~: If the Significant Redevelopment results in an inaease of less than fifty percent of the impeJVious surfaces of a previously existing development, and the existing development was not subject to SUSMP requirements, the numeric sizing criteria discussed in Section F.1.b. (2)(c) applies only to the addition, and not to the entire development 2. If your project /S considered significant redevelopment, then please skip Section 1 and proceed with Section 2. 3. If your project /S NOT considered significant redevelopment, then please proceed to Section 1 . March, 2009 Carlsbad-Camino Vida Roble Kingdom Hall Carlsbad Kingdom Hall and.Ame ~y~5f,'0~1~~t)t:fpril, 20 I o • I SECTION 1 NEW DEVELOPMENT PRIORITY PROJECT TYPE YES NO Does you project meet one or more of the following criteria: 1. Home subdiVIsion of 100 units or more. Includes SFD, MFD, condominium and Apartments X 2. Residential development of 10 units or more Includes SFD, MFD, Condcmirium and Aparbnents X 3. Commercial and industnaJ devetooment greater than 100,000 sauare teet inctudina oarking areas. Any developnent on private land that is not, for heavy indUstrial or residential uses. Example: Hospitals, X Hotels, Recreational Facilities, Shopping MaRs; etc. 4. Heaw InduStrial I lndustty greater than 1 acre (NEED SIC CODES FOR PERMIT BUSINESS lYPES) X SICoodes5013, 5014,5541, 7532•7534, and7~7539 5. AutomotiVe repair shop. SIC oodes 5013,5014. 5541, 7532-7534, and 7536-7539 X 6. A New Restaurant where the land area ot delleloDment is 5,000 sauare feet or ·more fncludina I!!J.rkina · ~ X SIC code 5812 7. Hiflsidedevepgnent (1) greater tnan 5,000 squae feet of impeiViOUs SUiface area and (2} develOpment Will grade on any natural slOPe that 1s 25% or geater No X 8; En~ sensitive Area CES11-. . . . . . .. lmpet'ViOtJs sllfaCe of 2,500square feet or more located· within, ·direc:Uy adjac:ent;-2 to (within 200. feet), X i:lf ·dscharairl!i direcf1y tiJ"3 receiving water within the ESA 1 9 . ParKing Jot. Area of 5.000 square teet or more. or with 15 or more parking spaces, and ~al~~ to urban X runorr · · · · ··· 65 oa ina soaces. 10. ·Retail GiJSo/Jne outlets'-se1111n0 mote man 100 vehicles oer da}! X serving more than 10(l vehicles per day and greater than 5,000 square feet 11~ Sheet& roads, hilllWays; and teewavs. Project would create a new paved Sl.ll'ft¥;e that is 5,000 square feet or greater. X 12. Coastal Devebpment Zone: Within 200 feet of the Pacific Ocean and (1) aeates more than 2500 square feet of impermeable X surface or (2} increases lm.._.......ble sllfaCe on JIIUJJCI'Y bV more than 10%. 1 EnvimmlentaDy SenSitive Areas indude but are not limited to all aean.water Ad .Sectkln 303(d) impaired. water bodies; areas designated as Areas· of. Special Biological Signmcance by the. state Water Resources Control Boan:J (Water Quality control Plan for the San Diego Basin (1994) and amendments}; water bodies designated with the RARE beneficial use by the state Water· Resources .control Board (Water Quality control Plan for the san Diego Basin· {1994) and amendments); areas designated as preseJVes or their equivalent under the Multi Species COnservation Program Within the Cities and count of san Diego; and any other equivalent eniJironmentally sensitive areas Which have been identified by the COpermittees. 2 "Diredly adjacenr means situated Within 200 feet of the environmentally sensitive area. 3 ·Discharging direcUy to• means outnow from a drainage conveyance system that ls composed entirety of nows from the subject development or redevelopment site, and not commingled with How from adjacent lands. section 1 ResultS: If you answered YES to ANY of the questions aboVe you have a PRIORITY project and PRIORITY project requirements DO apply. A Storm Water Management Plan, prepared in acca'dance with City storm Water standards, must be submitted at time of application. Please check the UMEETS PRIORilY REQUIREMENTS" box in Section 3. If you answered NO to ALL of the questions above, then you are a NON-PRIORITY project and STANDARD requirements apply. Please Check the "DOES NOT MEET PRIORilY Requirements• boX in section 3. March, 2009 Carlsbad-Camino Vida Roble Kingdom Hall Carlsbad Kingdom Haii~f:1Nj~eZ'fj.:1• 10~,1 ~~tj(Jle, April, 20 I 0 • I SECTION 2 SIGNIFICANT REDEVELOPMENT: YES NO 1. Is the project an addition to an existing priority project type? (Priority projects are defined in section 1) X If you answered YES, please proceed to question 2. If you answered NO, then you ARE NOT a significant redeVelopment and you ARE NOT subject to PRIORITY project requirements, only STANDARD requirements. Please check the "DOES NOT MEET PRIORITY Requirements• box in section 3 below. 2. Is the project one of the following: a. Trenching and resurfacing associated with utility vmrk? b. Resurfacing and reconfiguring surface par1<ing lots? c. New Sidewalk construction. pedestrian ramps, or bike land on public and/or private existing roads? d. Replacement of damaged pavement? If you answered NO to ALL of the questions, then proceed to Question 3. If you answered YES to ONE OR MORE of the questions then you.ARE NOT a significant redeVeloPment and you ARE NOT subject to PRIORITY project requirements. only STANDARD requirements. Please check the "DOES NOT MEET PRIORITY,.., . . ents" bQx in Section 3 below. 3. Will the development. create or add. at leaSt 5,000 square reet. of irnpeiVIOUS sUrfaces on an eXisting X development or, be lpeated witflm ~ teet of the PaCific Ocean .and {1)aeate more than 2500 square feet of impenneable Sl.llfaCe or (2) increases impenneable surface· on property by more than 10%? .If you answered YES, you. ARE a slgrillc:ant· redevelopment. and ·you .ARE subject to PRIORITY prqect requirements, PI.ease check the "MEETS PRIORITY REQUIREMENTS" box in 8edlon.3 below. . . If you answered NO, yeO ARE NOT a signibnl redevelopmenti and you ARE NOT subject to PRIORITY project requirements, only STANDARD requirements. Please check the "DOES NOT MEET PRIORITY Requirements"· bole; in Section 3 below . .. [ SECTION3 Questionnaire Results: MY PROJECT MEETS PRIORITY REQUIREMENTS, MUST COMPLY WITH PRIORITY PROJECT STANDARDS AND MUST PREPARE A STORM WATER MANAGEMENT PLAN FOR SUBMITIAL AT TIME OF APPUCATION. MY PROJECT DOES NOT MEET PRIORITY REQUIREMENTS AND MUST ONLY COMPLY WITH STANDARD STORM WATER REQUIREMENTS. Applicant Infurmati111 and Signature Box ox This B fur City Use Only Address: Assessor Parcel Number(s): 216-110-16-00 City CanaJJie~~CeC Yess No Applicant Title: Hulbert Project Coordinator By: Date: Date: Applicmt Name: Gary Applicant Sigoatme ProjectiD: .------------------------ • 6.A \9JII' Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble, April, 20 I 0 Storm Water Management Plan For Priority Projects (Major SWMP) The Major Stormwater Management Plan (Major SWMP) must be completed in its entirety and accompany applications to the County for apermit or approval associated with certain types of development projects" To determine whether your project is required fu ~ubmit aMajor or Minor SWMP, please referenc<.'l the County's Stormwater Intake Form for Development Projects. Permit Number (Land Development Pro'ects: W otk Authorization Number (CIP on Plan PtepateB;Y (Leave blank if same as· a lican1: Kingdom Hall Building and Residence Palomar Congregation of Jehovah's Witnesses c/o Gary Hulbert, 3426 Royal Rd, Vista, CA 92084 Mike Hacker; P .. E. 42S75 Melanie PI, Ste. s Tel; 76~340~090 Palin Desert CA 92211 Fax: 760:•340~9070 A ril22, 2010 theC<>W!tyo(S~:!)~~g~ Watershed Ptotection,St01lll W~tey Management~ and Ql~charg~:,GqntroJ,QJ:~alJ,ce (\VPO) ((n<lin~ceN"o. 9424);reqpifes ~l appJic~onsfor a p~Onit~a~9Yat~®ia~P:with,a Land DisturbanceA~iVity·m: be acc()tni?lnli¢d by a Stotn'lW~~!vlan~gem,e11lPl3Jl (~WMP) (section 67;806.p).1)heputpose oft~-S\VMP is to describe how the;projectwillmin.imize the·sliort andlong-.tetmimpacts oil receiving wa.tct. q~lity~ Pt:9j¢¢t~·thatJllcet the criteri~ for apripijty .develpptnep.tprojc~fare: requiredto prepare a Maj<>r SWMP~ · Since the SWMP is a JiVing docutnent, revisions tnay be necessary during various stages: pf.aP}Jrovai by the QoUIJ,ty" Please provide the: approvalinfo.rmation requested below. Project Stages First Submittal Does the SWMP need revisions? YES NO IfYES, Provide Re.vision Date Instructions for a Major SWMP can be downloaded at http://www.co.san- diego.ca.us/dpw/stormwater/susmp.html. Completion of the following checklists and attachments will fulfill the requirements of a Major SWMP for the project listed above. 1 • • . Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble, April, 20 I 0 PROJECT DESCRIPTION Please provide a brief description of the project in the following box. Please include: • Project Location • Project Description • Physical Features (Topography) • Surrounding Land Use • Proposed Project Land Use • Location of dry weather flows (year-round flows in streams, or creekS) within project limits, if applicable. The 2.917 acre Kingdom Hall and Residence Project is located on the east side of EI Camino Real at Camino Vida Roble, in the city of Carlsbad and the County of San Diego and occupies both the north and south side of the cul-de-sac (see Appendix 1). The Assessor's Parcel Number for the project is 213-110-16-00. The site is a long hourglass shape, approximately 1299 feet north to south, and 244 feet east to west at its widest point, with a average slope of 3. 7% in the northern Basin 1 and 2.3% in southern Basin 2. The project lies at approximately 310 feet above Mean Sea Level (MSL). The surrounding area is developing mixed use with open land, commercial and single family residences. Surrounding properties lie on gently sloping terrain with lower open land dropping off to the east. The project will consist of a Kingdom Hall (place of worship) and a caretaker's residence, along with parking area and landscaping . The development consists of the construction of a 4,967 square foor Kingdom Hall (place of worship) and a residence building of 750 square feet. Permeable project areas will be decreased from 100% to 86% in Basin 1 and 91% in Basin 2 in the developed condition. For the two basins in the project two Extended Detention Ponds of 1,375 cubic foot capacity and 1,272 cubic foot capacity with a calibrated orifices to retain 50 percent of the runoff for the first 24 hours, and completely drain after 48 hours, thus avoiding pest vector problems. The runoff flows will reduce for 1 00-year storms from 4.51 cfs to 1.50 cfs for Basin 1 and from 1.50 cfs to 0.10 cfs for Basin 2. Total rainfall in this region for 2009 was 2.27 inches, with low intensity storms occurring mostly in the spring and autumn. The average annual temperature is about 56 degrees Fahrenheit. There are no dry weather flows with the exception of nuisance irrigation water, which will be controlled. There are no notable physical features . 2 4A ., Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble, April, 20 I 0 PRIORITY DEVELOPMENT PROJECT DETERMINATION Please check the box that best describes the project. Does the project meet one of the following criteria? Table 1 PRIORITY DEVELOPMENT PROJECT Redevelopment that creates or adds at least 5,000 net square feet of additional impervious surface area Residential development of more than lO units Commercial developments with a land area for developmentof greater than I acre Heavy industrial development with a land area for development of greater thanJ a~re Automotive repair shop,(s) Restaurants,. wltere the land area for develop~e11t is gt:eater than $.000 sq~efeet. · · Hillside deyel~meht~ in an area. with known et<>Sive soil col1ditions~ wh~e ~re :yvill be ~diitg on any ru:lhlrill slope that is twenty-fi.ve percent !)r ~eater, ifth:e devel!)pment creates 5,000 square feet~ tp.ore of ·• imnentious surf®e. · · ·... · Envii()11lilen~llyS~itive A{e~-{ESA.J~ .Nl develoj>IIl,eqlJ~a.te.d'Wit~in: or · directly ~gja~(to onlischarging 4ltectlyto anES.A;(wh~e.~diS,clUlig~· fr()m the·· ~evetopjnentou:edeveloprn.ent will enterteceiY!ng waters within the.~SA);wbic~eithet"er~tes, 2;S:Q() sqllare feet of impe.rvitius. ~·ce ·oo. fi i>ropose4pr.ojeqt:site or ill~~~ the. area of in:lp~olls,Jles~· ot li prop<JSe.<!· proj~t $ite m 1 QOAJ or :p1ore pfit$,naturally QOcuttmg ¢onditi9h~ "Diteetly · •·• · adjaceqt'! means situated witbln200 fe.et of the· ESA,, ''L)i~qharging directly to'~.:p1eans olltflow from a draihage conveyance sYstem thati~ eomposed entirely Qftlo~ fr9m the s~jecfdev:elopment or redevelapm~nt site;. and not -cotrUniltgled With flows (rom ad,j};lcent lands. Parldng.Lots 5,000 square feet ot more or with 15 parking spaces or more and pot~tially exposed to u,rban1Jl.l),off -98 parking spaces Streets, roadS, highways, and freeways which would create a new paved surface that is 5,000 square feet or greater Retail.Gasoline Outlets (ROO) that meet the following criteria·: (a) 5,000 square feet or mote ot (b) a projected Average Daily Traffic (ADT) of I 00 or more vehicles per day. YES X X NO X X X X X X X X X Limited Exclusion: Trenching and resurfacing work associated with utility projects are not considered Priority Development Projects. Parkillg lots, buildings and other structures associated with utility projects are subject to the WPO requirements if one or more of the criteria above are met. If you answered NO to all the questions, then STOP. Please complete a Minor SWMP for your project. If you answered YES to any ofthe questions, please continue. 3 /tA " ~ ~ Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble, April, 20 I 0 HYDROMODIFICATION DETERMINATION The following questions provide a guide to collecting information relevant to hydromodification management issues. 1. X 2. J. 4. 6, If YES, continue to 2. If NO, go to ~·· If NO, continue to 3. IfYES, go to 6. IfNO, ~ontinue to 4. If YES, go. to 6. If NO, .contimle to5 .. If YES, go to 6. An exemption is potentially available for projectS that are required (No .. 5~ in Table 2 above) tq-QJ.anage hydt·omodification impacts: The projectproponentmayconduct an independent geomorphic ~tudy to determine the project's full hydrotnodification impact. The study must incorporate sediment transport modeling across the range of geomorphically..;significant flows and demonstrate to the County's satisfaction that the project flows and sediment reductions will not detrimentally affect the receiving water to qualify for the exemption. 4 • Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble, April, 20 I 0 STORMW ATER QUALITY DETERMINATION The following questions provide a guide to collecting information relevant to project stormwater quality issues. Please provide the fo11owing information in a printed report accompanying this form. Table 3 QUESTIONS COMPLETED NA 1. Describe the topo~phy_ of the project area. X 2. Describe the local land use within the project area and adjacent areas. X 3. Evaluate the presence of dry weather flow. X 4. Determine. the receiving waters that may be affected by the project throughout all phases of development (i.e., X construction, maintenance and. operation), 5. For the project limits, list the 303( d) impaired receiving water bodies &nd their constituents of concern. X 6. Determine.if there are any High Risk Areas (which is defmed by the presence of municipal or domestic water X supply reservoirs or groundwater percolation facilities) Within the project limits. 7. Determine the Regional Board special requirements, including TMDLs, effluent limits, etc . X 8. Determine the general climate of the project area. IdentifY X annual rainfall and rainfall intensity curves. 9~ If considering Treatment BMPs, determine the soil classification, permeability, erodibility, and depth to X groundwater: 10. Determine contaminated or hazardous soils within the project area. X 1. The building site Is currently slopes from the center cul-de-sac to the north with an average slope of 3.7%; and from the cul-de-sac to the south with an average slope of 2.3%.There are no distinguishing characteristics, pronounced, or valuable topographic features. 2. The surrounding area is developing mixed use with open land, commercial property and single family residences. Surrounding properties lie on gently sloping terrain with I ewer open land dropping off to the east. 3. The presence of dry weather flow is minimal, consisting mainly of nuisance irrigation water. 