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EA 13-02; 6608 NW Quadrant Storm Drain Program; Administrative Permits (ADMIN)
.df~.A_ C I T Y 0 F VcARLSBAD FILE COPY Memorandum June 7, 2013 To: Sherri Howard, Associate Engineer From: ? D. Pam Drew, Associate Planner Via ~Dave De Cordova, Principal Planner Re: EA 13-02-NORTHWEST QUADRANT STORM DRAIN PROGRAM, VALLEY STREET, HIGHLAND DRIVE AND LINDA LANE Thank you for submitting an Early Assessment to install and repair/replace the following storm drain pipe and appurtenances at the following locations: 1) Valley Street between Buena Vista Way and McCauley Lane: • Install one (1) catch basin • Install one (1) curb inlet • Install one (1) storm drain cleanout • Install 33 lineal feet of 24-inch reinforced concrete pipeline (RCP) • Repair a section of 27-inch RCP • Remove and replace a section of existing asphaltic cement pavement • Install curb, gutter and sidewalk at the curb return 2) Highland Drive between Magnolia Avenue and 3825 Highland Drive: • Install two (2) 24-inch by 24-inch grated inlets • Install four (4) storm drain cleanouts • Install one (1) curb outlet • Install approximately 15 lineal feet of 8-inch RCP • Install approximately 260 lineal feet of 12-inch RCP • Install approximately 385 lineal feet of 18-inch RCP • Resurface trench area 3) Linda Lane: • Install 30 lineal feet of 6-inch perforated pipe sub-drain • lnstall150 lineal feet of 10-inch polyvinyl chloride pipe (PVC) • Install 215 lineal feet of 12-inch PVC • Install 490 lineal feet of 18-inch RCP • Install four (4) 24-inch by 24-inch grated inlets • Install six (6) brooks box storm drain cleanouts • Resurface trench area In response to your application, the Planning Division has prepared this comment letter. Please note that the purpose of an Early Assessment is to provide you with direction and comments on the overall concept of your project. This Early Assessment does not represent an in-depth analysis of your project. It is intended to give you feedback on critical issues based upon the information provided in ~ Community & Economic Development ~ 1635 Faraday Ave. I Carlsbad, CA 92008 I 760-602-2710 I 760-602-8560 fax EA 13-02-NORTHWEST QUADRANT STORM DRAIN PROGRAM, VALLEY STREET, HIGHLAND DRIVE AND LINDA LANE June 7, 2013 Pa e 2 your submittal. This review is based upon the plans. policies. and standards in effect as of the date of this review. Please be aware that at the time of a formal application submittal, new plans, policies, and standards may be in effect and additional issues of concern may be raised through a more specific and detailed review. Planning: General 1. The project will not need any permits from Planning; however, the project must comply with C.M.C. Chapter 8.48-Noise, which regulates permitted hours for construction. 2. The project is exempt from environmental review per CEQA Guidelines Section 15302(c), concerning replacement or reconstruction of existing facilities involving negligible or no expansion of capacity. Land Development Engineering: 3. Separate comments were previously submitted to you on the 70% plans. If you would like to schedule a meeting to discuss this letter with your staff planner, please contact Pam Drew, Associate Planner at ext. 4644, or your staff engineer, Glen Van Peski, Engineering Manager at ext. 2783. DD:PD:bd attachments c: Don Neu, City Planner Bill Plummer, Engineering Manager Scott Donnell, Senior Planner File Copy Data Entry PLANNING DEPARTMENT APPLICATION FORM FOR EARLY ASSESSMENT BY THE SPECIAL PROJECTS TEAM PROJECT PROPONENT/DEPT CONTACT SIGNATURE: Please type your responses in the boxes provided below. The form may be expanded to accommodate as much information as you choose to provide. PROJECT NAME/TITLE: NORTHWEST QUADRANT STORM DRAIN PROGRAM, VALLEY STREET -EAST SIDE, HIGHLAND DRIVE AND LINDA LANE Have you submitted any previous early assessment applications for this project with Planning staff? If so, please attach a copy of the original request and the Planning Department's response. No Is the project part of an approved CIP budget or a future CIP budget? If so, please provide the CIP Project#. Project No. 6608 List any previous and/or anticipated future Planning Commission or City Council actions (e.g., permit approvals, activity authorizations, etc.) related to this project. None List any previously certified environmental documents (e.g., EIRs, Negative Declarations). None List any technical studies that have been prepared or that you anticipate wiii be prepared (e.g., biology, archeology, traffic, noise, etc.). Hydrology and Hydraulics Report Is the project on City property? If not, has property owner authorization or an easement been secured? All locations are within the City right of way. Early Assessment For City Projects-Revised 1/3111 RECEIVED UAV 1 I& 2013 ClTY OF CARLSBAD PLANNING DIVISION Page 2 of3 Identify the project location. Include ·=· parcel numbers if possible. Within Valley Street between Buena Vista Way and McCauley Lane Within Highland Drive between Magnolia and 3825 Highland Drive Within Linda Lane and the intersection of Linda Lane and Monroe Street Identify the project schedule. List critical and desired milestones including -dates in the development review and construction process (e.g., public hearing dates, grant application submittal deadlines, public workshops, construction phasing, etc.). August 2013 -Final Plans September 2013-Authorization to Bid October 2013-December 2013-Bid January 2014-Award March 2014 -Construction DESCRIPTION OF PROPOSAL -Describe the project in as much detail as possible. Use as much space as needed. Attach additional sheets (drawings, etc.) if necessary. Be sure to identify, if applicable, estimated quantities of grading (including import/export), construction staging areas on and offsite, areas of sensitive vegetation, unique construction technologies, proposed facility technologies and byproducts, and any public art component. If preliminary or conceptual plans or exhibits are available, please include two sets with this transmittal. Valley Street between Buena Vista Way and McCauley Lane: Installation of a Type F catch basin, type B-1 curb inlet, a storm drain clean out, 25 feet of 24-inch reinforced concrete pipeline, a trenchless point repair to the existing 27-inch reinforced concrete pipeline, removal and replacement of existing asphaltic cement pavement and installation of curb, gutter and sidewalk at the curb return. Highland Drive between Magnolia and 3825 Highland Drive: Installation of 2-24"X24" grated inlets, four storm drain cleanouts, a sidewalk under drain, approximately 660 lineal feet of 18-inch reinforced concrete pipeline and trench resurfacing. Z.&, o Lv\ecl ~ o J) I 2-11\ c.