4. The receiving waters that may be affected by the project Is the San Marcos Creek unnamed intermittent streams (904.53) and the ground water In the Twin Oaks Hydrologic Subarea (HSA) (904.53). 5. The project is in the Twin Oaks Hydrologic Subarea (904.53) which Is characterized by intermittent streams In a self-contained basin with no outlet. This branch of 'San Marcos Creek, Unnamed Intermittent Streams" (904.53) Is not listed for Sediments nor Pollutants Please see Appendix C for an excerpt of the 2006 303(d) List of Water Quality Segments Requiring TMDLs. 6. There are no High-Risk areas within the project limits. 7. According to the San Diego Basin Plan, Table 3-2 has no Water Quality Objectives for Inland Surface Waters no Ground Waters. Tables 3-2 and 3-3 can be found in Attachment C. 8. The general climate is fair and dry. Annual rainfall in this region averages 2.27 inches, with low storms occurring mostly in the spring and autumn. The average annual temperature is about 56 degrees Fahrenheit. Please see Attachment E for isopluvial rainfall maps and rainfall intensity calculations, and the 100 year, 6-hour and 24-hour precipitation curves. 9. According to page 6 of this document, the project Is not required to provide Treatment BMPs. However, and Extended Detention Basins are planned. The site has been classified as Hydrologic Group B, Huerhuero Complex (LvF3) with medium exfiltratlon capabilities. The site has an Erodibility K Factor of 0.37 (medium) in a range of 0.02 to 0.69 The depth to groundwater Is greater than 200 centimeters (maximum). Please see Appendix I for details. 10. There area no known contaminated or hazardous soils within the project area. • • \ . ----------------------- Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble, April, 20 I 0 TREATMENT BMPs DETERMINATION Complete the checklist below to determine if Treatment Best Management Practices (BMPs) are required for the project. Table 4 No. CRITERIA YES NO INFORMATION 1. Is this an emergency project X lfYES, go to 6. IfNO, continue to 2. 2. Have TMDLs been If YES, go to 5. established for surface X IfNO; continue to 3. waters within the project limit? 3. Will the project directly If YES, go to 5. discharge to a 303(d) X IfNO, continue to 4~ impaired receiving water body? 4' . Is this project :within the . lfYES; c()ntinue to 5. environmentally sensitive If NO, go to 6. areas as detmed on the maps X in Appendix A of the County· of &m Dieg() Standqrd UrbanSto1'111 WC~ter MitigatianPlatiifar Lar~d Developm,ntand Pub/i:c lmproieitientPr'Qfects? 5. Provide Treannent BMPs for If YES; go to 7. the ; ~~' 6. Project:isnotrequired to X Document for Project Files by proVide Treatment BMPs referencing this checklist 7: ·End Now that .the need for a treatment BMPs has been determined, other information is required to complete the SWMP . 6 --------------------------------------------------- • ~ ~ Unnam Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble, April, 20 I 0 WATERSHED Please check the watershed(s) for the project. 0 San Juan 901 0 Santa Margarita 902 0 San Luis Rey 903 18: Carlsbad 904 0 San Dieguito 905 0 Penasquitos 906 0 San Diego 907 0 Sweetwater 909 0 Otay 910 0 Tijuana 911 0 Whitewater 719 0 Clark 720 0 West Salton 721 0 Anza Borrego 722 0 Imperial 723 Please provide the hydrologic sub-area and number(s) Number Name 904.53 Twin Oaks Hydrologic Sub-area 904.53 San Marcos Creek-Unnamed Intermittent Streams Please provide the beneficial uses for Inland Surface Waters and Ground Waters. Beneficial Uses can be obtained from the Water Quality Control Plan for the San Diego Basin, wJ:Iich is available at the Regional Board office or at http://www.swrcb.ca.gov/rwqcb9/programslbasinplan.html. Hydrologic Unit SURFACE WATERS Basin Number Inland Surface Waters San Marcos Creek-904.53 ~d Intermittent Stream Ground Waters Twin Oaks HSA 904.53 * Excepted from Municipal X Existing Beneficial Use 0 Potential Beneficial Use ~ ~ ~ 0 < * X X X X 7 ti: ~ C) ~ Cl) ~ .... N ~ 0 9 0 iJ.l ~ ~ 9 ~ 0::: ~ 0 0 -0., ""' 0.. Ill C) ~ X X X X ~ ~ til rA \!I' I (.i' ··~ Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble, April, 20 I 0 POLLUTANTS OF CONCERN Using Table 5, identify pollutants that are anticipated to be generated from the proposed priority project categories. Pollutants associated with any hazardous material sites that have beenremediated or are not threatened by the proposed project are not considered a pollutant of concern. Table 5. Anticipated and Potential Pollutants Cene1·ated by Land Use Type General Pollutant Categories PDP Heavy Organic Trash& OXy~ Oil& Bacteri~ Categories Sediril.ents Nutrients Metals Compounds Debris Demanding (Jrease & Substances Viru5es Detached X X X X X X Residential Development ... ~ ""' X X X pll} pl"J p v .. ~:. :.;;t ·Dev,-'c Conu:nercial ptl} pllJ pt:.tJ X pPJ X pW Development t acre vLIS'''' .. "" Heavy industcy; /induStrial · X X X X X X deVelopm~t R.epah-X :x_l-4JPJ X X v. X .X X X " Hill !tide. X X X x, X ..... _, >s.ooo 1¥ ·.nt!l pVJ pCIJ. X X ptlJ X '""' At:'6ut1ets X ~ X X ·~ Pesticides X X pPJ X ptO / Streets, :-. • X pllJ X x~4' X pPJ X I &Free\Vlly~ J X = anticipated- SELECTED/ P = potential (1) A potential pollutant iflandscaping exists on-site. (2) A potential pollutant if the project includes uncovered parking areas. (3) A potential pollutant ifland use involves food or aninlal waste products. (4) Including petroleum hydrocarbons. (5) Including solvents. Note: If other monitoring data that is relevant to the project is available. Please include as Attachment C. NOTE: According to page 6 of this document, the Carlsbad-Camino Vida Roble Kingdom Hall Project is not considered a priority project, and not required to consider approved Treatment BMPs for the project. However, our design will incorporate two Extended Detention Basins. Heavy Metals, Oil & Grease, Trash & Debris will be filtered out by our design as Anticipated Pollutants generated by Parking Lots. 8 I • Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble, April, 2010 CONSTRUCTION BMPs Please check the construction BMPs that may be implemented dming construction of the project. The applicant will be responsible for the placement and maintenance of the BMPs incorporated into the final project design. Kl Silt Fence E Fiber Rolls ~ Street Sweeping and Vacuuming ~ Storm Drain Inlet Protection ~ Stockpile Management ~ Solid Waste Management K Stabilized Constructi()l:l Entrance/E~it 0 Dewatering Operatiol:lS .® Vehicle and Equipmynt Maintenance 0 Desilting Basin ~ Gravel Bag Berm 0 Sandbag Barrier E Material Delivery and Storage ~ Spill P(evention and Control ~ Concrete Waste Management ~ Water Conservation Practices ~ Paving and Grinding Operations 0 Any minor slopes created incidental to construction and not subJect to a major or li:linor gradi,ilg pennit sh~U })e prot~cte(:J. })y C()vering with pla&tiP or tarp priQt tq a r$ event, and ~hall :have veg~tativ~ cover reestablisheil within 1 S:O ~ys <>f'cm;npl~tion of the slope and· prior to final building approvaL ·· · · · · · 9 2. 3. 4. 5. 6. r ...• i '. Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble, April, 20 I 0 EXCEPTIONAL THREAT TO WATER QUALITY DETERMINATION Complete the checklist below to determine if a proposed project will pose an "exceptional threat to water quality," and therefore require Advanced Treatment Best Management Practices. Table6 Is all or part of the proposed project site within 200 feet ofwaters named on the Clean Water Act (CWA) Section 303(d) list ofWater Quality Limited Segments as impaired for sedimentation and/or turbidity?. Current 303d list may be obtained from the following site: http://www.swrcb.ca.gov/tmdl/docs/303dlists2006/approved/r9 06 303d regt mdls.pdf. Will the project disturb more than 5 acres:, including all phases of the development? X X If YES, continue to 2. lfNO, go to 5. X TreatD;lent aMPs must be·consistent with WPO section 6T8ll(b)(20)(D) performance · criteria Exemption potentially available for projects that requh·e advanced treatment: Project proponent may perform a Revised Universal Soil Loss Equation, Version 2 (RUSLE 2), Modified Universal Soil Loss Equation (MUSLE), or similar analysis that shows to the County official's satisfaction that advanced treatment is not required Now that the need for treatment BMPs has been determined, other information is needed to complete the SWMP. 10 Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble, April, 2010 CHANNELS & DRAINAGES Complete the following checklist to determine if the project includes work in channels. Table 9 No. CRITERIA YES NO N/A COMMENTS 1. Will the project include work in channels? X IfYESgoto2 IfNO go to 13. 2. Will the project increase velocity or IfYESgoto 6. volume of downstream flow? 3. Will the proje9t discharge to unlined IfYES go to. 6. channels? 4. Will the project increase potential IfYES gpto 6. sediment load of do'VVJlstream flow? 5. Will the project encroach, cross, realign, IfYESgo to 8. or cause other hydraulic changes ~o a stream that may affect downstream channel stability? 6. Review channel Jining, materials and·. Continue: to 7. design,for stre~ bank erosion, 1. Consider channel erosion control measures Contin:ueto K within the project limits as Wellas downstteail1, Con.sider. scourvelocjjy. • 8. Iticb.tde, whe,r~ apPropriate, energy Continue to 9 . dis$ipation devic~ at culverts. 9~ E:nsure alltransition:s b¥tween culvert Continue to 10, outletslheadwallslwingwallS and channels are smooth to reduce: turbulence and scout. 10. Include, if appropriate,. detention facilities to reduce peakdi8charges. ''Rm:dening" natural downstream areas to Continue t() 12. 11. prevent erosion is not an acceptable techriique for pn)tectfug channel slopes, unless pre-develppmentc~nditions are determined to be soerosivethathardening would be required even in the absence of the proposed development. 12. Provide other design principles that are Continue to 13. comnarable and eauallv effective. n. I End I • , ' 14 • • " Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble, April, 20 I 0 SOURCE CONTROL Please complete the following checklist for Source Control BMPs. If the BMP is not applicable for this project, then check N/A only at the main category. Table 10 BMP YES NO 1. P1·ovide Storm Drain System Stencilin2 and Si20a~e X l.a, All storm. drain inlets and catch basins within the project area shall have a stencil or tile placed with prohibitive language X (such as: "NO DUMPING-DRAINS TO ")and/or graphical icons to discourage illegal dumj)ing. l.b. Signs and prohibitive langUage and/or graphical icons,. which prohibit illegal dumping, :must be posted at public access points X al()llg channels aiulcreelc$ within the project are!l. 2. Design Outdoors Matel'ial Storage Areas. to Reduce· Pollution X Introduction 2.a. This is a cletac4~d single-@nily r~idential project. Th.erefo:re. X personal storage areas are exe1tlpt from this tequiremenJ; 2.b. Hazardous materials with the potential to contatninate urban runoff shall eitl1¢r be; (l) placed in an enclosure such as,btitttol X limited to; a cabinet, she~ or .similar structure·thalprevents contact with .runotior spillage to th~sto~watet; conveyance systl.mi; or(2) prat~ted by s¢corldai'Y contairtmentstntc«u.:es $Uchas ~. dikes;·or eui~ 2.c. The stot:ag~ ~~ shlill be pa.ved an£1 sufficientlymiperirioys to X contaib: leaks an!.hnUts .. 2.d. The ~totagc:r~~ shallhav~ a rQof or awning l9 ~ direct· X precipitation within the: secondary containment area:: 3; Desig~r~ Trash Stora~Z¢' Areas to ,Reduce Pollution Inth>ducti()n X 3~a~ Paved with an impervio,us ~U{fa~e, designed 11ot to. allow. run:"on from adjqining ~~ screened or walled to prd\'¢nt0ff;.site X transl'Qrtoftrash; or 3.b. Provide attachedlidS on all trash, containers that~xcillde rain, or X roof of:awning_ to t1lininiize direct precipitation. · · 4; Use Efficient Irriwdion Systems & Landscape Desien X The following methods .t<) redUc~ excessive irrigation runoff shall be considered, and incorporated and implemented when~ determined applicable and feasible. 4.a. Employing rain shutoff devices to prevent irrigation after X precipjtation. 4.b. Designing irrigation systems to each landscape area's specific X water requirements. 4.c. Using flow reducers or shutoff valves triggered by a pressure drop to control water loss in the event of broken sprinkler heads X or lines. 4.d. Employing other comparable, equally effective, methods to reduce irrigation water runoff. 5. Private Roads 15 N/A X Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble, April, 20 I 0 BMP YES NO N/A The design of private roadway drainage shall use at least one ofthe X following 5.a. Rural swale system: street sheet flows to vegetated swale or gravel shoulder, curbs at street comers, culverts. under driveways and street crossings. 5.b. Urban curb/swale system: street slopes to curb, periodic swale inlets drain to vegetated swale/biofilter. 5.c. Dual drainage system: First flush captured in street catch basins and discharged to adjacent vegetated swale or gravel shoulder, high flows connect directly to·storm water conveyance system. 5.d. Other methodS that are comparable and equally effective within the project. 6. Residential Driveways & Guest Parking X The design of driveways and private residential parking areas shall use one at least of the folloWing features. 6.a. Design driveways With shared access, flared (single lane at street) or wheelstrips(paving only Under tires); or, ()rain into landscaping prior to discharging to the storm water conveyap.ce system 6.b, Uncovered temporary or guest parking. on private residential lots may be: paved with a permeable surface; or, designed to drain into landscaping prior to discharging to the storm water con-veyance sy'stetn • 6.c . Other features which ate comparable and equally effective, 7. Dock Areas Loading/unlmlding dock areas: .shall include the following • 7.a. .Cover loading dock areas:, or design drainage to pteclude urban run-on and I'1.111off. · 7.b. Direct connectionSto s.tonn drains fromc:Jepressed loading docks {truck wells} are prohibited. 7 .. c. Other features which at;e comparable and equally effective. 8; Mainten•nce Ba~ X Maintenance bays shall include the following. 8.a. R,epair/maitltenan<;e bays shall be indoors; or, designed to preclude. urban run-on and runoff. 8.b. Design a repair/maintenance bay drainage system to capture all wash water, leaks and spills. Connect drains to a sump for collection and disposal. Direct connection of the repair/maintenance bays to the stonn drain system is prohibited. If required by local jurisdiction, obtain an Industrial Waste Discharge Permit S.c .. Other features which are comparable and equally effective. 9. Vehicle Wash Areas X Priority projects that include areas for washinw'steam cleaning of vehicles shall use the following. 9.a. Self-contained; or covered with a roof or overhang. 9.b. Equipped with a clarifier or other pretreatment facility. 9.c. Properly connected to a sanitary sewer. 9.d. Other features which are comparable and equally effective. 16 Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble, April, 2010 BMP YES. NO N/A 10. Outdoor Processing Areas X Outdoor process equipment operations, such as rock grinding or crushing, painting or coating, grinding or sanding, de greasing or parts cleaning, waste piles, and wastewater and solid waste treatment and disposal, and other operations determined to be a potential threat to water quality by the County shall adhere to the following requirements. lO.a. Cover or enclose areas that would be the most significant source of pollutants; or; slope the area toward. a dead-end swnp; or; discharge to the sanitary sewer system following appropriate treatment in acc<.>rdance with conditions established by the applicable sewer. agency. IO.b. Grade or berm area to prevent run-on from surroUl)ding areas. lO.c, Installation of stonn drains in areas of equipment repair is prohibited. lO.d. Other features which are comparable or egually effective. 11. Equipment Wash Areas,. X Outdoor equipment/accessory washing and stea'Ql qleaning actiyitjes. shall be. ll.a. Be seW-contained; ·Or covered with a roof or overhang. lLb: Be equipped with a clarifier, grease trap or other pretreatment, .facility; as approt>riat-e ll:c: .Be prop~ly connected to a sanitarY. sewer. l.Ld~ othet.Jeatures which.ate com{>arable or equally effective, 12. Patldng'Areas X ~· f<llloWingdesi@ concepts shall·be.(;orisidered,: al1di~c()l]>orllted arid implemented where determined applicable and feasible· by the County; 12.a. WhetelandscapUig is, J>rc,>posed in parking areaS, mcotp<>r.ate land.sc~Pe areas into tbe dfainage design. X 12.b. Ovedlqw Wtfl9ng (Parld,ng stalls pxc;wid~4 ill;¢xc¢~ of the Co11Ilty' s .miniln.Ull1 parki.rtg requitemen:ts) JDAY ~· constmcted X with permeable paying. · · 12,c, Other design concepts that are comparable and equally effective. 13, FueUngArea X Non .. retail fuel dispensing areas shall contain the following. 13.a. Overhanging roof structure or canopy. The cover's mininlull1 dimensions must be equal to or greater than the area within the grade break. The cover must not drain otito the fuel dispensing area and the downspouts must be routed to prevent drainage across the fueling area. The fueling area shall drain to the project's treatment control BMP(s) prior to discharging to the stormwater conveyance system. 13.b. Paved with Portland cement concrete (or equivalent smooth impervious surface). The use of asphalt concrete shall be prohibited. 13.c. Have an appropriate slope to prevent ponding, and must be separated from the rest of the site by a grade break that prevents run-on: of urban runoff. 17 • • Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble, April, 20 I 0 BMP YES NO N/A 13.d. At a minimum, the concrete fuel dispensing area must extend 6.5 feet (2.0 meters) fr()m the corner of each fuel dispenser, or X the length at which the hose and nozzle assembly may be operated plus 1 foot {03 meter), whichever is less. Please list other project specific Source Control BMPs in the following box. Write. N/ A if there ate none . 18 • • ~1 ., ' ,._.,-, Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble, April, 2010 TREATMENT CONTROL To select a structural treatment BMP using Treatment Control BMP Selection Matrix (Table 11 ), each priority project shall compare the list of pollutants for which the downstream receiving waters are impaired (if any), with the pollutants anticipated to be generated by the project (as identified in Table 5). Any pollutants identified by Table 5, which are also causing a Clean Water Act section 303(d) impairment of the receiving waters of the project~ shall be considered primary pollutants of concern. Priority projects that are anticipated to generate a primary pollutant of concern shall select a single or combination of stormwater BMPs from Table 11, which maximizes pollutant removal for the particular primary pollutant(s) of concern. Priority development projects that are!!!!! anticipated to generate a pollutant for which the receiving water is CWA 303( d) impaired shall select a single or combination of stonnwater BMPs from Table 11, which are effective for pollutant removal of the identified secondary pollutants of concern, consistent with the "maximum extent practicable" standard. Table 11. Treatment Control BMP Selection Matrix Pollutants of Bioretention · Settling Wet Ponds Ill.filtration Media High"rate High.rate Tra$hRacks Concern Facilities Basins and Facilities or Filters biofilters media &:Hydro· (LID}* (Dry Ponds) Wetlanda Pn;c;tices. · filters ·dynamic (LID)* Devi~es Coars~ High High High High Hih g High. High. High Sediment and Trasb Pollutants High High High High. High Medium Medium Low that tend tO' 8SS9Ciate.with fine pllrtides durilig treatment PoUutants Medium. Low Medium •High Low ·Low Low Low thattend'io be~lved I foUowlng treatment *Additional information is aflable in the County ofSan Diego LID Handbook, SELECTED NOTE: According to page 6 of this document, the Carlsbad-Camino Vida Roble Kingdom Hall Project is not considered a priority project, and not required to consider approved Treatment BMPs for the project. However, our design will incorporate two Extended Detention Basins. Heavy Metals, Oil & Grease, Trash & Debris will be filtered out by our design as Anticipated Pollutants generated by Parking Lots . • Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble, April, 20 I 0 NOTESONPOLLUTANTSOFCONCERN: In Table 12, Pollutants of Concern are· grouped as gross pollutants, pollutants that tend to associate with fme particles, and pollutants that remain dissolved. Table 12 Pollutant Coarse Sediment and Pollutants that tend to Pollutants that tend to.be Trash associate with fine dissolved following particles during treatment treatment- Sediment X X Nutrients X X Heavy Metals X Organic Compounds X Trash & Debris X Oxygen Demanding X Bacteria X OU&Grease X Pesticides X A. Treatmep.t BMP must ad,dress runoff fi:om developed,. areas. Please pJ:'ovjde the post- co.nstruction Water quality values fC!r.the project. Label outfalls on the BMP map. The Water Quality peak rate of discharge flow (Qwo) ·ana the Water QwHity storage volume (Vwq} is. dependent on thetypeoftteatmentBMP selected fot·the project o-..tfall Tributary Area QwQ r~ (acr,es} (cfs) Basin 1-north 1,99 1.50 1 375 Basin 2-south 0.93 0.10 1 272 The figures in the table above reflect the values for a 100 year storm duration. Please see "Table 1-Existing and Post-development Flows" in Attachment E for further details. NOTE: According to page 6 of this document, the Carlsbad-Camino Vida Roble Kingdom Hall Project is not considered a priority project, and not required to consider approved Treatment BMPs for the project. However, our design will incorporate two Extended Detention Basins. Heavy Metals, Oil & Grease, Trash & Debris will be filtered out by our design as Anticipated Pollutants generated by Parking Lots . 20 J • . Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble, April, 20 I 0 Please describe why the selected treatment BMP( s) was selected for tltis project. For ojects utilizing a low pertoilning BMP, please provide a detailed explanation. NOTE: According to page 6 of this document, the Carlsbad-Camino Vida Roble Kingdom Hall Project is not considered a priority project, and not required to consider approved Treatment BMPs for the project. However, our design will incorporate two Extended Detention Basins. Heavy Metals, Oil & Grease, Trash & Debris will be filtered out by our design as Anticipated Pollutants generated by Parking Lots. While the roof runoff and parking areas may carry small amounts of Heavy Metals, Trash & Debris and Oil & Grease, the Settling Basins Practices Category has a high removal rating for Coarse Sediment and Trash, Pollutants That Tend to Associate with Fine Particles During Treatment, but a low removal rating for Pollutants That Tend to Be Dissolved Following Treatment. . MAINTENANCE, }lle~ .che.ckfue,PQ~~tl)e·~t:d~$crib~tlJ;e roafutenance'¢ech~tJisUI(s,Jfor this:prQject; lquiqglind$'l<lf:e~cli ~ategpzy at.~ 19cate(lin .Chapter 5, S~tionS£2 <l{th~ CO®ty SI1$h:;(P~ . ·cATEGORY .. ··. ·• .... : .. ·· Tl\Xrd~ .. SELE~lltD \'ES: NQ X X X Fotirtli .. . ... X Note: . . l ~ Proje¢tS,Jn Category2 ()r 3 J;II~ychoose to establish or be ittcludedjna Storm water Maintenance ASSessment District for the long4enri maintenance of treatment BMPs. ATTACHMENTS PI . ld th fill tt hm ts ease me u e eo owmga ac en • ATTACHMENT COMPLETED N/A A Project Location Map X B Site Map X c RelevantMonitoring Data X D LID and Treatment BMP Location Map X E Treatment BMP Datasheets X F Operation and Maintenance Program for X Treatment BMPs. G Fiscal Resources X H Certification Sheet X I Addendum Soil Survey Info X Note: Attachments A and B may be combined. 22 Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble, April, 20 I 0 ATTACHMENT A LOCATION MAP • • ' ' ~ ~ Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble, April, 2010 ATTACHMENT B PROJECT SITE MAP • • • Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble, April, 2010 ATTACHMENT C RELEVANT MONITORING DATA See the Water Quality Standard Inventory Database for the subject area on the following nine pages . • • PROPOSED 2006 CWA SECTION 303{d) LIST OF WATER QUALITY LIMITED SEGMENTS SAN DIEGO REGIONAL BOARD SWkCB APPROVAL ll\Tt:: OCToHJm 25. 2111)6 CAL WATER POTENTIAL ESTIMATED PROPOSED TMDL REGION TYPE NAME WATERSBED POLLUTANTISTRESSOR SOURCES SIZE AFFECTED COMPLETION 9 R San Luis Rey River 90311000 Chloride 19 Miles 2019 Impairment located at lower 13 miles. Urban Runoff/Storm Sewers Unknown Nonpoint Source Unknown point source Total Dissolved Solids 19 Miles 2019 Industrial Point Sources Agriculture-storm runoff Urban Runoff/Storm Sewers Surface Mining Flow Regulation/Modification Natural Sources Golf course activities Unknown Nonpoint Source Unknown point source 9 R San Marcos Creek 90451000 DDE 19 Miles 2019 Source Unknown Phosphorus 19 Miles 2019 Source Unknown Sediment Toxicity 19 Miles 2019 Source Unknown 9 L San Marcos Lake 90452000 Ammonia as Nitrogen 17 Acres 2019 Source Unknown Nutrients 17 Acres 2019 Source Unknown Page21 of27 • • Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS BENEFICIAL USE Hydrologic M A I p G F p R R 8 w c w Inland Surface Waters 1• 2 Unit Basin R R E E I A 0 I Number u G N 0 w s 0 c c 0 R L L N R D c R H w 1 2 L M D D San Marcos Creek Watershed Batiquitos Lagoon 4.51 See Coastal Waters-Table 2-3 San Marcos Creek 4.52 + • • • • • unnamed intermittent streams 4.53 + • • • • • San Marcos Creek 4.51 + • • • • • Encinitas Creek 4.51 + • • • • • Escondido Creek Watershed San E/ijo Lagoon 4.61 See Coastal Waters-Table 2-3 Escondido Creek 4.63 • • 0 • • • • • • Lake Wohlford 4.63 See Reservoirs & Lakes -Table 2-4 Lake Dixon 4.62 See Reservoirs & Lakes -Table 2-4 Escondido Creek 4.62 • • 0 • • • • • Reidy Canyon 4.62 • • 0 • • • • • Escondido Creek 4.61 • • 0 • • • • • • 1 Waterbodies are listed multiple times if they cross hydrologic area or sub area boundaries. e Existing Beneficial Use 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 BENEFICIAL USES 2-32 R A R E • s p w N N 0 0 • • Table 2-5. BENEFICIAL USES OF GROUND WATERS BENEFICIAL USE Hydrologic M A I p F G Ground Water Unit Basin u G N R R w Number N R D 0 s R c H CARLSBAD HYDROLOGIC UNIT -continued 4.00 Encinas HA 4.40 + San Marcos HA 4.50 Batiquitos HSA 2,7 4.51 • • • Batiquitos HSA 8 4.51 0 0 0 Richland HSA 2.7 4.52 • • • Twin Oaks HSA 2.7 4.53 • • • Escondido HA 4.60 San Elijo HSA 2 4.61 0 • • Escondido HSA 4.62 • • • Lake Wohlford HSA 4.63 • • • 2 These beneficial uses do not apply westerly of easterly boundary of the right-of-way of Interstate 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. 7 These beneficial uses 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, Cottonwood 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 uses 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 0 Potential Beneficial Use + Excepted from MUN (see text) Table 2-5 BENEFICIAL USES 2-61 N 0 0 • Table 3-3. Water Quality Objectives (continued) C b d d h O'M f h oncentrations not to e excee e more t an 1 0 0 t e t1me durinq any one year period. Constituent Ground Water Hydrologic Basin Unit Number TDS Cl 504 %Na N03 Fe Buena Vista Creek HA 4.20 El Saito HSA a 4.21 3,500 800 500 60 45 0.3 Vista HSA a 4.22 1,000 b 400 b 500 b 60 10 b 0.3 b Agua Hedionda HA a 4.30 1,200 500 500 60 10 0.3 Los Monos HSA a j 4.31 3,500 800 500 60 45 0.3 Encinas HA a 4.40 3,500 b 800 b 500 b 60 45 b 0.3 b San Marcos HA ae 4.50 1,000 400 500 60 10 0.3 Batiquitos HSA aek 4.51 3,500 800 500 60 45 0.3 Escondido Creek HA a 4.60 750 300 300 60 10 0.3 San Elijo HSA a 4.61 2,800 700 600 60 45 0.3 Escondido HSA 4.62 1,000 300 400 60 10 0.3 SAN DIEGUITO HYDROLOGIC UNIT 905.00 Solana Beach HA a 5.10 1,500 b 500 b 500 b 60 45 b 0.85 b Hodges HA 5.20 1,000 b 400 b 500 b 60 10 b 0.3 b San Pasqua! HA 5.30 1,000 b 400 b 500 b 60 10 b 0.3 b Santa Maria Valley HA 5.40 1,000 400 500 60 10 0.3 Santa Ysabel HA 5.50 500 250 250 60 5 0.3 PENASQUITOS HYDROLOGIC UNIT 906.00 Miramar Reservoir HA a f 6.10 1,200 500 500 60 10 0.3 Poway HA 6.20 750 q 300 300 60 10 0.3 Scripps HA 6.30 -- ---- Miramar HA g 6.40 750 300 300 60 10 0.3 Tecolote HA 6.50 ------ HA -Hydrologic Area HSA -Hydrologic Sub Area (lower case letters indicate endnotes following the table.) WATER QUALITY OBJECTIVES 3 -17 (mg/L or as noted) Mn MBAS B ODOR 0.05 0.5 2.0 none 0.05 b 0.5 0.75 b none 0.05 0.5 0.75 none 0.05 0.5 2.0 none 0.05 b 0.5 2.0 b none 0.05 0.5 0.75 none 0.05 0.5 2.0 none 0.05 0.5 0.75 none 0.05 0.5 1.0 none 0.05 0.5 0.75 none 0.15 b 0.5 0.75 b none 0.05 b 0.5 0.75 b none 0.05 b 0.5 0.75 b none 0.05 0.5 0.75 none 0.05 0.5 0.75 none 0.05 0.5 0.75 none 0.05 0.5 0.75 none - - -- 0.05 0.5 0.75 none --- - Turb Color NTU Units 5 15 5 15 5 15 5 15 5 15 5 15 5 15 5 15 5 15 5 15 5 15 5 15 5 15 5 15 5 15 5 15 5 15 -- 5 15 -- • F 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 - 1.0 - N 0 0 • • Table 3-2. Water Quality Objectives (continued) c b dd h fh oncentrat1ons not to e excee e more t an 10% o t e time d . . d urmg any one year peno . Constituent (mg/L or as noted) Inland Surface Waters Hydrologic Unit Basin TDS Cl so 4 %Na N&P Fe Mn MBAS B Number SAN LUIS REV HYDROLOGIC UNIT 903.00 Lower San Luis HA 3.10 500 250 250 60 a 0.3 0.05 0.5 0.75 Monserat HA 3.20 500 250 250 60 a 0.3 0.05 0.5 0.75 Warner Valley HA 3.30 500 250 250 60 a 0.3 0.05 0.5 0.75 CARLSBAD HYDROLOGIC UNIT 904.00 Lorna Alta HA 4.10 --- - - -- -- Buena Vista Creek HA 4.20 500 250 250 60 a 0.3 0.05 0.5 0.75 Agua Hedionda HA 4.30 500 250 250 60 a 0.3 0.05 0.5 0.75 Encinas HA 4.40 ------- -- San Marcos HA 4.50 500 250 250 60 a 0.3 0.05 0.5 0.75 Escondido Creek HA 4.60 500 250 250 60 a 0.3 0.05 0.5 0.75 SAN DIEGUITO HYDROLOGIC UNIT 905.00 Solana Beach HA 5.10 500 250 250 60 a 0.3 0.05 0.5 0.75 Hodges HA 5.20 500 250 250 60 a 0.3 0.05 0.5 0.75 San Pasqual HA 5.30 500 250 250 60 a 0.3 0.05 0.5 0.75 Santa Maria Valley HA 5.40 500 250 250 60 a 0.3 0.05 0.5 0.75 Santa Ysabel HA 5.50 500 250 250 60 a 0.3 0.05 0.5 0.75 HA -Hydrologic Area HSA -Hydrologic Sub Area (Lower case letters indicate endnotes following the table). WATER QUALITY OBJECTIVES 3-11 Turb ODOR NTU none 20 none 20 none 20 none 20 none 20 none 20 none 20 none 20 none 20 none 20 none 20 none 20 none 20 none 20 Color Units 20 20 20 20 20 20 20 20 20 20 20 20 20 20 F 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 N 0 0 • ,. -... .., l: • Excerpt from: 11Environmentally Sensitive Areas•, Map Doc No.0768628 11 107 SITE ~. • 1\/J:::I\JWJ\ 1"1 • ; " 0 Legend " • Comml.rlity Polrt$ A/ Frveways end Highways MejorRoads Erwironmertally SensltNe Areas ( 1112007) C3 \o\lettrsl'lld Booodl!lies .of_,. W!lterBo<les Peremlel Streams t'itnnilttrtStreems CJ OliofCoLrlly.lJrlsctctlon a.fteldrlt ..... »-nw~ fi6WJI ,..... fVl1fD1 r,.:,'.c.w_~....,...-~·-~-Mifl,_ .- \ S811LUI$Rey \ • .-. 90.~ f R 0 A N ~"~ I E G 0 C San lAe. c Rtver ·oos'· ., .. San Diego Rrr~1 907 0 " Auza--Bormgo m .,_-...... 0 0 0 \ • • 'Tributa r'l to 3 . 3( : \l'v'ate r Bodies ~ e 1 •· Doc. No 07~ 8627 l02 .. l:...· .-· .... "' ...... .. .. .! .. · -,~ () • m -· ,_. (} m ,. ' I"· ... .. -.r, -L---· • ~ .• ·<· .. -. ~·· -·· ·-) -· ~::..- _ ... "" .... f •. 1. • ... , 0 Legend . .,.,.__ ·-r.l-tofRGMit W•tur8odlel ..... Pw~~t(.clhydl'gt:100.COO) ~Sh-(ldi'lylh1:11Xl.OOIJt .-.--· SO::S(d)w..,..~~~.-,......,.. C::)wf~Wthedt~UI'III«IM~ o..rtW.W.rtlwdi(IWJtMjtd:IQp.-rnlt) M :mtd)W.....8~t·Pdy9on ~ :)03{d),..._~.c~weun ~. $03(d)~.r!Kiedi¥tldrnM r.::~J ~"'"' ~-• ~ l I I Cll:rtl .r.e s-n~ o.r..nt N ... -..: ""'n ---· .,..,.__..-.::_.....--.~- _ ... _~~!""_ ;' •. V E R SA ·N D I E GO c 0 u --- '· .. -·~---' I --... ,~ \ __ . _c o u .. "!_1. :--~·-,;.., f ·~-~ ·" .o 'I "' ~· 0 · 0 !0 l c 1 _, I ~ • • • TREATMENT BMP LOCATION MAP I i I I I I / I N J • carlsbad Kingdj:\ TT ,XSCJlM£~l)ble, April, 2010 TREATMENT BMP LOCATION MAP )\ / I I I I !