~ 12-<-f Linda Lne: 30 feet of 6" perforated pipe subdrain, 150 linear feet of 10-inch Polyvinyl chloride pipeline, 218 linear feet of 12-inch polyvinyl pipeline, 490 lineal feet of 18-inch reinforced concrete pipeline, 6 storm drain cleanouts, 4 brooks box storm drain inlets and trench resurfacing. Early Assessment For City Projects-Revised 113/11 Page 3 of3 «~~ ~ CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov To address post-development pollutants that may be generated from development projects, the City requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMP's) into the project design per the City's Standard Urban Stormwater Management Plan (SUSMP). To view the SUSMP, refer to the Engineering Standards (Volume 4, Chapter 2) at www.carlsbadca.gov/standards. Initially this questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'Standard Stormwater Requirements' or be subject to additional criteria called 'Priority Development Project Requirements'. Many aspects of project site design are dependent upon the storm water standards applied to a project. Your 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. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the City. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A separate completed and signed questionnaire must be submitted for each new development application 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, you must also complete, sign and submit a Project Threat Assessment Form with construction permits for the project. Please start by completing Section 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. 1 <~_/-7 u ~Nl-f Y S':: .20-( ttf- ' Examples: single family homes, multi-family homes, Heavy Industrial I lndustrv-greater than 1 acre. Examples: manufacturing plants, food processing plants, metal working facilities, printing plants, and fleet storage areas (bus, truck, etc.). Automotive repair shop. A facility categorized in any one of Standard Industrial Classification (SIC) codes 5013, 5014, 5541, 7532-7534, and 7536-7539 Restaurants. Any facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (SIC code 5812), where the land area for development is greater than 5,000 square feet. Restaurants where land development is less than 5,000 square feet shall meet all SUSMP requirements except for structural treatment BMP and numeric sizing criteria rements and ification E-34 Page 1 of 3 REV 1/14/11 6. 7. 8. 9. «~~ ~ CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov Hillside development. Any development that creates more than 5,000 square feet of impervious surface and is located in an area with known erosive soil conditions, where the development will grade on any natural slope that is f:Y' twenty-five percent (25%) or greater. Environmentally Sensitive Area fESAf. All development located within or directly adjacent2 to or discharging directly3 to an ESA (where discharges from the development or redevelopment will enter receiving waters within the v ESA), which either creates 2,500 square feet or more of impervious surface on a proposed project site or increases the area of imperviousness of a proposed project site 1 0% or more of its naturally occurring condition. Parking lot. Area of 5,000 square feet or more, or with 15 or more parking spaces, and potentially exposed to urban tl runoff Streets. roads. highways. and freeways. Any paved surface that is 5,000 square feet or greater used for the t/ transportation of automobiles, trucks, motorcycles, and other vehicles 10. Retail Gasoline Outlets. Serving more than 100 vehicles per day and greater than 5,000 square feet ,r/ 11. Coastal Development Zone. Any project located within 200 feet of the Pacific Ocean and (1) creates more than v? 2500 square feet of impervious surface or (2) increases impervious surface on property by more than 10%. 12. More than 1-acre of disturbance. Project results in the disturbance of 1-acre or more of land and is considered a vi Pollutant-generating Development Project4. I .. . . 1 EnVIronmentally Sensitive Areas Include but are not hm1ted to all Clean Water Act Sect1on 303(d) 1mpa1red water bod1es, areas deSignated as Areas of SpeCial Biological Significance by the State Water Resources Control Board (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 preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; and any other equivalent environmentally sensitive areas which have been identified by the CopermiHees. 2 "Directly adjacent• means situated within 200 feet of the Environmentally Sensitive Area. 3 "Discharging directly to• means outflow from a drainage conveyance system that is composed entirely of flows from the subject development or redevelopment site, and not commingled with flow from adjacent lands. 4 Pollutant-generating Development Projects are those projects that generate pollutants at levels greater than background levels. In general, these include all projects that contribute to an exceedance to an impaired water body or which create new impervious surfaces greater than 5000 square feet and/or introduce new landscaping areas that require routine use of fertilizers and pesticides. In most cases linear pathway projects that are for infrequent vehicle use, such as emergency or maintenance access, or for pedestrian or bicycle use, are not considered Pollutant-generating Development Projects if they are built with pervious surfaces or if they sheet flow to surrounding pervious surfaces. INSTRUCTIONS: Section 1 Results: If you answered YES to ANY of the questions above, your project is subject to Priority Development Project requirements. Skip Section 2 and please proceed to Section 3. Check the ·meets PRIORITY DEVELOPMENT PROJECT requirements• box in Section 3. Additional storm water requirements will apply per the SUSMP. If you answered NO to ALL of the questions above, then please proceed to Section 2 and follow the instructions. E-34 Page 2 of3 REV 1/14/11 ~ « ..... ~> ~ CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov Is limited to trenching and resurfacing associated with work; reconfig parking lots and existing roadways; new sidewalk; bike lane on existing road and/or routine maintenance of damaged pavement such as pothole repair? Resurfacing/reconfiguring parking lots is where the work does not expose underlying soil during construction. INSTRUCT! : If you proceed to question 4. If you answered YES, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORMWATER Please check the "does not meet PDP " box in Section 3 below. If you answered you ARE a significant redevelopment, and you PROJECT requirements. Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3 below. Review SUSMP to find out if SUSMP requirements apply to your project envelope or the entire project site. If you answered NO, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORMWATER REQUIREMENTS. Please check the "does not meet PDP requirements" box in Section 3 below. *for D My project meets PRIORITY DEVELOPMENT PROJECT {PDP) requirements and must comply with additional stormwater criteria per the SUSMP and I understand I must prepare a Storm Water Management Plan for submittal at time of application. I understand flow control (hydromodification) requirements may apply to my project. Refer to SUSMP for details. My project does not meet PDP requirements and must only comply with STANDARD STORMWATER REQUIREMENTS per the SUSMP. As ofthese I will low Applicant Information and Signature Box This Box for City Use Only City Concurrence: I YES I NO I I Address: Assessor's Parcel Number(s): V pqz.t·ws r0~ Applicant Name: Applicant Title: By: CA1YOf~ Date: Project ID: Applicant Signature: ~C.OlulcO E-34 Page 3 of3 REV 1/14/11 CITY OF CARLSBAD REVIEW AND COMMENT MEMO DATE: MAY 14, 2013 PROJECT NO(S): EA 13-02 REVIEW NO: -=~~~--------------------------------1 PROJECT TITLE: VALLEY STREET STORM DRAIN APPLICANT: CITY OF CARLSBAD/SHERR! HOWARD TO: [8] Land Development Engineering D Police Department-J. Sa sway D Fire Department-Greg Ryan D Building Division-Will Foss D Parks & Recreation (Parks/Trails)-Liz Ketabian D Parks & Recreation (Trees & Medians)-Mike Bliss D Public Works Department (Streets)-Nick Roque D Public Works Department (Traffic)-John Kim D Public Works Department (Design)-Bill Plummer *ALWAYS SEND EXHIBITS FROM: PLANNING DIVISION D Public Works (Storm Drain)-Clayton Dobbs D Public Works (Wastewater) -Don Wasko D Public Works (Water)-Jase Warner D Water/Sewer District D Landscape Plancheck Consultant-PELA D School District D North County Transit District-Planning Dept. D Sempra Energy-Land Management D Caltrans (Send anything adjacent to 1-5) Please review and submit written comments and/or conditions to the PLANNING TRACKING DESK in the Planning Division at 1635 Faraday Avenue, by 6/4/13. If you have "No Comments," please so state. If you determine that there are items that need to be submitted to deem the application "complete" for processing, please immediately contact the applicant and/or their representatives (via phone or e-mail) to let them know. Thank you CO;tENTS: mlllld PLANS ATIACHED Review & Comment tl(J Signature 03/13 PO Prepared for: City of Carlsbad 1635 Faraday Ave. Carlsbad, CA 92008 Hydrology and Hydraulics Report 0 NORTHWEST QUADRANT DRAINAGE IMPROVEMENTS VALLEY STREET, OCEAN STREET, HIGHLAND DRIVE, AND LINDA LANE CONSULTING A-COmpany 0 70o/o SUBMITTAL-MAY 6, 2013 Prrpared by: RBF Consulting, a company of Michael Baker Corporation Richard Lucera, PE, CFM, CPESC-RCE 58089 Scott Cartwright, PE 9755 Clairemom Mesa Blvd., San Diego, CA 92124 858.614.5000 Tdephone I 858.614.5001 Fax • 0~ 0 . 0 0 Table of Contents 1. Project Description .................................................................................................... 1 1.1 Project Background ............................................................................................ 1 1.2 Project Location .................................................................................................. 1 1.3 Existing Conditions ............................................................................................. 3 2. Study Objectives ....................................................................................................... 4 3. Methodology .............................................................................................................. 4 3.1 Hydrology ............................................................................................................ 4 3.2 Hydraulics ........................................................................................................... 5 3.2.1 Street Capacity ............................................................................................ 5 3.2.2 Storm Drain Sizing ....................................................................................... 5 3.2.3 Inlet Sizing ................................................................................................... 5 4. Results ...................................................................................................................... 6 4.1 Hydrology ............................................................................................................ 6 4.2 Hydraulics ........................................................................................................... 7 5. Conclusions and Recommendations ......................................................................... 7 6. References .............................................................................................................. 1 0 List of Tables Table 4-1 Hydrology Summary ......................................................................................... 6 Table 4-2 Street Capacity Summary ................................................................................. 7 List of Figures Figure 1-1 Vicinity Map ..................................................................................................... 2 Appendix APPENDIX A-NRCS Soils Information and FEMA Maps APPENDIX B-Existing Condition Hydrology Maps APPENDIX C-Existing Condition Street Capacity Calculations APPENDIX D-Proposed Condition Pipe and Inlet Calculations 1. Project Description 1 .1 Project Background Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Valley Street, Ocean Street, Highland Drive, and Linda Lane This project represents a portion of the overall plan for drainage improvements in Carlsbad's Northwest Quadrant. Each site has experienced historically observed flooding conditions. Local residents have, in some instances, expressed concern regarding the extent and nature of drainage issues. The project's overall goal is to alleviate, to the greatest extent practical, current deficiencies in drainage and resulting inundation. RBF has been hired by the City to identify the source of these deficiencies and work with staff to develop and implement design solutions. 1.2 Project Location The specific locations that are being addressed in this phase of work can be seen on the Vicinity Map (Figure 1-1): • 3065 Ocean Street (Site 6) Ponding and inadequate drainage has been observed in front of the residence at 3065 Ocean Street. This residence is approximately 300' south of the intersection with Carlsbad Village Drive. • Valley Street and Buena Vista Way (Site 7) Ponding and inadequate drainage have been observed on the east side of Valley Street approximately 50' south of the intersection with Buena Vista Way. Sheet flow has also been observed crossing Buena Vista Way approximately 1 00' east of the Valley Street intersection. This portion of Valley Street is considered an "Alternative Design", based upon "the City of Carlsbad Street and Sidewalk Policy Committee (February 2003)". As such, Valley Street is intended to retain its current "design in lieu of' categorization, with improvements only being initiated based upon certain prescribed triggers. One of these "triggers" is drainage problems. • Valley Street and McCauley Lane (Site 8) Ponding and inadequate drainage has been observed at two locations near the intersection of Valley Street and McCauley Lane. The first is the low point in the curb return at the north end of the cross gutter. The second is the low point in the berm on the west side of Valley Street approximately 75' north of the intersection with McCauley Lane. This portion of Valley Street is also considered an "Alternative Design", based upon "the City of Carlsbad Street and Sidewalk Policy Committee (February 2003)". As such, Valley Street is intended to retain its current "design in lieu of' categorization, with improvements only being initiated based upon certain prescribed triggers. One of these "triggers" is drainage problems. • Highland Drive (Site 9) There is an existing inlet approximately half way between Magnolia Avenue and Tamarack Avenue on Highland Drive. The inlet currently discharges to the adjacent property to the west. The intent is to capture the runoff at that same location, but instead of discharging on the property to the west, pipe the runoff along Highland Drive toward Magnolia Avenue. The system will discharge through the curb on Magnolia Avenue. 1 • Linda Lane (Site 10) Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Valley Street, Ocean Street, Highland Drive, and Linda Lane During wet weather conditions, pending has been observed within the northwest and southeast cul-de-sac ends of Linda Lane. This is created by extensive sections of excessively flat gradient within the gutter. Additionally, groundwater has been observed seeping up through the pavement near an existing AT&T utility trench that traverses the northwest cul-de-sac. It is speculated that the recent installation of the AT&T trench has provided a hydraulic connection to an older sub-drain system that was installed previously within Linda Lane. The influx of groundwater within the cul- de-sac area, along with wet weather conditions creates an almost constant occurrence of standing water within the gutter. When pending groundwater reaches the relatively steeper eastern leg of Linda Lane, it has been observed to flow at a rate producing a "gutter full" condition. Figure 1-1 Vicinity Map 2 1.3 Existing Conditions Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Valley Street, Ocean Street, Highland Drive, and Linda Lane The existing drainage areas are described as follows and can be seen on the map included in APPENDIX B: • 3065 Ocean Street (Site 6) This area consists of single family homes along the west side of Ocean Street. Runoff currently flows along the fronts of the residences in either a ribbon gutter or along the edge of pavement. Runoff is conveyed to the south and is eventually collected in an existing storm drain system that discharges to the beach. • Valley Street and Buena Vista Way (Site 7) This area consists of both single family residential and agricultural development. Runoff in Buena Vista Way generally flows east to west and runoff in Valley Street generally flows southeast to northwest. The flow is collected in an existing storm drain system located in Buena Vista Way that conveys flow back down Valley Street toward Carlsbad Village Drive (bucking grade). • · Valley Street and McCauley Lane (Site 8) · This area consists of both single family homes and a church. Runoff in McCauley Lane generally flows east to west and runoff in Valley Street generally flows southeast to northwest. Runoff from Site 8 is conveyed to the same storm drain system as Site 7. • Highland Drive (Site 9) This area consists of single family homes. Runoff currently flows toward an existing inlet on Highland Drive located approximately half way between Magnolia Avenue and Tamarack Avenue. The existing inlet currently discharges to an adjacent lot (APN 205-280-32). • Linda Lane (Site 10) This area consists of single family homes. Runoff on Linda Lane currently flows southwest towards Monroe Street in existing gutters. Runoff is eventually collected in an existing storm drain system on Monroe Street. As mentioned above, groundwater intrusion and standing water have historically been a concern at this location. FEMA has mapped the project sites and surrounding areas as Unshaded "Zone X" (i.e. outside the 500 year floodplain). Refer to APPENDIX A 3 2. Study Objectives Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Valley Street, Ocean Street, Highland Drive, and Linda Lane The objectives for this study include the following: • Document the location(s) of run-on, run-off for each site. • Develop hydrologic parameters and calculate 2, 10, and 1 00-year flow rates for existing conditions. • Within the problem areas noted for each site, assess the hydraulic capacity of existing gutters, curb inlets and pipes during the 2, 10, and 1 00-year storms. Determine if any existing facilities warrant replacement or improvement based upon compliance with City standards or other reasonable engineering judgment. • Alternatively, see if drainage problems at any of the sites could be alleviated through curb replacement or other minor surface improvements. • Serve as a technical basis of design for completion of final improvement plans. 3. Methodology 3.1 Hydrology Existing hydrologic parameters have been developed using the Rational Method procedures according to 2003 County of San Diego Hydrology Manual (SDCHM), as adapted within Volume 1, Chapter 5 of the City of Carlsbad Engineering Standards. Calculations have been performed utilizing these parameters within a standard excel spreadsheet. • Soils information to develop loss rates has been taken from the Natural Resource Conservation Service (NRCS) web soil survey. Refer to the soils map and NRCS descriptions in APPENDIX A. • Precipitation values from the 1 00-year 6 hour Rainfall lsopluvial map in Appendix 8 of the SDCHM. • C values were determined from Table 3-1 in the SDHM, in conjunction with impervious area estimates from public domain aerial photographs. A summary of these values can be found within Table 4-1. • For smaller drainage areas, the time of concentration (Tc) has been conservatively assumed to be 5 minutes. For larger drainage areas, the initial time (Ti)was determined based on Table 3-2 in the SDCHM, with additional travel time (Tt) based on a conservative assumption of 5 ft/sec. All calculated values can be found on Table 4-1 Hydrology Summary. • Drainage areas (A) were determined based on available topographic information for each project site. Site inspections were conducted to verify the potential presence of physical drainage features capable of impacting flow paths, but too insignificant to be identified as part of an area-wide aerial topographic survey. Drainage area delineations can be found in APPENDIX B. 4 3.2 Hydraulics 3.2.1 Street Capacity Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Valley Street, Ocean Street, Highland Drive, and Linda Lane The City of Carlsbad Engineering Standards require that an inlet to an underground storm system be provided when enough flow has accumulated within the gutter to cause the depth to approach or exceed the top of curb elevation during the 100 year, 6 hour event. Street capacity was analyzed at various cross sections for the existing conditions at each site using Flowmaster software, which determines flow depth based upon Manning's equation for uniform channel conditions. Street capacity calculations for each site can be found within APPENDIX C and are summarized in Table 4-2. The calculations were performed for the 100 year event, as well as the 10 year and 2 year. In locations where there is no curb, street capacity is determined based on either the existing berm, or in the case of Ocean Street, finished grade in front of the resident's garage. 