/ 1/ I! I 1/ I I 1/ I; II I; I; I; li I j EXCERPTB ' ' Carlsbad ' ' ' ', Camino Vida Roble Kingdom Hall Treatment BMP Location Map Excerpt ', ' ' ' ' ' ', • • Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble. April, 20 I 0 ATTACHMENT E TREATMENT BMP DATASHEETS Please see the design considerations for TC-22 Extended Detention Basin on the next ten pages. The engineering calculations can be found in the 'Pre-development' and 'Post- development' sections of this Section E. • • Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble. April, 20 I 0 Extended Detention Basin TC-22 Description Dry extended detention ponds (a.k.a. dey ponds, extended detention basins, detention ponds, extended detention ponds) are basins whose outlets have been designed to detain the stormwater runoff from a water quality design storm for some minimum time (e.g., 48 hours) to allow particles and associated pollutants to settle. Unlike wet ponds, these facilities do not have a large permanent pool. They can also be used to provide flood control by including additional flood detention storage. California Experience Caltrans constructed and monitored 5 extended detention basins in southern California with design drain times of 72 hours. Four of the basins were earthen, less costly and had substantially better load reduction because of infiltration that occurred, than the concrete basin. The Caltrans study reaffirmed the flexibility and performance of this conventional technology. The small headloss and few siting constraints suggest that these devices are one of the most applicable technologies for stormwater treatment. Advantages • Due to the simplicity of design, extended detention basins are relatively easy and inexpensive to construct and operate. • Extended detention basins can provide substantial capture of sediment and the toxics fraction associated with particulates. • Widespread application with sufficient capture volume can provide significant control of channel erosion and enlargement caused by changes to flow frequency January 2003 California Stormwater BMP Handbook New Development and Redevelopment www .cabmphandbook.com Design Considerations • Tributary Area • Area Required • Hydraulic Head Targeted Constituents ~ Sediment .& ~ Nutrients e ~ Trash • ~ Metals .. ~ Bacteria A f!l Oi and Grease .& ~ Organics A Legend (Remov-' Elfectlvenea} e Low • High .& Medium C" Al.lfORNIA STORMW A Tfl1 (.'! \:II) \"'"Ill!·' IP, 1 of 10 • • Carlsbad Kingdom II all and Residence Project, Camino Vida Roble, April, 20 I 0 TC-22 Extended Detention Basin relationships resulting from the increase of impervious cover in a watershed. Limitations • Limitation of the diameter of the orifice may not allow use of extended detention in watersheds ofless than 5 acres (would require an orifice with a diameter ofless than 0.5 inches that would be prone to clogging). • Dry extended detention ponds have only moderate pollutant removal when compared to some other structural stormwater practices, and they are relatively ineffective at removing soluble pollutants. • Although wet ponds can increase property values, dry ponds can actually detract from the value of a home due to the adverse aesthetics of dry, bare areas and inlet and outlet structures. Design and Sizing Guidelines • Capture volume determined by local requirements or sized to treat 85% of the annual runoff volume. • Outlet designed to discharge the capture volume over a period of hours. • Length to width ratio of at least 1-5=1 where feasible. • Basin depths optimally range from 2 to 5 feet . • Include energy dissipation in the inlet design to reduce resuspension of accumulated sediment. • A maintenance ramp and perimeter access should be included in the design to facilitate access to the basin for maintenance activities and for vector surveillance and control. • Use a draw down time of 48 hours in most areas of California. Draw down times in excess of 48 hours may result in vector breeding, and should be used only after coordination with local vector control authorities. Draw down times ofless than 48 hours should be limited to BMP drainage areas with coarse soils that readily settle and to watersheds where warming may be determined to downstream fisheries. Construction/ Inspection Considerations • Inspect facility after first large to storm to determine whether the desired residence time has been achieved. • When constructed with small tributary area, orifice sizing is critical and inspection should verify that flow through additional openings such as bolt holes does not occur. Performance One objective of stormwater management practices can be to reduce the flood hazard associated with large storm events by reducing the peak flow associated with these storms. Dry extended detention basins can easily be designed for flood control, and this is actually the primary purpose of most detention ponds. 2 of 10 california Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.com January 2003 • • Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble. April, 20 I 0 Extended Detention Basin TC-22 Dry extended detention basins provide moderate pollutant removal, provided that the recommended design features are incorporated Although they can be effective at removing some pollutants through settling, they are less effective at removing soluble pollutants because of the absence of a permanent pool. Several studies are available on the effectiveness of dry extended detention ponds including one recently concluded by Caltrans (2002). The load reduction is greater than the concentration reduction because of the substantial infiltration that occurs. Although the infiltration of stormwater is clearly beneficial to surface receiving waters, there is the potential for groundwater contamination. Previous research on the effects of incidental infiltration on groundwater quality indicated that the risk of contamination is minimal. There were substantial differences in the amount of infiltration that were observed in the earthen basins during the Caltrans study. On average, approximately 40 percent of the runoff entering the unlined basins infiltrated and was not discharged. The percentage ranged from a high of about 6o percent to a low of only about 8 percent for the different facilities. Climatic conditions and local water table elevation are likely the principal causes of this difference. The least infiltration occurred at a site located on the coast where humidity is higher and the basin invert is within a few meters of sea level Conversely, the most infiltration occurred at a facility located well inland in Los Angeles County where the climate is much warmer and the humidity is less, resulting in lower soil moisture content in the basin floor at the beginning of storms. Vegetated detention basins appear to have greater pollutant removal than concrete basins. In the Caltrans study, the concrete basin exported sediment and associated pollutants during a number of storms. Export was not as common in the earthen basins, where the vegetation appeared to help stabilize the retained sediment. Siting Criteria Dry extended detention ponds are among the most widely applicable stormwater management practices and are especially useful in retrofit situations where their low hydraulic head requirements allow them to be sited within the constraints of the existing storm drain system. In addition, many communities have detention basins designed for flood control. It is possible to modify these facilities to incorporate features that provide water quality treatment andjor channel protection. Although dry extended detention ponds can be applied rather broadly, designers need to ensure that they are feasible at the site in question. This section provides basic guidelines for siting dry extended detention ponds. In general, dry extended detention ponds should be used on sites with a minimum area of 5 acres. With this size catchment area, the orifice size can be on the order of 0.5 inches. On smaller sites, it can be challenging to provide channel or water quality control because the orifice diameter at the outlet needed to control relatively small storms becomes very small and thus prone to clogging. In addition, it is generally more cost-effective to control larger drainage areas due to the economies of scale. Extended detention basins can be used with almost all soils and geology, with minor design adjustments for regions of rapidly percolating soils such as sand. In these areas, extended detention ponds may need an impermeable liner to prevent ground water contamination. January 2003 california Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbook.com 3 of 10 • • • Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble. April, 20 I 0 TC-22 Extended Detention Basin The base of the extended detention facility should not intersect the water table. A permanently wet bottom may become a mosquito breeding ground. Research in Southwest Florida (Santana et al., 1994) demonstrated that intermittently flooded systems, such as dry extended detention ponds, produce more mosquitoes than other pond systems, particularly when the facilities remained wet for more than 3 days following heavy rainfall. A study in Prince George's County, Maryland, found that stormwater management practices can increase stream temperatures (Galli, 1990). Overall, dry extended detention ponds increased temperature by about 5°F. In cold water streams, dry ponds should be designed to detain stormwater for a relatively short time (i.e., 24 hours) to minimize the amount of warming that occurs in the basin. Additional Design Guidelines In order to enhance the effectiveness of extended detention basins, the dimensions of the basin must be sized appropriately. Merely providing the required storage volume will not ensure maximum constituent removal. By effectively configuring the basin, the designer will create a long flow path, promote the establishment of low velocities, and avoid having stagnant areas of the basin. To promote settling and to attain an appealing environment, the design of the basin should consider the length to width ratio, cross-sectional areas, basin slopes and pond configuration, and aesthetics (Young et al., 1996). Energy dissipation structures should be included for the basin inlet to prevent resuspension of accumulated sediment. The use of stilling basins for this purpose should be avoided because the standing water provides a breeding area for mosquitoes . Extended detention facilities should be sized to completely capture the water quality volume. A micropool is often recommended for inclusion in the design and one is shown in the schematic diagram. These small permanent pools greatly increase the potential for mosquito breeding and complicate maintenance activities; consequently, they are not recommended for use in California. A large aspect ratio may improve the performance of detention basins; consequently, the outlets should be placed to maximize the flowpath through the facility. The ratio of flowpath length to width from the inlet to the outlet should be at least 1-5=1 (L:W) where feasible. Basin depths optimally range from 2 to 5 feet. The facility's drawdown time should be regulated by an orifice or weir. In general, the outflow structure should have a trash rack or other acceptable means of preventing clogging at the entrance to the outflow pipes. The outlet design implemented by Caltrans in the facilities constructed in San Diego County used an outlet riser with orifices Figure 1 Example of Extended Detention Outlet Structure 4 of 10 california Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.com January 2003 • • Carlsbad Kingdomllall and Residence Project, Camino Vida Roble. ApriL 2010 Extended Detention Basin TC-22 sized to discharge the water quality volume, and the riser overflow height was set to the design storm elevation. A stainless steel screen was placed around the outlet riser to ensure that the orifices would not become clogged with debris. Sites either used a separate riser or broad crested weir for overflow of runoff for the 25 and greater year storms. A picture of a typical outlet is presented in Figure 1. The outflow structure should be sized to allow for complete drawdown of the water quality volume in 72 hours. No more than so% of the water quality volume should drain from the facility within the first 24 hours. The outflow structure can be fitted with a valve so that discharge from the basin can be halted in case of an accidental spill in the watershed. SummCI11J of Design Recommendations (1) Facility Sizing-The required water quality volume is determined by local regulations or the basin should be sized to capture and treat 85% of the annual runoff volume. See Section 5.5.1 of the handbook for a discussion of volume-based design. (2) (3) (4) (5) Basin Configuration - A high aspect ratio may improve the performance of detention basins; consequently, the outlets should be placed to maximize the flowpath through the facility. The ratio of flowpath length to width from the inlet to the outlet should be at least 1.5:1 (L:W). The tlowpath length is defined as the distance from the inlet to the outlet as measured at the surface. The width is defined as the mean width of the basin. Basin depths optimally range from 2 to 5 feet. The basin may include a sediment forebay to provide the opportunity for larger particles to settle out . A micropool should not be incorporated in the design because of vector concerns. For online facilities, the principal and emergency spillways must be sized to provide 1.0 foot of freeboard during the 25-year event and to safely pass the flow from 100-year storm. Pond Side Slopes -Side slopes of the pond should be 3:1 (H: V) or flatter for grass stabilized slopes. Slopes steeper than 3:1 (H:V) must be stabilized with an appropriate slope stabilization practice. Basin Lining -Basins must be constructed to prevent possible contamination of groundwater below the facility. Basin Inlet -Energy dissipation is required at the basin inlet to reduce resuspension of accumulated sediment and to reduce the tendency for short-circuiting. Outflow Structure -The facility's drawdown time should be regulated by a gate valve or orifice plate. In general, the outflow structure should have a trash rack or other acceptable means of preventing clogging at the entrance to the outflow pipes. The outflow structure should be sized to allow for complete drawdown of the water quality volume in 72 hours. No more than so% of the water quality volume should drain from the facility within the first 24 hours. The outflow structure should be fitted with a valve so that discharge from the basin can be halted in case of an accidental spill in the watershed. This same valve also can be used to regulate the rate of discharge from the basin. January 2003 california Stormwater BMP Handbook New Development and Redevelopment www .cabmphandbook.com 5 of 10 • • Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble. April, 20 I 0 TC-22 Extended Detention Basin (6) The discharge through a control orifice is calculated from: Q = CA(2gH-H0 )0·5 where: Q =discharge (ftl/s) C = orifice coefficient A = area of the orifice (ft2) g = gravitational constant (32.2) H =water surface elevation (ft) Ho= orifice elevation (ft) Recommended values for Care 0.66 for thin materials and o.8o when the material is thicker than the orifice diameter. This equation can be implemented in spreadsheet form with the pond stagefvolume relationship to calculate drain time. To do this, use the initial height of the water above the orifice for the water quality volume. Calculate the discharge and assume that it remains constant for approximately 10 minutes. Based on that discharge, estimate the total discharge during that interval and the new elevation based on the stage volume relationship. Continue to iterate until H is approximately equal to Ho. When using multiple orifices the discharge from each is summed. Splitter Box-When the pond is designed as an offline facility, a splitter structure is used to isolate the water quality volume. The splitter box, or other flow diverting approach, should be designed to convey the 25-year storm event while providing at least 1.0 foot of freeboard along pond side slopes. (7) Erosion Protection at the Outfall-For online facilities, special consideration should be given to the facility's outfall location. Flared pipe end sections that discharge at or near the stream invert are preferred. The channel immediately below the pond outfall should be modified to conform to natural dimensions, and lined with large stone riprap placed over filter cloth. Energy dissipation may be required to reduce flow velocities from the primary spillway to non-erosive velocities. (8) Safety Considerations -Safety is provided either by fencing of