3.2.2 Storm Drain Sizing The City of Carlsbad Engineering Standards requires that public drainage facilities contain the 1 0 year, 6 hour event "underground". The proposed storm drain pipes have been sized according to this criterion. The results of the calculations can be found in APPENDIX D. 3.2.3 Inlet Sizing The inlet capacity calculations have been performed based on the City of Carlsbad Engineering Standards (Chapter 5, Section 4). The results of the calculations can be found in APPENDIX D. Inlets should also be sized to capture the 10 year, 6 hour event (at a minimum) without bypass, and while maintaining the maximum permissible flow depth. 5 4. Results 4.1 Hydrology Basin ID Area c Ti 6 0.15 0.90 - 7A 1.86 0.85 5 7B 5.08 0.50 5 8 3.17 0.78 5 9A 1.38 0.54 7.9 9B 0.45 0.54 7.9 9C 0.26 0.77 - 10A 1.37 0.77 - 10B 1.50 0.67 - 10C 2.87 0.77 - Ill/here: Area: Tributary drainage area in acres C: Runoff coefficient Ti: Initial time of concentration in minutes Tt - 2 2.9 1.8 0.9 1.5 - - - - Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Valley Street, Ocean Street, Highland Drive, and Linda Lane Table 4-1 Hydrology Summary 2Year Tc Ps I 5 1.2 3.16 7 1.2 2.54 7.9 1.2 2.35 6.8 1.2 2.59 8.8 1.2 2.20 9.4 1.2 2.10 5 1.2 3.16 5 1.2 3.16 5 1.2 3.16 5 1.2 3.16 Tt: Travel time of concentration in minutes Tc: Total time of concentration in minutes P6: 6-hour rainfall depth Q2 0.4 4.0 6.0 6.4 1.6 0.5 0.6 3.3 3.2 7.0 10 Year Ps I Q10 1.6 4.22 0.6 1.8 3.82 6.0 1.8 3.53 9.0 1.8 3.89 9.6 1.8 3.29 2.5 0.8 1.40 0.3 1.8 4.74 0.9 1.8 4.74 5.0 1.8 4.74 4.8 1.8 4.74 10.5 1: Rainfall intensity in inches per hour Q: Flow rate in cubic feet per second 100 Year Ps I 0100 2.4 6.32 0.9 2.6 5.51 8.7 2.6 5.10 13.0 2.6 5.62 13.9 2.6 4.76 3.5 1.6 2.81 0.7 2.6 6.85 1.4 2.6 6.85 7.2 2.6 6.85 6.9 2.6 6.85 15.1 6 Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Valley Street, Ocean Street, Highland Drive, and Linda Lane 4.2 Hydraulics Table 4-2 Street Capacity Summary Section Loca tion 100-Year Event 10-Year Event 2-Year Event 6~1 Ocean Street Yes Yes Yes 7~1 Buena Vi sta Way Yes Yes Yes 7~2 Valley Street No No No 8~1 McCaule y Street Yes Yes Yes 8~2 Valley Street No No No 10-1 Linda Lane Yes Yes Yes 10-2 Linda Lane Yes Yes Yes 1 0-3 Linda Lane Yes Yes Yes Note: Due to the fact that there is no consistent curb/berm on Highland Drive, street capacity calculations are not warranted. 5. Conclusions and Recommendations The following are summaries of the factors that contribute to the drainage issues at each location: • 3065 Ocean Street (Site 6) The observed ponding is a result of a low point in front of the garage for the residence at 3065 Ocean Street. The low point is approximately 1' upstream of the planter that is located immediately to the south of the garage. Without this isolated low point, the typical street section is adequate to convey the required flow. • Valley Street and Buena Vista Way (Site 7) There are two separate drainage issues at Site 7. The first is a low point on Valley Street that results in ponded water after a rain event. The hydraulic calculations also show substandard conveyance capacity within the street section due to the minimal longitudinal slope (0.3%) and the lack of a pronounced crown. The second is sheet flow crossing Buena Vista Way upstream of Valley Street. The sheet flow condition is a result of the fact that much of Buena Vista Way between Crest Drive and Valley Street has a pronounced crown causing drainage to travel down either side of the road. As Buena Vista Way approaches the intersection with Valley Street, it transitions out of the crowned condition and becomes superelevated. The superelevated condition causes runoff to sheet flow across the road from south to north. • Valley Street and McCauley Lane (Site 8) There are two separate drainage issues at Site 8. The first is a low point in the cross gutter at the intersection with McCauley Lane. The isolated low point causes ponded water after a rain event. The second is a low point in the flowline of the AC berm on the west side of Valley Street approximately 75' north of the intersection with McCauley Lane. This isolated low point also causes ponded water after a rain event. Both low points are likely due to the fact that the longitudinal slope of Valley Street generally is very flat, and over time, settling has occurred within the asphalt. Without the isolated low points, the typical street section for McCauley Lane is adequate to convey the required flow, but the typical street section for Valley Street is not, due primarily to the extremely flat longitudinal gradient (0.8%). 7 • Highland Drive (Site 9) Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Valley Street, Ocean Street, Highland Drive, and Linda Lane The drainage issue at this site is simply the location of the discharge (adjacent property to the west). The City would prefer not to discharge to the adjacent private property. There are no concerns with the hydraulics of the existing pipe or inlet. There is also a low point in the existing street approximately 400' from the intersection with Magnolia Avenue. The low point can cause several inches of pending after a rain event. • Linda Lane (Site 10) The primary issue at this site is the minimal longitudinal slope (some portions have a negative slope) in the gutter around the two cui-de-sacs. This causes inadequate conveyance of the 10 and 100 year storm events as well as isolated pending. This issue is compounded by the frequent presence of groundwater, which also causes algae growth in the gutters. As discussed previously, the recent utility trenching that intersected the existing subdrain is suspected to have allowed the groundwater to seep to the surface with little hydraulic resistance. The project geotechnical engineer attempted to sample the groundwater, but did not encounter any water in their well after two weeks. The presence of non-visible pollutants could impact the feasibility of discharging this water within the City's MS4 (Municipal Separate Storm Sewer System). The following are recommendations for addressing the drainage issues at each location: • 3065 Ocean Street (Site 6) Three conceptual drainage alternatives have been developed for Site 6. A schematic mark-up of the alternatives is included in APPENDIX C: o Alternative #1 -Inlet and Pipe -install an inlet at the low point in front of the garage. Additional storm drain pipe would also be required in order to convey flow to the existing