the facility or by managing the contours of the pond to eliminate dropoffs and other hazards. Earthen side slopes should not exceed 3:1 (H:V) and should terminate on a flat safety bench area. Landscaping can be used to impede access to the facility. The primary spillway opening must not permit access by small children. Outfall pipes above 48 inches in diameter should be fenced. Maintenance Routine maintenance activity is often thought to consist mostly of sediment and trash and debris removal; however, these activities often constitute only a small fraction of the maintenance hours. During a recent study by Caltrans, 72 hours of maintenance was performed annually, but only a little over 7 hours was spent on sediment and trash removal. The largest recurring activity was vegetation management, routine mowing. The largest absolute number of hours was associated with vector control because of mosquito breeding that occurred in the stilling basins (example of standing water to be avoided) installed as energy dissipaters. In most cases, basic housekeeping practices such as removal of debris accumulations and vegetation 6 of 10 california Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.com January 2003 ,----------------------------------------- • • Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble. April, 20 I 0 Extended Detention Basin TC-22 management to ensure that the basin dewaters completely in 48-72 hours is sufficient to prevent creating mosquito and other vector habitats. Consequently, maintenance costs should be estimated based primarily on the mowing frequency and the time required. Mowing should be done at least annually to avoid establishment of woody vegetation, but may need to be performed much more frequently if aesthetics are an important consideration. Typical activities and frequencies include: • Schedule semiannual inspection for the beginning and end of the wet season for standing water, slope stability, sediment accumulation, trash and debris, and presence of burrows. • Remove accumulated trash and debris in the basin and around the riser pipe during the semiannual inspections. The frequency of this activity may be altered to meet specific site conditions. • Trim vegetation at the beginning and end of the wet season and inspect monthly to prevent establishment of woody vegetation and for aesthetic and vector reasons. • Remove accumulated sediment and regrade about every 10 years or when the accumulated sediment volume exceeds 10 percent of the basin volume. Inspect the basin each year for accumulated sediment volume . Cost Construction Cost The construction costs associated with extended detention basins vary considerably. One recent study evaluated the cost of all pond systems (Brown and Schueler, 1997). Adjusting for inflation, the cost of dry extended detention ponds can be estimated with the equation: C = 12.4V0 ·?6o where: C = Construction, design, and permitting cost, and V =Volume (ft3). Using this equation, typical construction costs are: $ 41,600 for a 1 acre-foot pond $ 239,000 for a 10 acre-foot pond $ 1,380,000 for a 100 acre-foot pond Interestingly, these costs are generally slightly higher than the predicted cost of wet ponds (according to Brown and Schueler, 1997} on a cost per total volume basis, which highlights the difficulty of developing reasonably accurate construction estimates. In addition, a typical facility constructed by Caltrans cost about $160,000 with a capture volume of only 0.3 ac-ft. An economic concern associated with dry ponds is that they might detract slightly from the value of adjacent properties. One study found that dry ponds can actually detract from the January 2003 california Stormwater BMP Handbook New Development and Redevelopment www .cabmphandbook.com 7 of 10 • • • Carlsbad Kingdom llall and Residence Project, Camino Vida Roble, April, 2010 TC-22 Extended Detention Basin perceived value of homes adjacent to a dry pond by between 3 and 10 percent (Emmerling- Dinovo, 1995). Maintenance Cost For ponds, the annual cost of routine maintenance is typically estimated at about 3 to 5 percent of the construction cost (EPA website). Alternatively, a community can estimate the cost of the maintenance activities outlined in the maintenance section. Table 1 presents the maintenance costs estimated by Caltrans based on their experience with five basins located in southern California. Again, it should be emphasized that the vast majority of hours are related to vegetation management (mowing). Table 1 Estimated Average Annual Maintenance Effort Activity Labor Hours Equipment& Cost Material ($) Inspections 4 7 183 Maintenance 49 126 2282 Vector Control 0 0 0 Administration 3 0 132 Materials 535 535 Total 56 $668 $3,132 References and Sources of Additional Information Brown, W., and T. Schueler. 1997. The Economics ofStormwater BMPs in the Mid-Atlantic Region. Prepared for Chesapeake Research Consortium. Edgewater, MD. Center for Watershed Protection. Ellicott City, MD. Denver Urban Drainage and Flood Control District. 1992. Urban Storm Drainage Criteria Manual-Volume 3: Best Management Practices. Denver, CO. Emmerling-Dinovo, C. 1995. Stormwater Detention Basins and Residential Locational Decisions. Water Resources Bulletin 31(3): 515-521 Galli, J. 1990. Thermal Impacts Associated with Urbanization and Stormwater Management Best Management Practices. Metropolitan Washington Council of Governments. Prepared for Maryland Department of the Environment, Baltimore, MD. GKY, 1989, Outlet Hydraulics of Extended Detention Facilities for the Northern Virginia Planning District Commission. MacRae, C. 1996. Experience from Morphological Research on Canadian Streams: Is Control of the Two-Year Frequency Runoff Event the Best Basis for Stream Channel Protection? In Effects of Watershed Development and Management on Aquatic Ecosystems. American Society of Civil Engineers. Edited by L. Roesner. Snowbird, UT. pp. 144-162 . 8 of 10 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.com January 2003 • • • Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble. April, 20 I 0 Extended Detention Basin TC-22 Maryland Dept of the Environment, 2000, Maryland Stormwater Design Manual: Volumes 1 & 2, prepared by MDE and Center for Watershed Protection. http://www.mde.state.md.us/environment/wm.a/stormwatermanual/index.html 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. Santana, F., J. Wood, R Parsons, and S. Chamberlain. 1994-Control of Mosquito Breeding in Permitted Stormwater Systems. Prepared for Southwest Florida Water Management District, Brooksville, FL. Schueler, T. 1997-Influence of Ground Water on Performance of Stormwater Ponds in Florida. Watershed Protection Techniques 2(4):525-528. Watershed Management Institute (WMI). 1997-Operation, Maintenance, and Management of Stormwater Management Systems. Prepared for U.S. Environmental Protection Agency, Office of Water. Washington, DC. Young, G.K., et al., 1996, Evaluation and Management of Highway Runoff Water Quality, Publication No. FHWA-PD-g6-032, U.S. Department of Transportation, Federal Highway Administration, Office of Environment and Planning. Information Resources Center for Watershed Protection (CWP), Environmental Quality Resources, and Loiederman Associates. 1997-Maryland Stormwater Design Manual. Draft. Prepared for Maryland Department of the Environment, Baltimore, MD. Center for Watershed Protection (CWP). 1997-Stormwater BMP Design Supplement for Cold Climates. Prepared for U.S. Environmental Protection Agency, Office of Wetlands, Oceans and Watersheds. Washington, DC. U.S. Environmental Protection Agency (USEPA). 1993. Guidance Specifying Management Measures for Sources ofNonpoint Pollution in Coastal Waters. EPA-840-B-92-002. U.S. Environmental Protection Agency, Office of Water, Washington, DC . January 2003 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbook.com 9 of 10 • • ~-,.._ Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble. April, 20 I 0 TC-22 Extended Detention Basin Schematic of an Extended Detention Basin (MDE, 2000) 10 of 10 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.com January 2003 • ATTACHMENT E TREATMENT BMP DATASHEETS PRE-DEVELOPMENT • • 4/23/2010 Flow length: Change In elevation: Slope, percentage Time of Concentration and lntensityCalculation Carlsbad-Camino Vida Roble Carlsbad-Camino Vida Roble Kingdom Hall Kingdom Hall Site (northern) "Pre and Post Flow Line 2" 391.63 feet 14.78 feet 3.77% Lat: 33.138667 N Per page 3-14 of San Diego County Hydrology Manual, June 2003 Lon: 117.34825W "The Rational Method procedure included in the original Hydrology Manual (1971) and Design and Procedure Manual (1968) included a 10 minute value to be added to the initial time of concentration developed through the Kirpich Formula (Eq. 3-4, below) for a natural •w;;ner:sne,o. That procedure is superceded by the procedure [below] to use Table 3-2 (excerpted below) ... to determine Ti for the appropriate sheet flow length of the initial subarea ... If the total length of the initial subarea is greater than the maximum length allowable based on Table 3-2, add the travel time based on the Kirpich Formula for the remaining length of the initial subarea." Table 3-2 For "Neighborhood Commercial" (N.Com) Maximum Overland Flow Length (LM)= Initial time of concentration, T1 3.80 minutes 391.63 feet -85.00 feet 306.63 feet of Concentration (Kirpich) Formula (from San Diego County Hydrology Manual, June 2003, figure 3-4, p. 75) equation 3-4: Tc= ((11.9L 3)/6E)o.3ss where: Tc= Time of concentration in hours L= Watercourse Distance in miles C.E= Change in elevation along Remaining length of initial subarea (from above) (result divided by 5280) L= L3= (11.9*L3)= (Change in elevation) C.E= (11.9*L 3)/1\E= (result)0·385= (result X 60) Added Travel Time, T c= Initial Time of Concentration T Total Time of Concentration= 310.89 feet 0.0589 miles 0. 000204135 0.002429 11.57 feet 0.000209919 0.038370 hours 2.30 minutes 3.80 minutes Time of Concentration & Intensity Worksheet Pre and Post FL2 Cam Vida Roble 12_08 effective slope line in feet 4/23/2010 Time of Concentration and lntensityCalculation Carlsbad-Camino Vida Roble recipitation Intensity Equation (from Figure 3-1 San Diego County Hydrology Manual, p. 61) precipitation table for 6 hour storms and 24 hour storms for 2,5, 10,25,50, and 100 year intervals lsopluvial Rainfall maps (S.D. County Hydrology Manual pp 201-212) (rainfall depth from table below/duration) ARI* Duration Years 6 hr.* 24 hr.* 2 1.313 1.982 10 1.828 3.163 100 2.757 4.938 Source: San Diego Manual June 2003 201-212 . Adjust the 6 hour precipitation (above) to conform to a 45 -65% of 24 hour range. I = 7.44 P6 D-0.645 where: I = Intensity in inches per hour P6 = 6 hour (adjusted) precipitation of concentration from p24= 1.982 inches Adjusted P6= 1.288 inches (time of concentration) tx= 6.10 minutes (from equation 3-4 above) I = 7.44 P s o-0.645 = 7.44* (1.288)*(5.95) -0.&45 = 7.44* (1.288)*(.316546) =I = 3.03 inches hour 10 year 1.828 inches p24= 3.163 inches Adjusted P6= 1.828 inches (time of concentration) tx= 6.10 minutes (from equation 3-4 above) ' = 7.44 P 6 o-0.645 = 7 .44* (1.828)*(5.95) -0.645 = 7.44* (1.828)*(.316546) 4.31 inches hour year Ps= 2.757 inches p24= 4.938 inches Time of Concentration & Intensity Worksheet Pre and Post FL2 Cam Vida Roble 12_08 2 Ps = 66% p24 Ps = 58% p24 Ps = 56% p24 • • 4/23/2010 Adjusted P6= (time of concentration) tx= lnte =I Time of Concentration and lntensityCalculation Carlsbad-Camino Vida Roble 2.757 inches 6.10 minutes (from equation 3-4 above) ' = 7.44 P 6 o-0.645 = 7.44* (2.757)*(5.95) -O.S4S = 7.44* (2.757)*(.316546) = 6.49 inches r hour Time of Concentration & Intensity Worksheet Pre and Post FL2 Cam Vida Roble 12_ 08 3 IDF File Calculations (Rainfall Intensity Values) [] Carlsbad-Camino Vida Roble Kingdom Hall Pre and Post Tc= 6.12 minutes Rainfall '".'""'"'"' *from ''Time of Concentration & Intensity Worksheet Carlsbad Camino Vida Roble Pre and Post Flow Line 4" **proportioned to 10 min (.41416/.45)*(6.12 min value) rnnnrtinn••n to .45/.29 10 minute value Lat: 33.13867 N Lon: 117.34825W Pre and Post Carlsbad Rainfall (IDF) Intensity Values 12_08 4/23/2010 • • • Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble, April, 20 I 0 Basin 1-K ngdom Hall lot (1.9 8 acres) Undeveloped Outflow Basin 2 southern residenc lot) 0.929 Undeveloped Outflow Drainage Diagram for camino Vida Roble Pre 2_10b Prepared by Michael Hacker, P.E., Printed 4/23/2010 HydroCAD® 9.00 sin 05027 © 2009 HydroCAD Software Solutions LLC • • • Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble, April, 20 I 0 Camino Vida Roble Pre 2_10b Prepared by Michael Hacker, P.E. HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Area (acres) 0.929 1.988 2.917 Area Listing {all nodes) C Description (subcatchment-numbers) 0.25 undeveloped land (2) 0.35 Weighted RCN see notes (1) TOTAL AREA Printed 4/23/201 0 Paae2 • • Carlsbad Kingdom II all and Residence Project, Camino Vida Roble. April, 20 I 0 Camino Vida Roble P Camino Vida Roble Pre and Post 2-Year Duration=6 min, lnten=3.05 in!hr Prepared by Michael Hacker, P .E. Printed 4/23/2010 HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Page 3 Time span=0.00-6.00 hrs, dt=0.01 hrs, 601 points x 6 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc Reach routing by Dyn-Stor-lnd method -Pond routing by Dyn-Stor-lnd method Subcatchment 1: Basin 1-Kingdom Hall lot Runoff Area=86,580 sf 0.00% Impervious Runoff Depth=0.11" Tc=6.1 min C=0.35 Runoff=2.10 cfs 0.017 at Subcatchment 2: Basin 2 (southern Runoff Area=40,476 sf 0.00% Impervious Runoff Depth=0.08" Tc=6.1 min C=0.25 Runoff=O. 70 cfs 0.006 at Pond 1 P: Undeveloped Outflow Peak Elev=302.46' lnflow=2.1 0 cfs 0.017 af 18.0" Round Culvert n=0.012 L=62.9' S=0.3776 '/' Outflow=2.1 0 cfs 0.017 at Pond 2P: Undeveloped Outflow Peak Elev=305.40' lnflow=O. 70 cfs 0.006 at 18.0" Round Culvert n=0.011 L= 134.1' S=0.2013 '/' Outflow=O. 70 cfs 0.006 at Total Runoff Area= 2.917 ac Runoff Volume= 0.023 af Average Runoff Depth= 0.10" 100.00% Pervious = 2.917 ac 0.00% Impervious = 0.000 ac • • Carlsbad Kingdom II all and Residence Project, Camino Vida Roble, April, 20 lO Camino Vida Roble P Camino Vida Roble Pre and Post 2-Year Duration=6 min, lnten=3.05 inlhr Prepared by Michael Hacker, P.E. Printed 4/23/2010 HvdroCAD® 9.00 s/n 05027 © 2009 HvdroCAD Software Solutions LLC Page 4 Summary for Subcatchment 1: Basin 1-Kingdom Hall lot (1.988 acres) Weight RCN per San Diego County Hydrology Manual, June 2003, page 3-6, Table 3-1 for 14.4% Impervious, Soil Type B. (1 0% Impervious= 0.32 and 20% lmpervious=0.38) Runoff 2.10 cfs @ 0.10 hrs, Volume= 0.017 af, Depth= 0.11" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs Camino Vida Roble Pre and Post 2-Year Duration=6 min, lnten=3.05 in/hr Area (sf) 86,580 86,580 Tc Length (min) (feet) 6.1 ~ ii: 1 0 C Description 0.35 Weighted RCN see notes 1 00.00% Pervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) Direct Entry, Subcatchment 1: Basin 1-Kingdom Hall lot (1.988 acres) Hydrograph 2 3 Time {hours) Camino Vida Roble Pre and Post 2-Year Duration=& min, lnten:3.05 ln/hr Runoff Area=86,580 sf Runoff Volume=0.017 af Runoff Depth:0.11" Tc:6.1 min C:0.35 4 5 6 I• Runoff~ • • • Camino Vida Roble P Camino Vida Roble Pre and Post 2-Year Duration=6 min, lnten=3.05 inlhr Prepared by Michael Hacker, P.E. Printed 4/23/2010 HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 2: Basin 2 (southern residence lot) 0.929 acres CN per San Diego County Hydrology Manual, June, 2004, page 3-6, Table 3-1 for "Undisturbed Natural Terrain (Natural) 0% impervious, Soil Type B. Runoff 0. 