system to the south. o Alternative #2 -Lower the high point-the existing high point at the corner of the planter would be lowered. Some modifications to the planter would be required as well as a step going into the existing gate. This alternative would likely involve pavement replacement. o Alternative #3 -Fill the low point -the existing low point would be raised with a grind and variable AC overlay. The existing utilities to the north of the garage would need to be raised to match finished grade. This alternative would reduce the conveyance capacity compared to the existing condition but not to the extent where performance with City standards would be compromised given the minimal flow rate. This alternative would have very little construction tolerance for plan deviation or for long term grade settlement. • Valley Street and Buena Vista Way (Site 7) A new inlet is recommended at the low point in Valley Street along with a new pipe to connect to the existing system. The inlet will be "Type F" per SDRSD D-7. Curb cuts will be installed in the existing AC berm allowing runoff to enter into proposed concrete ditches located immediately behind the existing curb. The ditches will convey runoff to the proposed inlet. Setting the ditch and inlet behind the existing berm is assumed to help maintain the current character of this Alternative Design 8 Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Valley Street, Ocean Street, Highland Drive, and Linda Lane Street. There is also a small point repair proposed for the existing storm drain in Valley Street. No improvements are proposed on Buena Vista Way. • Valley Street and McCauley Lane (Site 8) On the west side of Valley Street, a new inlet and pipe are recommended. The inlet will be a 5' Regional Standard Type B inlet and the pipe will be 12" PVC. A new pipe and inlet is also recommended on the east side of Valley Street. The pipe will be 24" PCV and the inlet will be a 14' Regional Standard Type B-1 inlet. Other proposed improvements include widening both Valley Street and McCauley at the northeast corner of the intersection, new curb and gutter, AC berm transitions, new sidewalk, new pedestrian ramp, and a small Regional Standard retaining wall. • Highland Drive (Site 9) A new pipe and two inlets are recommended for this site. The first inlet will be in the same approximate location as the existing inlet. The second inlet will be located at the low point on the northeast side of the street, approximately 400' south of the intersection with Magnolia Avenue. The new pipe system will convey the flow along Highland Drive toward Magnolia Avenue. The pipe will pick up flow captured by the second inlet and also connect to the existing pipe coming from the inlet at the southeast corner of Highland Drive and Magnolia Avenue. The pipe will ultimately discharge through a regional standard curb outlet on Magnolia. • Linda Lane (Site 10) The drainage issues at this site cannot be fixed with surface improvements alone without replacing a significant portion of the existing curb and pavement within both cui-de-sacs. A combination of minor surface improvements, pipes, and inlets is recommended. Additional perforated sub-drain pipe should be located at each end of the existing subdrain so that flow can be intercepted prior to entering the AT&T trench. Inlets should also be placed at isolated low spots within the gutters, per the project survey information. Runoff collected in the inlets and sub-drain within the upper cul-de-sac areas should be conveyed in a "tight-line" pipe that will run down the eastern leg of Linda Lane and ultimately connect to the existing system in Monroe Street. If the project geotechnical engineer believes that elevated groundwater levels also currently exist within the "eastern leg", then an alternative approach should be considered within this area. This alternative approach might involve use of a perforated sub-drain with periodic installation of small cutoff structures to prevent transport of trench material by rapidly flowing groundwater (aka "piping"). Since no non-visible pollutants have been identified, a diversion of flow to treatment Best Management Practices in order to maintain compliance with the Regional Groundwater Extraction NPDES Permit is not warranted. 9 6. References Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Valley Street, Ocean Street, Highland Drive, and Linda Lane San Diego County Department of Public Works Flood Control Section. Hydrology Manual (SDCHM). June 2003. San Diego County. Drainage Design Manual (SDCDDM). July 2005 Soil Conservation Service (SCS). Soil Survey San Diego Area, California. December 1973. City of Carlsbad Engineering Standards, Volume 1, Chapter 5, 2008. 10 APPENDIX ·A -NRCS Soils Information and FEMA Maps 33" 10' 13" 33" 1 ()' 1" Hydrologic Soil Group-San Diego County Area, California Map Scale: 1:2,500 if printed on A size (8.5"x 11") sheet N A ~---=====-------~~:======:~Meters 0 30 60 120 180 ~----~====~~--------~~==========~Fe~ 0 100 200 400 600 USDA Natural Resources ~ Conservation Service Web Soil Survey National Cooperative Soil Survey 6/18/2012 Page 1 of 4 33°10' 13" 33"10'1" Hydrologic Soil Group-San Diego County Area, California MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Solis Soil Map unns Soil Ratings • A D AID • 8 D BID D c • CID II D Not rated or not available Political Features e cnies Water Features Streams and Canals Transportation tff Rails ......,. Interstate Highways ........-US Routes Major Roads ~ LocaiRoads Natural Resources Conservation Service MAP INFORMATION Map Scale: 1:2,500 if printed on A size (8.5" x 11 ") sheet. The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale . Please rely on the bar scale on each map sheet for accurate map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: UTM Zone 11 N NAD83 This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Survey Area Data: San Diego County Area, California Version 6, Dec 17, 2007 Date(s) aerial images were photographed: 6/7/2005 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Web Soil Survey National Cooperative Soil Survey 6/18/2012 Page2 of4 Hydrologic Soil Group-San Diego County Area, California Hydrologic Soil Group Hydrologic Soli Group-Summary by Map Untt-San Diego <:qunty Area, California (CAI38) Map unit symbol Map unit name Rating AoreslnAOI Pen:entofAOI CbC Carlsbad gravelly loamy sand, 5 c I 7.8 to 9 percent slopes 1----- MIC Marina loamy coarse sand, 2 to B 1.41 9 percent slopes MIE Marina loamy coarse sand, 9 to I B 2.8 30 percent slopes Totals for Area of Interest 12.0 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, BID, and CID). 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, BID, or CID), 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. Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 65.0% -- 11.7% 23.3% 100.0% 6/18/2012 Page 3 of4 Hydrologic Soil Grou~San Diego County Area, California Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/18/2012 Page 4 of4 33"9'28" 33" 9' 17" Hydrologic Soil Group-San Diego County Area, California Map Scale: 1:1,740 W prinled on A size (8.5" x 11") sheet. N A ~--.:==~----~:====~Meters 0 15 30 60 90 ---===-----====:::::JFeet 0 50 100 200 300 USDA Natural Resources ""'? -Conservation Service Web Soil Survey National Cooperative Soil Survey Bn/2012 Page 1 of4 33"9'28'' 33" 9'17'' Hydrologic Soil Grou,:rSan Diego County Area, California MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Units Soil Ratings • A CJ AID • B D BID D c • CID • D Not rated or not available Political Features e Cities Water Features Streams and Canals Transportation ~ Rails """" Interstate Highways ,...._ USRoutes Major Roads ~ Local Roads Natural Resources Conservation Service MAP INFORMATION Map Scale: 1:1,740 if printed on A size (8.5" x 11") sheet. The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for accurate map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: UTM Zone 11 N NAD83 This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Survey Area Data: San Diego County Area, California Version 6, Dec 17, 2007 Date(s) aerial images were photographed: 6/7/2005 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Web Soil Survey National Cooperative Soil Survey 817/2012 Page 2 of4 Hydrologic Soil Group-San Diego County Area, California Hydrologic Soil Group Hydrologic Soli GrouP-Summary by Map Unit .... San Diego county Area, C811fomta (CA838) Map unit symbol Mapunttnamt I Ratint ACRIS tnAOI Ptllr9entofAOt CgC Chesterton-Urban land complex, 2 to I D 0.0 9 percent slopes MIC Marina loamy coarse sand, 2 to 9 I B I 0.1 percent slopes , MIE Marina loamy coarse sand, 9 to 30 IB 4.21 percent slopes ! I Totals for Area of Interest I 4.31 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 (AJD, 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 (AJD, 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. Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey -:~~ 0 I I 98.2%1 I 100.0% 8/7/2012 Page 3 of4 Hydrologic Soil Group-San Diego County Area, California Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8f7/2012 Page 4 of4 33'10'8" 33' 9' 55" Hydrologic Soil Group-San Diego County Area, California Map Scale: 1:1,860 W printed on A size (8.5" x 11") sheet. N A --..::==------=====Meters a 15 m so w ~-~==~---IIIIIII!~!::::====~Feet 0 50 100 200 300 USDA Natural Resources :;;; -Conservation Service Web Soil Survey National Cooperative Soil Survey 8nt2012 Page 1 of3 33"10' 8'' 33" 9' 55" Hydrologic Soil Group-San Diego County Area, California MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Soils ~] Soil Map UnHs Soil Ratings • A [.;J] AID • B D BID D c • C/D • D Not rated or not available Political Features e CHies Water Features Streams and Canals Transportation :fiittt Rails ....., Interstate Highways .,._ USRoutes Major Roads ~ Local Roads Natural Resources Conservation Service MAP INFORMATION Map Scale: 1:1,860 if printed on A size (8.5" x 11 ") sheet. The soil surveys that comprise your AOI were mapped at 1 :24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale . Please rely on the bar scale on each map sheet for accurate map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: UTM Zone 11 N NAD83 This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Survey Area Data: San Diego County Area, California Version 6, Dec 17, 2007 Date(s) aerial images were photographed: 6/7/2005 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Web Soil Survey National Cooperative Soil Survey 8/7/2012 Page2 of 3 Hydrologic Soil Group-San Diego County Area, California Hydrologic Soil Group Hydrologic SOli Group-Su~ry by .,.p Unit-san Otego County Area, Qallfomia (CA838) Map unit symbol Map unit name( ~ Rating . ACI'1tS In AOt I PerCent of AOt MIC Marina loamy coarse sand, 21 B 7.3 to 9 percent slopes 1 j_ Totals for Area of Interest 7.31 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 Component Percent Cutoff: None Specified Tie-break Rule: Higher Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 100.0% 100.0% Sn/2012 Page 3 of3 MAP SCALE 1" • 500' PANEL 0761G FIRM FLOOD INSURANCE RATE MAP SA DIEGOCOU TY, CALIFORNIA AND I 'CORPORATED AREA PANEL 761 OF 2375 (SU MAP ...,OEX FOR FIRM PANEl LAYOUT} - '---!-. "'-........ -... _... ----..--... c:__.. __ _ ___ ., __ .._. ......... -MAP NUMBER 06073C0761G MAP REVISED MAY16, 2012 MAP SCALE 1" = 500' PANEL 0762G FLOOD INSURANCE RATE MAP SAN DIEGO COUNTY, CALIFORNIA AND INCORPORATED AREAS PANEL 762 OF 2375 (SEE MAP INDEX FOR FIRM PANELLAYOUll --"""""""' --.., -"'--f"-.... .._ ____ ... _ ------... c:__......---___ .. ._ _ ___.. ........ -MAP NUMBER 06073C0762G MAP REVISED MAY16, 2012 PANEL 0764G FIRM FLOOD INSURANCE RATE MAP SA DIEGOCOU TY, CALIFORNIA ND INCORPORATED AREAS PANEL 76-4 OF 2375 (SEE MAP INDEX FOR FIRM PANEl lAYOUT} -............ IWla --. ,..... .. """" ""------........ _ --.--... c;-.-., __ _ ___ .. __ ___.. .......... -• MAP NUMBER 06073C076o4G MAP REVISED MAY16, 2012 PANEL 0762G FLOOD INSURANCE RATE MAP SAN DIEGO COU TY, CALIFORNIA AND INCORPORATED AREAS PANEL 762 OF 2375 (SEE MAP INOE.X FOR FIRM PANEL LAYOUT) Cll!Wll!l. """""""' .., -,., -·u.. .,.,. ______ .. _ -.... --... ~---:::..:-.. -.......-........... MAP NUMBER 06073C0762G MAP REVISED MAY16, 2012 APPENDIX B -Existing Condition Hydrology Maps LEGEND: - - -BASil LMT SCALE: ,.-40. ,,. I CARLSBAD NW QUADRANT DRAINAGE DESIGN ANALYS IS SITE 6 LEGEND: SCAI..£: ,.-"'50' "'' I CARLSBAD NW QUADRANT DRAINAGE DESIGN ANALYSIS SITES 7 & 8 LEGEND: BASIN ll 1A 5 AREA CACRE81 0100 (CF81 - - -BASIN LMT '"' I CARLSBAD NW QUADRANT DRAINAGE DESIGN ANALYSIS SITE 9 LEGEND: BASIN D tA 5 AREA <ACAEIII QIOO (CF81 - - -BAal\! LMT CARLSBAD NW QUADRANT DRAINAGE DESIGN ANALYSIS SITE 10 APPENDIX C -Existing Condition Street Capacity Calculations LEGEND: 1 -1 ---CR088 8ECT10N ,,. I CARLSBAD NW QUADRANT CROSS SECTION MAP SITE 6 LEGEND: 1 - 1 ai088 8ECT10H " "" !lCAI.L: 1"-50' ,,. I CARLSBAD NW QUADRANT CROSS SECTION MAP SITE 7 8c 8 LEGEND: 1 -1 Cft088 SECTION 't CARLSBAD NW QUADRANT CROSS SECTION MAP SITE 10 Cross Section 6-1 -2-year Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image c: 0 Manning Formula Normal Depth 15 44.15 ii'; 44.10 w 44.05 ·········•················· ······i·····················i····················t······· ····· . ·i-...... .,, .. 'i' . ···········~······· ....... ·t ••••.••.• j .•••••• •••••••·•··• i···· .. . ·~ . :~ :~~ -:::::·:::::::::::::::: :::::::t::::::::::::::::·:J :::.:: ..... """'!"""""""""" .: • :_::"11 ... L .....•....•.•.... i ................. i .......... . 43 .85 ........... _, ... 43.80 ' ' 43.75 ··: ........... T ............ ; ................ ·+.......... + I 43.70 ..... ! ... ... . i --i -i'' ··-t I I I I I I I I I I I I I I I I 0+00 0+05 0+10 0+15 0+20 0+25 Station 0. 