70 cfs @ 0.1 0 hrs, Volume= 0.006 at, Depth= 0.08" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs Camino Vida Roble Pre and Post 2-Year Duration=6 min, lnten=3.05 in/hr Area (sf) C Description 40,476 0.25 undeveloped land 40,476 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.1 Direct Entry, Subcatchment 2: Basin 2 (southern residence lot) 0.929 acres Hydrograph 2 3 nme (hours) Camino Vida Roble Pre and Post 2-Year Duration=& min, lnten=3.05 in/hr Runoff Area=40,476 sf Runoff Volume=0.006 af Runoff Depth:0.08" Tc:6.1 min C:0.25 4 5 6 I• Runoff~ • • • Camino Vida Roble P Camino Vida Roble Pre and Post 2-Year Duration=6 min, lnten=3.05 in/hr Prepared by Michael Hacker, P.E. Printed 4/23/2010 HvdroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Page 6 Inflow Area= Inflow = Outflow = Primary Summary for Pond 1 P: Undeveloped Outflow 1.988 ac, 2.10 cfs@ 2.10 cfs@ 2.10 cfs@ 0.00% Impervious, Inflow Depth = 0.11" for 2-Year event 0.1 0 hrs, Volume= 0.017 at 0.10 hrs, Volume= 0.017 at, Atten= 0%, Lag= 0.0 min 0.10 hrs, Volume= 0.017 at Routing by Dyn-Stor-lnd method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs I 6 Peak Elev= 302.46' @ 0.1 0 hrs Device Routing #1 Primary Invert Outlet Devices 301.75' 18.0" Round Culvert L= 62.9' CMP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 278.00' 8= 0.3776 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary Outflow Max=2.1 0 cfs @ 0.10 hrs HW=302.46' (Free Discharge) L1=Culvert (Inlet Controls 2.10 cfs@ 2.54 fps) Pond 1 P: Undeveloped Outflow Hydrograph 3 Time (hours) Inflow Area=1.988 ac Peak Elev=302.46' 18.0" Round Culvert n=0.012 L=62.9' 5:0.3776 '/' • • Camino Vida Roble P Camino Vida Roble Pre and Post 2-Year Duration=6 min, lnten=3.05 inlhr Prepared by Michael Hacker, P.E. Printed 4/23/2010 HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Page 7 Inflow Area= Inflow = Outflow = Primary Summary for Pond 2P: Undeveloped Outflow 0.929 ac, 0.70 cfs@ 0.70 cfs@ 0.70 cfs@ 0.00% Impervious, Inflow Depth= 0.08" for 2-Year event 0.10 hrs, Volume= 0.006 af 0.10 hrs, Volume= 0.006 af, Atten= 0%, Lag= 0.0 min 0.10 hrs, Volume= 0.006 af Routing by Dyn-Stor-lnd method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs I 6 Peak Elev= 305.40' @ 0.1 0 hrs Device Routing #1 Primary Invert Outlet Devices 305.00' 18.0" Round Culvert L= 134.1' CMP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 278.00' 8= 0.2013 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean Primary OutFlow Max=0.70 cfs@ 0.10 hrs HW=305.40' (Free Discharge) L1=Culvert (Inlet Controls 0.70 cfs@ 1.89 fps) 0 Pond 2P: Undeveloped Outflow Hydrograph 2 3 Time (hours) Inflow Area=0.929 ac Peak Elev=305.40' 18.0" Round Culvert n=0.011 L:134.1' 5:0.2013 '/' 4 5 6 • Camino Vida Roble Camino Vida Roble Pre and Post 10-Year Duration=6 min, lnten=4.33 inlhr Prepared by Michael Hacker, P.E. Printed 4/23/2010 HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Page 8 Time span=0.00-6.00 hrs, dt=0.01 hrs, 601 points x 6 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc Reach routing by Dyn-Stor-lnd method -Pond routing by Dyn-Stor-lnd method Subcatchment 1: Basin 1-Kingdom Hall lot Runoff Area=86,580 sf 0.00% Impervious Runoff Depth=0.15" Tc=6.1 min C=0.35 Runoff=2.99 cfs 0.025 af Subcatchment 2: Basin 2 (southern Runoff Area=40,476 sf 0.00% Impervious Runoff Depth=0.11" Tc=6.1 min C=0.25 Runoff=1.00 cfs 0.008 at Pond 1 P: Undeveloped Outflow Peak Elev=302.62' lnflow=2.99 cfs 0.025 af 18.0" Round Culvert n=0.012 L=62.9' S=0.3776 '/' Outflow=2.99 cfs 0.025 af Pond 2P: Undeveloped Outflow Peak Elev=305.48' lnflow=1.00 cfs 0.008 af 18.0" RoundCulvert n=0.011 L=134.1' S=0.2013'/' Outflow=1.00cfs 0.008af Total Runoff Area= 2.917 ac Runoff Volume= 0.033 af Average Runoff Depth= 0.14" 100.00% Pervious= 2.917 ac 0.00% Impervious= 0.000 ac Camino Vida Roble Camino Vida Roble Pre and Post 10-Year Duration=6 min, lnten=4.33 inlhr Prepared by Michael Hacker, P.E. Printed 4/23/2010 HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 1: Basin 1-Kingdom Hall lot (1.988 acres} Weight RCN per San Diego County Hydrology Manual, June 2003, page 3-6, Table 3-1 for 14.4% Impervious, Soil Type B. (1 0% Impervious= 0.32 and 20% lmpervious=0.38) Runoff = 2.99 cfs @ 0.10 hrs, Volume= 0.025 at, Depth= 0.15" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs Camino Vida Roble Pre and Post 10-Year Duration=6 min, lnten=4.33 in/hr Area (sf) 86,580 86,580 Tc Length (min) (feet) 6.1 C Description 0.35 Weighted RCN see notes 1 00.00% Pervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) Direct Entry, Subcatchment 1: Basin 1-Kingdom Hall lot (1.988 acres} Hydrograph 3 Time (hours) Camino VIda Roble Pre and Post 1Q-Year Duration=& min, lnten:4.331n/hr Runoff Area=86,580 sf Runoff Volume=0.025 af Runoff Depth:0.15" Tc=6.1 min C:0.35 4 5 6 • Camino Vida Roble Camino Vida Roble Pre and Post 10-Year Duration=6 min, lnten=4.33 inlhr Prepared by Michael Hacker, P.E. Printed 4/23/2010 HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 2: Basin 2 (southern residence lot) 0.929 acres CN per San Diego County Hydrology Manual, June, 2004, page 3-6, Table 3-1 for "Undisturbed Natural Terrain (Natural) 0% impervious, Soil Type B. Runoff = 1.00 cfs @ 0.10 hrs, Volume= 0.008 at, Depth= 0.11" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs Camino Vida Roble Pre and Post 10-Year Duration=6 min, lnten=4.33 in/hr Area (sf) C Description 40,476 0.25 undeveloped land 40,476 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.1 Direct Entry, Subcatchment 2: Basin 2 (southern residence lot) 0.929 acres Hydrograph 0 Time (hours) Camino Vida Roble Pre and Post 10-Year Duration=& min, lnten=4.33 in/hr Runoff Area=40,476 sf Runoff Volume=0.008 af Runoff Depth:0.11" Tc=6.1 min C:0.25 Camino Vida Roble Camino Vida Roble Pre and Post 10-Year Duration=6 min, lnten=4.33 inlhr Prepared by Michael Hacker, P.E. Printed 4/23/2010 HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Page 11 Inflow Area= Inflow Outflow = Primary = Summary for Pond 1 P: Undeveloped Outflow 1.988 ac, 2.99 cfs@ 2.99 cfs@ 2.99 cfs@ 0.00% Impervious, Inflow Depth = 0.15" for 10-Year event 0.1 0 hrs, Volume= 0.025 at 0.1 0 hrs, Volume= 0.025 at, Atten= 0%, Lag= 0.0 min 0.10 hrs, Volume= 0.025 at Routing by Dyn-Stor-lnd method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs I 6 Peak Elev= 302.62' @ 0.1 0 hrs Device Routing #1 Primary Invert Outlet Devices 301.75' 18.0" Round Culvert L= 62.9' CMP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 278.00' S= 0.3776 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary OutFlow Max=2.99 cfs@ 0.10 hrs HW=302.62' (Free Discharge) L1:Culvert (Inlet Controls 2.99 cfs@ 2.80 fps) Pond 1 P: Undeveloped Outflow Hydrograph 2 3 Time (hours) Inflow Area=1.988 ac Peak Elev=302.62' 18.0" Round Culvert n=0.012 L:62.9' S:0.3776 'I' 4 5 6 • • Camino Vida Roble Camino Vida Roble Pre and Post 10-Year Duration=6 min, lnten=4.33 in/hr Prepared by Michael Hacker, P.E. Printed 4/23/2010 HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Page 12 Summary for Pond 2P: Undeveloped Outflow Inflow Area= 0.929 ac, 0.00% Impervious, Inflow Depth = 0.11" for 10-Year event Inflow = 1.00 cfs @ 0.10 hrs, Volume= 0.008 at Outflow = 1.00 cfs@ 0.10 hrs, Volume= 0.008 at, Atten= 0%, Lag= 0.0 min Primary = 1 .00 cfs @ 0.1 0 hrs, Volume= 0.008 at Routing by Dyn-Stor-lnd method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs I 6 Peak Elev= 305.48' @ 0.1 0 hrs Device Routing #1 Primary Invert Outlet Devices 305.00' 18.0" Round Culvert L= 134.1' CMP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 278.00' 8= 0.2013 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean Primary OutFlow Max=1.00 cfs@ 0.10 hrs HW=305.48' (Free Discharge) L1:Culvert (Inlet Controls 1.00 cfs@ 2.07 fps) Pond 2P: Undeveloped Outflow Hydrograph 3 Time (hours) Inflow Area=0.929 ac Peak Elev=305.48' 18.0" Round Culvert n=0.011 L:134.1' 5:0.2013 '/' • Camino Vida Robl Camino Vida Roble Pre and Post 100-Year Duration=6 min, lnten=6.53 inlhr Prepared by Michael Hacker, P .E. Printed 4/23/2010 HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Page 13 Time span=0.00-6.00 hrs, dt=0.01 hrs, 601 points x 6 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc Reach routing by Dyn-Stor-lnd method -Pond routing by Dyn-Stor-lnd method Subcatchment 1: Basin 1· Kingdom Hall lot Runoff Area=86,580 sf 0.00% Impervious Runoff Depth=0.22" Tc=6.1 min C=0.35 Runoff=4.51 cfs 0.037 at Subcatchment 2: Basin 2 (southern Runoff Area=40,476 sf 0.00% Impervious Runoff Depth=0.16" Tc=6.1 min C=0.25 Runoff=1.50 cfs 0.012 at Pond 1 P: Undeveloped Outflow Peak Elev=302.87' lnflow=4.51 cfs 0.037 af 18.0" Round Culvert n=0.012 L=62.9' S=0.3776 '/' Outflow=4.51 cfs 0.037 at Pond 2P: Undeveloped Outflow Peak Elev=305.59' lnflow=1.50 cfs 0.012 at 18.0" Round Culvert n=0.011 L=134.1' S=0.2013 '/' Outflow= 1.50 cfs 0.012 af Total Runoff Area= 2.917 ac Runoff Volume= 0.050 af Average Runoff Depth= 0.20" 100.00% Pervious= 2.917 ac 0.00% Impervious= 0.000 ac --------~~~~~~~~---, Camino Vida Robl Camino Vida Roble Pre and Post 100-Year Duration=6 min, lnten=6.53 in/hr Prepared by Michael Hacker, P.E. Printed 4/23/2010 HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 1 : Basin 1-Kingdom Hall lot (1.988 acres) Weight RCN per San Diego County Hydrology Manual, June 2003, page 3-6, Table 3-1 for 14.4% Impervious, Soil Type B. (1 0% Impervious= 0.32 and 20% lmpervious=0.38) Runoff = 4.51 cfs @ 0.10 hrs, Volume= 0.037 af, Depth= 0.22" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs Camino Vida Roble Pre and Post 100-Year Duration=6 min, lnten=6.53 in/hr Area (sf) 86,580 86,580 Tc Length (min) (feet) 6.1 0 C Description 0.35 Weighted RCN see notes 1 00.00% Pervious Area Slope Velocity Capacity Description (ftlft) (ftlsec) (cfs) Direct Entry, Subcatchment 1: Basin 1-Kingdom Hall lot (1.988 acres) Hydrograph 2 Time (hours) Camino VIda Roble Pre and Post 100-Vear Duration=& min, lnten=6.53 ln/hr Runoff Area:86,580 sf Runoff Volume=0.037 af Runoff Depth:0.22" Tc:6.1 min C:0.35 4 5 6 Camino Vida Robl Camino Vida Roble Pre and Post 100-Year Duration=6 min, lnten=6.53 in/hr Prepared by Michael Hacker, P .E. Printed 4/23/2010 HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 2: Basin 2 (southern residence lot) 0.929 acres CN per San Diego County Hydrology Manual, June, 2004, page 3-6, Table 3-1 for "Undisturbed Natural Terrain (Natural) 0% impervious, Soil Type B. Runoff = 1.50 cfs@ 0.10 hrs, Volume= 0.012 af, Depth= 0.16" Runoff by Rational method, Rise/Fall=1.011.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs Camino Vida Roble Pre and Post 100-Year Duration=6 min, lnten=6.53 in/hr Area (sf) C Description 40,476 0.25 undeveloped land 40,476 1 00.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 6.1 0 Direct Entry, Subcatchment 2: Basin 2 (southern residence lot) 0.929 acres Hydrograph 3 nme (hours) Camino VIda Roble Pre and Post 100-Year Duration=& min, lnten:6.531n/hr Runoff Area=40,476 sf Runoff Volume=0.012 af Runoff Depth:0.16" Tc:6.1 min C:0.25 6 • • ( ~~ ------·-----·--------~~--------------------~--, Camino Vida Robl Camino Vida Roble Pre and Post 100-Year Duration=6 min, lnten=6.53 inlhr Prepared by Michael Hacker, P.E. Printed 4/23/2010 HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Page 16 Inflow Area= Inflow = Outflow = Primary = Summary for Pond 1 P: Undeveloped Outflow 1.988 ac, 4.51 cfs@ 4.51 cfs@ 4.51 cfs@ 0.00% Impervious, Inflow Depth = 0.22" for 100-Year event 0.10 hrs, Volume= 0.037 at 0.10 hrs, Volume= 0.037 at, Atten= 0%, Lag= 0.0 min 0.1 0 hrs, Volume= 0.037 at Routing by Dyn-Stor-lnd method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs I 6 Peak Elev= 302.87' @ 0.1 0 hrs Device Routing #1 Primary Invert Outlet Devices 301. 75' 18.0" Round Culvert L= 62.9' CMP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 278.00' S= 0.3776 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished Primary Outflow Max=4.51 cfs@ 0.10 hrs HW=302.87' (Free Discharge) L1 :Culvert (Inlet Controls 4.51 cfs @ 3.18 fps) Pond 1 P: Undeveloped Outflow Hydrograph 3 Time (hours) Inflow Area:1.988 ac Peak Elev:302.87' 18.0" Round Culvert n=0.012 L:62.9' 5:0.3776 '/' • • Camino Vida Robl Camino Vida Roble Pre and Post 100-Year Duration=6 min, lnten=6.53 inlhr Prepared by Michael Hacker, P.E. Printed 4/23/2010 HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Page 17 Inflow Area= Inflow = Outflow = Primary Summary for Pond 2P: Undeveloped Outflow 0.929 ac, 1.50 cts@ 1.50 cfs@ 1.50 cfs@ 0.00% Impervious, Inflow Depth = 0.16" for 100-Year event 0.10 hrs, Volume= 0.012 at 0.10 hrs, Volume= 0.012 at, Atten= 0%, Lag= 0.0 min 0.1 0 hrs, Volume= 0.012 at Routing by Dyn-Stor-lnd method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs I 6 Peak Elev= 305.59' @ 0. 1 0 hrs Device Routing #1 Primary Invert Outlet Devices 305.00' 18.0" Round Culvert L= 134.1' CMP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 278.00' S= 0.2013 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean Primary Outflow Max=1.50 cfs@ 0.10 hrs HW=305.59' (Free Discharge) 't....1:Culvert (Inlet Controls 1.50 cfs@ 2.31 fps) Pond 2P: Undeveloped Outflow Hydrograph 2 3 Time (hours) Inflow Area=0.929 ac Peak Elev:305.59' 18.0" Round Culvert n=0.011 L:134.1' 5:0.2013 '/' 4 5 6 • ATTACHMENT E TREATMENT BMP DATASHEETS POST -DEVELOPMENT • • 4/23/2010 Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble, April, 20 I 0 • PRE AND POST DEVELOPMENT FLOWS (cfs) Storm Pre-Development 2 yr 10 yr 100 Yr Basin I to Undeveloped Outflow 2.10 2.99 4.51 Basin 2 to Undeveloped Outflow 0.70 1.00 1.50 Total 2.80 3.99 6.01 Post-Development 2 yr lOyr 100 yr Basin I (north) Inflow 1.28 1.81 2.73 Basin 2 (south) Inflow 0.53 0.72 1.13 Total 1.81 2.53 3.86 With Detention Pond Post-Development 2 yr 10 yr 100 yr Basin I -north 0.38 1.29 2.70 Basin 2-south 0.03 0.06 0.13 Total 0.41 1.35 2.83 SUMMARY OF STORAGE REQUIREMENT (c.f.J Basin 1 Storage Req'd 933 1,252 1,365 • Basin 1 Storage Provided 1,375 1,375 1,375 Basin 2 Storage Req'd 512 724 1,093 Basin 2 Storage Provided 1,272 1,272 1,272 • 4/23/2010 Flow length: rch,::~nt•A in elevation: Slope, percentage Time of Concentration and lntensityCalculation Carlsbad-Camino Vida Roble Carlsbad-Camino Vida Roble Kingdom Hall Basin 2 (southern lot) ''F I 3 di 2 Post Flow Line 4" 305.51 feet 7.13 feet 2.33% Lat: 33.138667 N Per page 3-14 of San Diego County Hydrology Manual, June 2003 Lon: 117.34825W "The Rational Method procedure included in the original Hydrology Manual (1971) and Design and Procedure Manual (1968) included a 10 minute value to be added to the initial time of concentration developed through the Kirpich Formula (Eq. 3-4, below) for a natural lwl>t ...... h .. rt. That procedure is superceded by the procedure (below] to use Table 3-2 (excerpted below) ... to determine Ti for the appropriate flow length of the initial subarea ... lf the total length of the initial subarea is greater than the maximum length allowable based on 3-2, add the travel time based on the Kirpich Formula for the remaining length of the initial subarea." Table 3-2 For "Neighborhood Commercial" (N.Com) Maximum Overland Flow Length (LM)= Initial time of concentration, T1 Basin I Total length 3.93 minutes 305.51 feet -75.00 feet 230.51 feet of Concentration (Kirpich) Formula (from San Diego County Hydrology Manual, June 2003, figure 3-4, p. 75) equation 3-4: Tc= ((11.9L 3)/L1E)o.3s5 where: Tc= Time of concentration in hours L= Watercourse Distance in miles ~E= Change in elevation along ing length of initial subarea (from above) (result divided by 5280) L= L3= (11.9*L3)= (Change in elevation) flE= (11.9*L 3)/t\E= (result)0"385= (result x 60) Added Travel Time, Tc= Initial Time of Concentration T (above)= Total Time of Concentration= 230.51 feet 0.0437 miles 8.32085E-05 0.000990 5.38 feet 0.000184061 0.036476 hours 2.19 minutes 3.93 minutes 6.12 minutes Time of Concentration & Intensity Worksheet Pre and Post FL4 Cam Vida Roble 12_08 effective slope line in feet 1 4/23/2010 Time of Concentration and lntensityCalculation Carlsbad-Camino Vida Roble (from Figure 3-1 San Diego County Hydrology Manual, p.61) precipitation table for 6 hour storms and 24 hour storms for 2,5, 10,25,50, and 100 year intervals lsopluvial Rainfall maps (S.D. County Hydrology Manual pp 201-212) (rainfall depth from table below/duration) ARJ• Duration Years 6 hr.• 24 hr.• 2 1.313 1.982 10 1.828 3.163 100 2.757 4.938 Source: San Diego County Manual June 2003 201-212 2. Adjust the 6 hour precipitation (above) to conform to a 45 -65% of 24 hour range. 3 I = 7.44 P6 D-o.S4s where: I = Intensity in inches per hour P6 = 6 hour (adjusted) precipitation D= duration of concentration from 2 year Ps= 1.313 inches p24= 1.982 inches Adjusted P6= 1.288 inches (time of concentration) tx= 6.12 minutes (from equation 3-4 above) I = 7.44 P 6 o-0.645 = 7.44* (1.288)*(6.12) -o.645 = 7.44* (1.288)*(.310846) = 2.98 inches r hour 10 year Ps= 1.828 inches p24= 3.163 inches Adjusted P6= 1.828 inches (time of concentration) tx= 6.12 minutes (from equation 3-4 above) ' = 7.44 P 6 o-0.645 = 7 .44* (1.828)*(6.12) -o.645 = 7.44* (1.828)*(.310846) =I = 4.23 inches hour Time of Concentration & Intensity Worksheet Pre and Post FL4 Cam Vida Roble 12_08 2 Ps = 66% p24 Ps = 58% p24 • • 4/23/2010 Frequency: Pa= Adjusted P8= (time of concentration) t.= lntens =I Time of Concentration and lntensityCalculation Carlsbad-Camino Vida Roble 100 year 2.757 inches P24= 4.938 inches 2.757 inches 6.12 minutes (from equation 3-4 above) I = 7.44 P 6 o-0.645 = 7 .44* (2. 757)*(6.12) -0.&4S = 7.44* (2.757)*(.310846) = 6.38 inches hour Time of Concentration & Intensity Worksheet Pre and Post FL4 Cam Vida Roble 12_ 08 3 = 56% IDF File Calculations (Rainfall Intensity Values) '] Carlsbad-Camino Vida Roble Kingdom Hall Pre and Post Tc= 6.12 minutes *from "Time of Concentration & Intensity Worksheet Carlsbad Camino Vida Roble Pre and Post Flow Line 4" **proportioned to 10 min (.41416/.45)*(6.12 min value) ***r.rn,nnriinrnAti tO .45/.29 10 minute Value Lat: 33.13867 N Lon: 117.34825W Pre and Post Carlsbad Rainfall (I OF) Intensity Values 12_08 4/23/2010 , Basin 1 Kingdom Hall lot 1 . 988 acres) TC-22 Detention Pond Basin 2 southern residenc« lot) 0.929 acres TC-22 Detention Pond Drainage Diagram for camino Vida Roble Posta Prepared by Michael Hacker, P.E., Printed 4/23/2010 HydroCAD® 9.00 sin 05027 © 2009 HydroCAD Software Solutions LLC Camino Vida Roble Posta Prepared by Michael Hacker, P.E. HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Area C (acres) 0.929 0.31 1.988 0.35 2.917 Area Listing (all nodes) Description (subcatchment-numbers) undeveloped land (2) undeveloped land (1) TOTAL AREA Printed 4/23/201 0 Page2 I Camino Vida Roble Camino Vida Roble Pre and Post 2-Year Duration= 17 min, lnten= 1.82 inlhr Prepared by Michael Hacker, P .E. Printed 4/23/2010 HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Page 3 Time span=0.00-6.00 hrs, dt=0.01 hrs, 601 points x 6 Runoff by Rational method, Rise/Fa11=1.0/1.0 xTc Reach routing by Dyn-Stor-lnd method -Pond routing by Dyn-Stor-lnd method Subcatchment 1: Basin 1-Kingdom Hall lot Runoff Area=86,580 sf 0.00% Impervious Runoff Depth=0.18" Tc=6.3 min C=0.35 Runoff=1.28 cfs 0.030 af Subcatchment 2: Basin 2 (southern Runoff Area=40,476 sf 0.00% Impervious Runoff Depth=0.16" Tc=6.3 min C=0.31 Runoff=0.53 cfs 0.012 af Pond 1 P: TC-22 Detention Pond Peak Elev=302.94' Storage=933 cf Inflow= 1.28 cfs 0.030 af Discarded=0.02 cfs 0.002 af Primary=0.36 cfs 0.028 af Secondary=O.OO cfs 0.000 af Outflow=0.38 cfs 0.030 af Pond 2P: TC-22 Detention Pond Peak Elev=307.03' Storage=512 cf lnflow=0.53 cfs 0.012 af Discarded=0.02 cfs 0.006 af Primary=0.03 cfs 0.002 af Secondary=O.OO cfs 0.000 af Outflow=0.05 cfs 0.008 af Total Runoff Area= 2.917 ac Runoff Volume= 0.042 at Average Runoff Depth= 0.17" 100.00% Pervious= 2.917 ac 0.00% Impervious= 0.000 ac I Camino Vida Roble Camino Vida Roble Pre and Post 2-Year Duration= 17 min, In ten= 1.82 inlhr Prepared by Michael Hacker, P.E. Printed 4/23/2010 HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Paae 4 I Summary for Subcatchment 1: Basin 1-Kingdom Hall lot (1.988 acres) Weight CN per San Diego County Hydrology Manual, June 2003, page 3-6, Table 3-1 for 14.4% Impervious, Soil Type B. (Type B 1 0% lmpervious=0.32 and Type B 20% lmpervious=0.38) Runoff = 1.28 cfs @ 0.11 hrs, Volume= 0.030 af, Depth= 0.18" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs Carhino Vida Roble Pre and Post 2-Year Duration=17 min, lnten=1.82 in/hr Area (sf) C Description ! Tc (min) 6.1 .6.1 0 86,580 0.35 undeveloped land 86,580 Length (feet) 1 00.00% Pervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) Direct Entry, 0 Total, Increased to minimum Tc = 6.3 min Subcatchment 1: Basin 1-Kingdom Hall lot (1.988 acres) Hydrograph 2 3 Time (hours) Camino Vida Roble Pre and Post 2-Vear Duratlon=17 min, lnten:1.82 in/hr Runoff Area:86,580 sf Runoff Volume:0.030 af Runoff Depth:0.18" Tc=6.3min C:0.35 4 5 6 Camino Vida Roble Camino Vida Roble Pre and Post 2-Year Duration= 17 min, lnten= 1.82 inlhr Prepared by Michael Hacker, P .E. Printed 4/23/2010 HvdroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 2: Basin 2 (southern residence lot) 0.929 acres CN per San Diego County Hydrology Manual, June, 2004, page 3-6, Table 3-1 for 8.9% impervious, Soil Type B. (Type B 0% lmpervious=0.25 and Type B 1 0% lmpervious=0.32) Runoff = 0.53 cfs @ 0.11 hrs, Volume= 0.012 at, Depth= 0.16" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs Camino Vida Roble Pre and Post 2-Year Duration=17 min, lnten=1.82 in/hr Area (sf) C Description Tc (min) 6.1 6.1 40,476 0.31 undeveloped land 40,476 1 00.00% Pervious Area 0 Length (feet) Slope Velocity Capacity Description (ftlft) (ftlsec) (cfs) Direct Entry, 0 Total, Increased to minimum Tc = 6.3 min Subcatchment 2: Basin 2 (southern residence lot) 0.929 acres Hydrograph 2 Time (hours) Camino Vida Roble Pre and Post 2-Year Duration=17 min, lnten:1.82 ln/hr Runoff Area=40,476 sf Runoff Volume:0.012 af Runoff Depth:0.16" Tc:6.3min C:0.31 5 6 I Camino Vida Roble Camino Vida Roble Pre and Post 2-Year Duration= 17 min, In ten= 1.82 inlhr Prepared by Michael Hacker, P.E. Printed 4/23/2010 HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Page 6 Summary for Pond 1 P: TC-22 Detention Pond Exfiltration rate based on minimum of range of 1.42 to 5.67 inches per hour for Hydrologic Soil Type B. (From National Engineering Handbook, May 2007, U.S. Department of Agriculture, Natural Resources Conservation Service, Chapter 7 Hydrology, p. 7-2) Inflow Area= Inflow Outflow Discarded = Primary Secondary= 1.988 ac, 1.28 cfs@ 0.38 cfs@ 0.02 cfs@ 0.36 cfs@ 0.00 cfs@ 0.00% Impervious, Inflow Depth = 0.18" for 2-Year event 0.11 hrs, Volume= 0.030 at 0.36 hrs, Volume= 0.030 at, Atten= 70%, Lag= 14.8 min 0.36 hrs, Volume= 0.002 at 0.36 hrs, Volume= 0.028 at 0.00 hrs, Volume= 0.000 at Routing by Dyn-Stor-lnd method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs I 6 Peak Elev= 302.94'@ 0.36 hrs Surf.Area= 724 sf Storage= 933 cf Plug-Flow detention time= 25.4 min calculated for 0.030 at (1 00% of inflow) Center-of-Mass det. time= 25.5 min ( 37.2 -11.7 ) Volume Invert Avaii.Storage Storage Description #1 300.49' 1,375 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sg-ft) lnc.Store (cubic-feet) Cum.Store (cubic-feet) 300.49 301.49 302.49 303.49 Device Routing #1 Secondary #2 Primary #3 Discarded 91 293 595 883 Invert 303.20' 300.49' 300.49' 0 192 444 739 Outlet Devices 0 192 636 1,375 18.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads 3.0" Vert. Orifice/Grate C= 0.600 1.420 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.02 cfs@ 0.36 hrs HW=302.94' (Free Discharge) 't.....3=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.36 cfs@ 0.36 hrs HW=302.94' (Free Discharge) 't.....2=0rifice/Grate (Orifice Controls 0.36 cfs@ 7.34 fps) ~ondary OutFlow Max=O.OO cfs@ 0.00 hrs HW=300.49' (Free Discharge) 1=0rifice/Grate (Controls 0.00 cfs) Camino Vida Roble Camino Vida Roble Pre and Post 2-Year Duration= 17 min, lnten= 1.82 inlhr Prepared by Michael Hacker, P.E. Printed 4/23/2010 HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Paae 7 Pond 1 P: TC-22 Detention Pond Hydrograph 3 Time (hours) Inflow Area:1.988 ac Peak Elev=302.94' Storage=933 cf •Inflow •outflow • Discarded • Primary • Secondary Camino Vida Roble Camino Vida Roble Pre and Post 2-Year Duration= 17 min, In ten= 1.82 inlhr Prepared by Michael Hacker, P.E. Printed 4/23/2010 HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Pace 8 Summary for Pond 2P: TC-22 Detention Pond Inflow Area= 0.929 ac, 0.53 cfs@ 0.05 cfs@ 0.02 cfs@ 0.03 cfs@ 0.00 cfs@ 0.00% Impervious, Inflow Depth= 0.16" for 2-Year event Inflow = Outflow = Discarded = Primary = Secondary= 0.11 hrs, Volume= 0.012 af 0.38 hrs, Volume= 0.008 at, Atten= 91%, Lag= 16.1 min 0.38 hrs, Volume= 0.006 at 0.38 hrs, Volume= 0.002 at 0.00 hrs, Volume= 0.000 at Routing by Dyn-Stor-lnd method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs I 6 Peak Elev= 307.03'@ 0.38 hrs Surf.Area= 599 sf Storage= 512 cf Plug-Flow detention time= 121.7 min calculated for 0.008 af (64% of inflow) Center-of-Mass det. time= 118.9 min ( 130.5-11.7) Volume #1 #2 Invert 305.81' 300.49' Avaii.Storage Storage Description 909 cf 3.00'W x 14.00'L x 3.00'H Prismatoid Z:3.0 363 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,272 cf Total Available Storage Elevation (feet) Surf.Area (sg-ft) lnc.Store (cubic-feet) Cum. Store (cubic-feet) 300.49 301.49 302.49 Device #1 #2 #3 Routing Secondary Primary Discarded 41 153 378 Invert 308.50' 305.81' 300.49' 0 97 266 Outlet Devices 0 97 363 18.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads 1.0" Vert. Orifice/Grate C= 0.600 1.420 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.02 cfs@ 0.38 hrs HW=307.03' (Free Discharge) La:Exfiltration (Exfiltration Controls 0.02 cfs) Primary Outflow Max=0.03 cfs@ 0.38 hrs HW=307.03' (Free Discharge) L2=0rifice/Grate (Orifice Controls 0.03 cfs@ 5.23 fps) Secondary Outflow Max=O.OO cfs@ 0.00 hrs HW=300.49' (Free Discharge) L1:0rifice/Grate (Controls 0.00 cfs) ~.,,,, ,, "· Camino Vida Roble Camino Vida Roble Pre and Post 2-Year Duration= 17 min, lnten= 1.82 inlhr Prepared by Michael Hacker, P .E. Printed 4/23/2010 HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Page 9 Pond 2P: TC-22 Detention Pond Hydrograph 3 Time {hours) Inflow Area:0.929 ac Peak Elev:307 .03' Storage=512 cf •Inflow • Outflow • Discarded • Primary • Secondary Camino Vida Ro61 Camino Vida Roble Pre and Post 10-Year Duration= 17 min, lnten=2.58 inlhr Prepared by Micbiiel Hacker, P.E. Printed 4/23/2010 HvdroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Page 1 0 Time span=0.00-6.00 hrs, dt=0.01 hrs, 601 points x 6 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc Reach routing by Dyn-Stor-lnd method -Pond routing by Dyn-Stor-lnd method Subcatchment 1: Basin 1-Kingdom Hall lot Runoff Area=86,580 sf 0.00% Impervious Runoff Depth=0.26" Tc=6.3 min C=0.35 Runoff=1.81 cfs 0.042 af Subcatchment 2: Basin 2 (southern Runoff Area=40,476 sf 0.00% Impervious Runoff Depth=0.23" Tc=6.3 min C=0.31 Runoff=0.75 cfs 0.018 af Pond 1P: TC-22 Detention Pond Peak Elev=303.35' Storage=1 ,252 cf lnflow=1.81 cfs 0.042 af Discarded=0.03 cfs 0.002 af Primary=0.39 cfs 0.035 af Secondary=0.88 cfs 0.006 af Outflow=1.29 cfs 0.042 af Pond 2P: TC-22 Detention Pond Peak Elev=307.75' Storage=724 cf lnflow=0.75 cfs 0.018 ~,.~ Discarded=0.02 cfs 0.007 af Primary=0.04 cfs 0.005 af Secondary=O.OO cfs 0.000 af Outflow=0.06 cfs 0.012 af Total Runoff Area = 2.917 ac Runoff Volume= 0.060 af Average Runoff Depth = 0.25" 100.00% Pervious= 2.917 ac 0.00% Impervious= 0.000 ac Camino Vida Robl Camino Vida Roble Pre and Post 10-Year Duration=17 min, lnten=2.58 inlhr Prepared by Michael Hacker, P.E. Printed 4/23/2010 HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 1: Basin 1-Kingdom Hall lot (1.988 acres) Weight CN per San Diego County Hydrology Manual, June 2003, page 3-6, Table 3-1 for 14.4% Impervious, Soil Type B. (Type B 1 0% lmpervious=0.32 and Type B 20% lmpervious=0.38) Runoff 1.81 cfs @ 0.11 hrs, Volume= 0.042 af, Depth= 0.26" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs Camino Vida Roble Pre and Post 10-Year Duration=17 min, lnten=2.58 in/hr Area (sf) C Description Tc (min) 6.1 6.1 0 86,580 0.35 undeveloped land 86,580 Length (feet) 1 00.00% Pervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) ( cfs) Direct Entry, 0 Total, Increased to minimum Tc = 6.3 min Subcatchment 1: Basin 1-Kingdom Hall lot (1.988 acres) Hydrograph 2 3 Time (hours) Camino VIda Roble Pre and Post 10-Year Duratlon=17 min, lnten=2.58 ln/hr Runoff Area:86,580 sf Runoff Volume:0.042 af Runoff Depth:0.26" Tc:6.3 min C:0.35 4 5 6 Camino Vida Robl Camino Vida Roble Pre and Post 10-Year Duration= 17 min, lnten=2.58 inlhr Prepared by Michael Hacker, P.E. Printed 4/23/2010 HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 2: Basin 2 (southern residence lot) 0.929 acres CN per San Diego County Hydrology Manual, June, 2004, page 3-6, Table 3-1 for 8.9% impervious, Soil Type B. (Type B 0% lmpervious=0.25 and Type B 1 0% lmpervious=0.32) Runoff 0.75 cfs@ 0.11 hrs, Volume= 0.018 af, Depth= 0.23" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs Camino Vida Roble Pre and Post 10-Year Duration=17 min, lnten=2.58 in/hr Area (sf) C Description Tc (min) 6.1 6.1 40,476 0.31 undeveloped land 40,476 100.00% Pervious Area 0 Length (feet) Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) Direct Entry, 0 Total, Increased to minimum Tc = 6.3 min Subcatchment 2: Basin 2 (southern residence lot) 0.929 acres Hydrograph Time (hours) Camino VIda Roble Pre and Post 10-Year Duratlon=17 min, lnten=2.58 ln/hr Runoff Area:40,476 sf Runoff Volume:0.018 af Runoff Depth=0.23" Tc:6.3 min C:0.31 4 5 6 , Camino Vida Robl Camino Vida Roble Pre and Post 10-Year Duration= 17 min, lnten=2.58 inlhr Prepared by Michael Hacker, P.E. Printed 4/23/2010 HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Page 13 Summary for Pond 1 P: TC-22 Detention Pond Exfiltration rate based on minimum of range of 1.42 to 5.67 inches per hour for Hydrologic Soil Type B. (From National Engineering Handbook, May 2007, U.S. Department of Agriculture, Natural Resources Conservation Service, Chapter 7 Hydrology, p. 7-2) Inflow Area = Inflow = Outflow Discarded = Primary Secondary= 1.988 ac, 1.81 cfs@ 1.29 cfs@ 0.03 cfs@ 0.39 cfs@ 0.88 cfs@ 0.00% Impervious, Inflow Depth= 0.26" for 10-Year event 0.11 hrs, Volume= 0.042 af 0.31 hrs, Volume= 0.042 af, Atten= 29%, Lag= 12.2 min 0.31 hrs, Volume= 0.002 af 0.31 hrs, Volume= 0.035 af 0.31 hrs, Volume= 0.006 af Routing by Dyn-Stor-lnd method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs I 6 Peak Elev= 303.35'@ 0.31 hrs Surf.Area= 842 sf Storage= 1,252 cf Plug-Flow detention time= 26.4 min calculated for 0.042 at (1 00% of inflow) Center-of-Mass det. time= 26.5 min ( 38.2 -11.7 ) Volume Invert Avaii.Storage Storage Description #1 300.49' 1,375 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sg-ft) lnc.Store (cubic-feet) Cum.Store (cubic-feet) 300.49 301.49 302.49 303.49 Device Routing #1 Secondary #2 Primary #3 Discarded 91 293 595 883 Invert 303.20' 300.49' 300.49' 0 192 444 739 Outlet Devices 0 192 636 1,375 18.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads 3.0" Vert. Orifice/Grate C= 0.600 1.420 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.03 cfs@ 0.31 hrs HW=303.35' (Free Discharge) La:Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.39 cfs@ 0.31 hrs HW=303.35' (Free Discharge) t_2=0rifice/Grate (Orifice Controls 0.39 cfs@ 7.96 fps) Secondary OutFlow Max=0.87 cfs @ 0.31 hrs HW=303.35' (Free Discharge) t_1:0rifice/Grate (Weir Controls 0.87 cfs@ 1.25 fps) • Camino Vida Robl Camino Vida Roble Pre and Post 10-Year Duration= 17 min, lnten=2.58 in/hr Prepared by Michael Hacker, P .E. Printed 4/23/2010 HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Page 14 Pond 1 P: TC-22 Detention Pond Hydrograph 3 Time (hours) Inflow Area=1.988 ac Peak Elev:303.35' Storage=1 ,252 cf •Inflow Ill Outflow • Discarded • Primary • Secondary • Camino Vida Robl Camino Vida Roble Pre and Post 10-Year Duration=17 min, lnten=2.58 inlhr Prepared by Michael Hacker, P.E. Printed 4/23/2010 HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Page 15 Summary for Pond 2P: TC-22 Detention Pond Inflow Area= 0.929 ac, 0.75 cfs@ 0.06cfs@ 0.02 cfs@ 0.04 cfs@ 0.00 cfs@ 0.00% Impervious, Inflow Depth= 0.23" for 10-Year event Inflow = Outflow = Discarded = Primary Secondary= 0.11 hrs, Volume= 0.018 af 0.38 hrs, Volume= 0.012 af, Atten= 92%, Lag= 16.2 min 0.38 hrs, Volume= 0.007 af 0.38 hrs, Volume= 0.005 af 0.00 hrs, Volume= 0.000 at Routing by Dyn-Stor-lnd method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs I 6 Peak Elev= 307.75'@ 0.38 hrs Surf.Area= 754 sf Storage= 724 cf Plug-Flow detention time= 109.6 min calculated for 0.012 af (70% of inflow) Center-of-Mass det. time= 1 06.9 min ( 118.6 -11.7 ) Volume #1 #2 Invert 305.81' 300.49' Avaii.Storage Storage Description 909 cf 3.00'W x 14.00'L x 3.00'H Prismatoid Z:3.0 363 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1 ,272 cf Total Available Storage Elevation Surf.Area lnc.Store Cum.Store {feet} (sg-ft} (cubic-feet} (cubic-feet} 300.49 41 0 0 301.49 153 97 97 302.49 378 266 363 Device Routing Invert Outlet Devices #1 Secondary 308.50' 18.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 305.81' 1.0" Vert. Orifice/Grate C= 0.600 #3 Discarded 300.49' 1.420 in/hr Exfiltration over Surface area ~carded OutFlow Max=0.02 cfs@ 0.38 hrs HW=307.75' (Free Discharge) 3=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.04 cfs@ 0.38 hrs HW=307.75' (Free Discharge) 't_2=0rifice/Grate (Orifice Controls 0.04 cfs@ 6.64 fps) ~ondary OutFlow Max=O.OO cfs@ 0.00 hrs HW=300.49' (Free Discharge) 1:0rifice/Grate (Controls 0.00 cfs) • Camino Vida Rob I Camino Vida Roble Pre and Post 10-Year Duration= 17 min, lnten=2.58 inlhr Prepared by Michael Hacker, P.E. Printed 4/23/2010 HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Page 16 2 Pond 2P: TC-22 Detention Pond Hydrograph 3 Time (hours) Inflow Area=0.929 ac Peak Elev:307. 75' Storage= 724 cf •Inflow r.Outflow • Discarded • Primary • Secondary • Camino Vida Robl Camino Vida Roble Pre and Post 100-Year Duration= 17 min, lnten=3.90 inlhr Prepared by Michael Hacker, P .E. Printed 4/23/201 o HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Page 17 Time span=0.00-6.00 hrs, dt=0.01 hrs, 601 points x 6 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc Reach routing by Dyn-Stor-lnd method -Pond routing by Dyn-Stor-lnd method Subcatchment 1: Basin 1-Kingdom Hall lot Runoff Area=86,580 sf 0.00% Impervious Runoff Depth=0.39" Tc=6.3 min C=0.35 Runoff=2.73 cfs 0.064 af Subcatchment 2: Basin 2 (southern Runoff Area=40,476 sf 0.00% Impervious Runoff Depth=0.34" Tc=6.3 min C=0.31 Runoff=1.13 cfs 0.026 af Pond 1P: TC-22 Detention Pond Peak Elev=303.48' Storage=1 ,365 cf lnflow=2.73 cfs 0.064 af Discarded=0.03 cfs 0.002 af Primary=0.40 cfs 0.036 af Secondary=2.27 cfs 0.026 at Outflow=2.70 cfs 0.064 af Pond 2P: TC-22 Detention Pond Peak Elev=308.52' Storage=1 ,093 cf lnflow=1.13 cfs 0.026 af Discarded=0.03 cfs 0.009 af Primary=0.04 cfs 0.010 af Secondary=0.06 cfs 0.000 af Outflow=0.13 cfs 0.020 af Total Runoff Area= 2.917 ac Runoff Volume= 0.090 af Average Runoff Depth= 0.37" 100.00% Pervious= 2.917 ac 0.00% Impervious= 0.000 ac • • Camino Vida Robl Camino Vida Roble Pre and Post 100-Year Duration= 17 min, lnten=3.90 inlhr Prepared by Michael Hacker, P.E. Printed 4/23/2010 HvdroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 1: Basin 1-Kingdom Hall lot (1.988 acres) Weight CN per San Diego County Hydrology Manual, June 2003, page 3-6, Table 3-1 for 14.4% Impervious, Soil Type B. (Type B 1 0% lmpervious=0.32 and Type B 20% lmpervious=0.38) Runoff 2. 73 cfs @ 0.11 hrs, Volume= 0.064 af, Depth= 0.39" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs Camino Vida Roble Pre and Post 100-Year Duration=17 min, lnten=3.90 in/hr Area (sf) C Description Tc (min) 6.1 6.1 0 86,580 0.35 undeveloped land 86,580 Length (feet) 100.00% Pervious Area Slope Velocity Capacity Description (ftlft) (ftlsec) (cfs) Direct Entry, 0 Total, Increased to minimum Tc = 6.3 min Subcatchment 1: Basin 1-Kingdom Hall lot (1.988 acres) Hydrograph 2 3 Time (hours) Camino VIda Roble Pre and Post 1QO-Year Duratlon=17 min, lnten:3.90 ln/hr Runoff Area=86,580 sf Runoff Volume=0.064 af Runoff Depth:0.39" Tc:6.3 min C:0.35 4 6 I• Runoff~ • Camino Vida Robl Camino Vida Roble Pre and Post 100-Year Duration=17 min, lnten=3.90 in/hr Prepared by Michael Hacker, P.E. Printed 4/23/2010 HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment 2: Basin 2 (southern residence lot) 0.929 acres CN per San Diego County Hydrology Manual, June, 2004, page 3-6, Table 3-1 for 8.9% impervious, Soil Type B. (Type B 0% lmpervious=0.25 and Type B 10% lmpervious=0.32) Runoff 1. 13 cfs @ 0.11 hrs, Volume= 0.026 af, Depth== 0.34" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span== 0.00-6.00 hrs, dt= 0.01 hrs Camino Vida Roble Pre and Post 100-Year Duration=17 min, lnten=3.90 in/hr Area (sf) C Description Tc (min) 6.1 6.1 0 40,476 0.31 undeveloped land 40,476 Length (feet) 100.00% Pervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) Direct Entry, 0 Total, Increased to minimum Tc = 6.3 min Subcatchment 2: Basin 2 {southern residence lot) 0.929 acres Hydrograph 2 3 Time (hours) Camino Vida Roble Pre and Post 10o-Year Duratlon=17 min, lnten=3.90 ln/hr Runoff Area=40,476 sf Runoff Volume=0.026 af Runoff Depth=0.34" Tc:6.3 min C=0.31 4 5 6 • • Camino Vida Robl Camino Vida Roble Pre and Post 100-Year Duration= 17 min, lnten=3.90 inlhr Prepared by Michael Hacker, P.E. Printed 4/23/2010 HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Page 20 Summary for Pond 1 P: TC-22 Detention Pond Exfiltration rate based on minimum of range of 1.42 to 5.67 inches per hour for Hydrologic Soil Type B. (From National Engineering Handbook, May 2007, U.S. Department of Agriculture, Natural Resources Conservation Service, Chapter 7 Hydrology, p. 7-2) Inflow Area = Inflow = Outflow Discarded = Primary = Secondary= 1.988 ac, 2.73 cfs@ 2.70 cfs@ 0.03 cfs@ 0.40 cfs@ 2.27 cfs@ 0.00% Impervious, Inflow Depth = 0.39" for 100-Year event 0.11 hrs, Volume= 0.064 at 0.28 hrs, Volume= 0.064 af, Atten= 1%, Lag= 10.2 min 0.28 hrs, Volume= 0.002 af 0.28 hrs, Volume= 0.036 at 0.28 hrs, Volume= 0.026 at Routing by Dyn-Stor-lnd method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs I 6 Peak Elev= 303.48'@ 0.28 hrs Surf.Area= 880 sf Storage= 1,365 cf Plug-Flow detention time= 19.3 min calculated for 0.064 af (1 00% of inflow) Center-of-Mass det. time= 19.4 min ( 31.0-11.7) Volume Invert Avaii.Storage Storage Description #1 300.49' 1,375 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sg-ft) lnc.Store (cubic-feet) Cum.Store (cubic-feet) 300.49 301.49 302.49 303.49 Device Routing #1 Secondary #2 Primary #3 Discarded 91 293 595 883 Invert 303.20' 300.49' 300.49' 0 192 444 739 Outlet Devices 0 192 636 1,375 18.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads 3.0" Vert. Orifice/Grate C= 0.600 1.420 in/hr Exfiltration over Surface area Discarded Outflow Max=0.03 cfs@ 0.28 hrs HW=303.48' (Free Discharge) La:Exfiltration (Exfiltration Controls 0.03 cfs) Primary Outflow Max=0.40 cfs@ 0.28 hrs HW=303.48' (Free Discharge) L2=0rifice/Grate (Orifice Controls 0.40 cfs@ 8.15 fps) Secondary Outflow Max=2.27 cfs@ 0.28 hrs HW=303.48' (Free Discharge) L1 :Orifice/Grate (Weir Controls 2.27 cfs @ 1. 73 fps) • • Camino Vida Robl Camino Vida Roble Pre and Post 100-Year Duration=17 min, lnten=3.90 in/hr Prepared by Michael Hacker, P.E. Printed 4/23/2010 HvdroCAD® 9.00 s/n 05027 © 2009 HvdroCAD Software Solutions LLC Page 21 Pond 1 P: TC-22 Detention Pond Hydrograph 3 Time (hours) Inflow Area:1.988 ac Peak Elev:303.48' Storage=1 ,365 cf •Inflow •ouHiow • Discarded • Primary • Secondary • • Camino Vida Robl Camino Vida Roble Pre and Post 100-Year Duration=17 min, lnten=3.90 inlhr Prepared by Michael Hacker, P .E. Printed 4/23/2010 HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Page 22 Inflow Area= Inflow = Outflow = Discarded = Primary = Secondary= Summary for Pond 2P: TC-22 Detention Pond 0.929 ac, 1.13cfs@ 0.13 cfs@ 0.03 cfs@ 0.04 cfs@ 0.06 cfs@ 0.00% Impervious, Inflow Depth= 0.34" for 100-Year event 0.11 hrs, Volume= 0.026 af 0.38 hrs, Volume= 0.020 at, Atten= 88%, Lag= 16.0 min 0.38 hrs, Volume= 0.009 af 0.38 hrs, Volume= 0.01 0 at 0.38 hrs, Volume= 0.000 at Routing by Dyn-Stor-lnd method, Time Span= 0.00-6.00 hrs, dt= 0.01 hrs /6 Peak Elev= 308.52'@ 0.38 hrs Surf.Area= 962 sf Storage= 1,093 cf Plug-Flow detention time= 117.2 min calculated for 0.020 af (75% of inflow) Center-of-Mass det. time= 115.4 min ( 127.0 -11.7 ) Volume #1 #2 Invert 305.81' 300.49' Avaii.Storage Storage Description 909 cf 3.00'W x 14.00'L x 3.00'H Prismatoid Z:3.0 363 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1 ,272 cf Total Available Storage Elevation (feet) Surf.Area (sg-ft) Inc. Store (cubic-feet) Cum.Store (cubic-feet) 300.49 301.49 302.49 Device Routing #1 Secondary #2 Primary #3 Discarded 41 153 378 0 97 266 Invert Outlet Devices 0 97 363 308.50' 18.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads 305.81' 1.0" Vert. Orifice/Grate C= 0.600 300.49' 1.420 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.03 cfs@ 0.38 hrs HW=308.52' (Free Discharge) 't-3:Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.04 cfs@ 0.38 hrs HW=308.52' (Free Discharge) 't-2:0rifice/Grate (Orifice Controls 0.04 cfs@ 7.87 fps) Secondary OutFlow Max=0.06 cfs@ 0.38 hrs HW=308.52' (Free Discharge) L1=0rifice/Grate (Weir Controls 0.06 cfs@ 0.51 fps) • • Camino Vida Robl Camino Vida Roble Pre and Post 100-Year Duration= 17 min, lnten=3.90 inlhr Prepared by Michael Hacker, P.E. Printed 4/23/2010 HydroCAD® 9.00 s/n 05027 © 2009 HydroCAD Software Solutions LLC Page 23 2 Pond 2P: TC-22 Detention Pond Hydrograph 3 4 Time (hours) Inflow Area=0.929 ac Peak Elev=308.52' Storage=1 ,093 cf 5 6 •Inflow 1!1 Outflow • Discarded • Primary • Secondary • Carlsbad Kingdom Hall and Residence Project, Camino Vida Roble, April, 20 I 0 ATTACHMENT F OPERATION AND MAINTENANCE All maintenance and upkeep of the site, building, landscaped areas and stormwater provisions, etc. will be the responsibility of the owner of the Kingdom Hall property. The vegetated areas will be checked regularly by the owner for signs of erosion, vegetation loss, and channelization of the flow. The grass will be mowed when it's height reaches 6 inches, and the clippings removed. (Allowing the grass to grow taller may cause it to grow thin and become less effective.) The area around each outlet will be inspected on a regular basis and any debris, garbage, etc. removed. The Extended Detention Basins will be checked regularly for flow, and will be cleaned and maintained on a regular basis to encourage maximum retention and viability. The paved areas will be swept frequently to remove any contaminants before they can be carried into the storm drain system during rain. The downspout drywells will be checked regularly for flow, and will be cleaned on a regular basis to encourage maximum retention and viability. • • • ' Carlsbad Kingdom !lull and Residence Project, Camino Vida Roble. April, 2010 ATTACHMENT G FISCAL RESOURCES The project owner is to accept financial responsibility for the installation and construction of Post-Construction BMPs. No funding is required from the City of Carlsbad because the Extended Detention Basins are a First Category structural maintenance BMP. The project BMPs will be maintained as an incident of taking care of the property. Maintenance costs associated with the BMPs will be at the project owner's expense . • Carlsbad Kingdom Hall and Residence Project Camino Vida Roble. ApriL 2010 ATTACHMENT H CERTIFICATION SHEET This Stormwater Management Plan has been prepared under the direction of the following Registered Professional Engineer. The Registered Professional Engineer attests to the technical information contained herein and the engineering data upon which the recommendations, conclusions, and decisions are based. c--------: ' L MICHAEL HACKER, REGISTERED PROFESSIONAL ENGINEER DATE • Carlsbad Kingdom II<JII and Residence Project, Camino Vida Roble, Apri I, 20 I 0 ATTACHMENT I SOILS REPORT AND PRECIPITATION INFORMATION Please see the Soils Report information in the next four pages and the lsopluvial Precipitation Map on the following two pages, .33"7'16" 33" 7' 6" .. Depth to Water Table-San Diego County Area, California Carlsbad Kingdom II all and Rcsidt:ncc ProJect, Camino Vida Roble. April, 20 I 0 Map Scale: 1 :1 ,580 W printed on A size (8.5" x 11 ") sheet N A ~--===~----~=====:~Meters 0 15 30 60 90 ~--~==~~------~======~F~t 0 50 100 200 300 USDA Natural Resources lliiiii Conservation Service Web Soil Survey National Cooperative Soil Survey 4/23/2010 Page 1 of 3 33" 7' 16" 33" 7' 6" • Carlsbad Kingdom Hall and Residence Project. Camino Vida Roble. April, 20 I 0 Hydrologic Soil Group-San Diego County Area, California Hydrologic Soil Group ;''·{lfyd~oglc: Soli Groupo;.. Summary by Map Unit-San Diego C~unty Area,'Callfoml~ · .·._,· · · · ··· ' ! Huerhuero loam, 2 to 9 percent ' slopes LvF3 Loamy alluvialland-Huerhuero complex, 9 to 50 percent slopes, severely eroded !o I I I :s 0.7: I 3.0 I Totals for Area of Interest 3.8 I Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (AID, 8/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (AID, 8/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 19.7% 80.3% I I 100.0%; 412312010 Page 3 of4 Carlsbad 1\.ingdom I lull and Rcs idem:c Proj ect, Camino Vida Roble. April, 20 I 0 K Factor, Rock Free-San Diego County Area, California K Factor, Rock Free K Factor, Rock F,.._ Summary by Map Unit-San Diego County Area, C.llfomla Map unit •ymbol I Map unit name I Rating I Acre• In AOI I , Percent of AOI HrC I Huerhuero loam, 2 to 9 percent ,.37 0.7 1 I slopes j I LvF3 Loamy alluvialland-Huerhuero I 3.0 I 1 complex, 9 to 50 percent slopes, 1 1 severely eroded 1 I Totals for Area of Interest 3.8 Description Erosion factor K indicates the susceptibility of a soil to sheet and rill erosion by water. Factor K is one of six factors used in the Universal Soil Loss Equation (USLE) and the Revised Universal Soil Loss Equation (RUSLE) to predict the average annual rate of soil loss by sheet and rill erosion in tons per acre per year. The estimates are based primarily on percentage of silt, sand, and organic matter and on soil structure and saturated hydraulic conductivity (Ksat). Values of K range from 0.02 to 0.69. Other factors being equal, the higher the value, the more susceptible the soil is to sheet and rill erosion by water. "Erosion factor Kf (rock free)" indicates the erodibility of the fine-earth fraction, or the material less than 2 millimeters in size. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Layer Options: Surface Layer Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 19.7% I I I 80.3% I ! i 100.0% 4/23/2010 Page 3 of 3 Carlsbad Kingdom llall and Rcside11ce Project. Camino Vida Roble. 1\pril. 20 I 0 Depth to Water Table-San Diego County Area, California Depth to Water Table Depth to Water Table-Summary by Map Unit-San Diego County Area, California Map unit aymboll Map unit name I Rating (centimeters) I Acres In AOI I Percent of AOI HrC i Huerhuero loam, 2 to 9 1>200 0.7 I LvF3 I percent slopes Loamy alluvial land- Huerhuero complex, 9 to 50 percent slopes, I 1>200 3.0 I I severely eroded I Totals for Area of Interest 3.8 I Description "Water table" refers to a saturated zone in the soil. It occurs during specified months. Estimates of the upper limit are based mainly on observations of the water table at selected sites and on evidence of a saturated zone, namely grayish colors (redoximorphic features) in the soil. A saturated zone that lasts for less than a month is not considered a water table. This attribute is actually recorded as three separate values in the database. A low value and a high value indicate the range of this attribute for the soil component. A "representative" value indicates the expected value of this attribute for the component. For this soil property, only the representative value is used. Rating Options Units of Measure: centimeters Aggregation Method: Dominant Component Component Percent Cutoff: None Specified Tie-break Rule: Lower Interpret Nulls as Zero: No Beginning Month: January Ending Month: December Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 19.7% 80.3% 100.0% I 4/23/2010 Page 3 of 3 • Carts bad K' gc r rr.m. 11 fa =2 r ct; 0 0 / ... ,.,.!! ~ ~ :: ~ • M ~ • County of San Diego Hydrology Manual Rainfall Isopluvia/s 100 Year Rahd'aD. Event-6 Boura laopluvfal (lnchee) ,_~ S~GIS \: H ''r { r .·' • • • ~ lh ~ ; ; ~ CD County of San Diego ~ ~ -p 33 ~ .... •<. "I ., Hydrology Manual 33'30' ·. ( ~·/'.-\ ·--. ...... ~/f .. · Riv ··, ~ . f :: I •J u '·<~--.-:.-::·/ :~ ..... ••• .. .••.• -:;,y l 0.. , ............ ~-:. ;,• "t:tr } ........ ~ ...... ;•· . ·: ... e~·-.... l· ( ·-~~ i Rainfall lsopluvia/s 33'1 100 Year RalafaR Event-24 Hours leopluvtel (lnehM) X ~ 0 _, . ... 33'0(1, .... (l 33"09' 0 3 a j (0 ..... 0} §: -:;) 0 0 s:: ::::1 ~ 32'46' DPW S-:fiGIS ~GIS ~Ill'~ .. ,~ H •• ~ -~\-" • : •. r -~ ~-...... ,~ +=-==--OFimiCIWRMUTMrD,.._I"CCIIA~~ _..... ...... ,.._. ........... ==-..:===-··=-=:=.:-----::=-.:.-:--...:=::..~--........... ~ lb 8 ~ t 32"30' ~ "' 3 0 3NIIIes !:: ~ ~ ,.....__ p