00800 ft/ft 0.07 ft 0.40 ft3/s Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 6/18/2012 6:46:46 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of Friction Method Manning Formula Solve For Normal Depth Channel Slope 0.00800 ftlft Normal Depth 0.08 ft Discharge 0.60 ft'/s 44.55 44.50 44.45 44.40 44.35 44.30 44.25 5 44.20 1.5 44.15 i; 44.10 w 44.05 44.00 43.95 43.90 43.85 43.80 43.75 43.70 .._· --;--i--;----;-+-.,---.,.-+--;-----;,-+--;----,-f--;---/ 0+00 0+05 0+10 0+15 0+20 0+25 station Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 6/18/2012 6:43:43 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06796 USA +1·203-766-1666 Page 1 of 1 Friction Method Solve For Channel Slope Normal Depth Discharge 44.55 44.50 44.45 44.40 44.35 44.30 44.25 § 44.20 li 44.15 .. > . 4) 44.10. iii 44.05 44.00 43.95" 43.90 43.85" 43.80 43.75' Manning Formula Normal Depth 0. 00800 ft/ft 0.09 ft 0.90 ft'/s 43.70 -........,.-;-..,...---,-...;--,--,-;.......,...-.,.....;.-,.----,--;-..,...--! 0+00 0+05 0+1 0 ' 0+15, 0+ 20 0+ 25 station Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 6/1812012 6:38:32 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 Friction Method Solve For Channel Slope Normal Depth Discharge 163.00 162.80 162.60 162.40 c 162.20 .Q 1.i > 162.00 ~ w 161.80 161.60 161.40 161.20 161.00 0+00 9/20/2012 8:20:66 AM Manning Formula Normal Depth station 0.05800 ft/ft 0.20 ft 4.00 ft3/s Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of Friction Method Solve For Channel Slope Normal Depth Discharge 163.00 162.80 162.60 c 162.20 0 ti > ~ 161.80 Manning Formula Normal Depth 0.05800 ft/ft 0.23 ft 6.00 ft3/s 161 .00 ..L-,--+--,--.,..--i--,.., -...,-, -+-...,....----:----!--;----..,,.....-! 0+00 0+1 0 0+20 0+30 0+40 station Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 9/20/2012 8:22:20 AM 27 Siemons company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 Friction Methcx:l Solve For Channel Slope Normal Depth Discharge 163.00 162.80 162.60 162.40 c 162.20 0 'i > 162.00 ~ w 161.80 161.60 161.40 161.20 161.00 0+00 ' 9120/2012 8:22:36 AM 0+10 0+20 Cross Section 7-1-100-year Manning Formula Normal Depth 0+30 0+40 0. 05800 ftlft 0.25 ft 8.70 ft3/s Station Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 Cross Section 7-2 -2-year Friction Method Manning Formula Solve For -Normal Depth Channel Slope 0.00300 ftlft Normal Depth 0.26 ft Discharge 6.00 ft'/s 159.80 ....-----,.---...-------...,.------.., 159.70 159.60 159.50 159.40 159.30. 159.20 c: 159.10 i ~~::~~ w 156.60 156.70 156.60:}.· --!--~-!---~ 158.50 156.40~-+--o....;;.;.;4;;;;.;.;;.;;;;;;;,.,;J 156.30'1" 156.20 156.1 0 :1..,_.,.....-!--.,-, -.,.-, ....;-.,....----,-....L...,.---.,.......;-.,.-----,--J 0+00 0+05 0+10 0+15 0+20 station Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster (08.01.071.00] 9/20/201211:24:36 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 Friction Method Solve For Channel Slope Normal Depth Discharge Manning Formula Normal Depth 159.80 .---.,..----.,..----.,..----.,..---, 159.70 159.60 159.50 159.40 159.30 159.20 c 159.10 ~ 159.00 ii 158.90 jjJ 158.80 158.70 158.so=r-~ .---+----~~----!1 158.50 158.40 158.30r-~ ............... ~...;;;;;;;,;.;;,;;_.J 158.20 158.1 0 ~-:-+--;---;-+--;-, -;-, -+. ---,----;-+--;--7"""" 0+00 0+05 0+10 0+15 0+20 station 0.00300 fVft 0.32 ft 9.00 ft3/s Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 9/20/2012 8:26:36 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203·766·1666 Page 1 of 1 Friction Method Solve For Channel Slope Normal Depth Discharge Manning Formula Normal Depth 159.80r-----.,---.,.----..,....---....,------, 159.70 159.60 159.50 159.40 159.30 159.20 .:: 159.10 .Q 159.00 1i 158.90 ~ w 158.80 158.701-~--oW...i-----i-1 158.60 158.50 158.40--+.....,....;,;,.;;,;;;~;:;;;;;;;~ 158.30-r 158.20 158.1 0 L-.,...--i--,--.,...--i--,---;---'--;---;---',--;-, -.,...-', O+oo ' 'o+o5' 0+10 0+15 0+20 station 0.00300 ft/ft 0.40 ft 13.00 tt•ts Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 9/20/2012 8:26:64 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 Friction Method Solve For Channel Slope Normal Depth Discharge 162.90 162.80 162.70 162.60 162.50 c: 0 162.40 15 > 162.30 .!! w 162.20 162.10 162.00 161.90 161.80 0+00 9/20/2012 8:27:44 AM 0+10 Manning Formula Normal Depth 0+20 0+30 station 0.05000 ftlft 0.23 ft 6.40 ft'/s Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 Friction Method Solve For Channel Slope Normal Depth Discharge 162.90 162.80 162.70 162.60 162.50 c: .Q 162.40 li > 162.30 .!! w 162.20 162.10 162.00 161.90 161.80 0+00 9/20/2012 8:27:16 AM 0+10 Cross Section 8-1-10-year Manning Formula Normal Depth 0+20 0+30 Station 0.05000 ft/ft 0.26 ft 9.60 ft3/s Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 Friction Method Manning Formula Solve For Normal Depth Channel Slope 0.05000 ft/ft Normal Depth 0.29 ft Discharge 13.90 ft3/s 162.90 162.80 162.70 162.60 162.50 c: 0 162.40 iS > 162.30 4) w 162.20 162.10 162.00 161.90 161.80 0+00 0+10 0+20 station Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 9/20/2012 8:26:46 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 Friction Method Solve For Channel Slope Normal Depth Discharge 161.70 161.60 161.50 161.40 161.30 161.20 c 161.10. 0 l.i 161.00 > 160.90 Q) iii 160.80 160.70 160.60 160.50 160.40 160.30 Manning Formula Normal Depth 0.01000 ftlft 0.39 ft 7.80 ft'/s o+oo'ci+o5'ci+1o'ci+15'ci+2o'ci+25'ci+3o'ci+35 Station Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 6/18/2012 6:49:32 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766·1666 Page 1 of 1 Friction Method Solve For Input Data. Channel Slope Normal Depth Discharge 161.70 161.60 161.50 161.40 161.30 161.20 c 161.10 0 i 161.00 > G) 160.90 [j 160.80 160.70 160.60 160.50 160.40 160.30 Manning Fonnula Nonnal Depth 0.01000 ft/ft 0.44 ft 11.70 ft3/s o+oo o+os o+1b'ci+1s'ci+2o'ci+25'o+3o o+3s Station Bentley Systems, Inc. Haested Methods Solution Center Bentley FlowMaster [08.01.068.00] 6/1812012 6:46:13 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 Friction Method Solve For Channel Slope Normal Depth Discharge 161.70 161.60 161.50 161.40 161.30 161.20 c 161.10. 0 1i 161.00 > j! 160.90 w 160.80 160.70 160.60 160.50 160.40 160.30 Manning Formula Normal Depth 0.01000 ft/ft 0.50 ft 16.90 ft"/s o+oo'ci+os'ci+1o'ci+1s'ci+2o'ci+2s'ci+3o'ci+3s station Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 6/18/2012 6:43:08 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 Friction Method Solve For tnput0$UI Manning Formula Normal Depth Channel Slope 0.01000 ft/ft Normal Depth 0.37 ft Discharge 3.30 ft3/s 227.80 227.60 227.40 227.20 c ~ 227.00 > .!! 226.80 w 226.60 226.40 226.20 226.00 . ' ' ' ' 0+00 0+10 0+20 0+30 0+40 0+50 Station Bentley Systems, Inc. Haestad Methods SoiBIIatl~aster VBI (SELECTserles 1) [08.11.01.03) 611/2013 1 :22:66 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 Friction Method Solve For Channel Slope Normal Depth Discharge 227.80 227.60 227.40 227.20 ~ 227.00 (; 226.80 jJj 226.00 Manning Formula Normal Depth ~~~~~--~~~~~~~~ 0+00 0+10 0+20 0+30 0+40 0+50 station 0.01000 ftlft 0.46 ft 5.00 ft3/s Bentley Systems, Inc. Haestad Methods SoiBIIOII4II"bbrMaster V81 (SELECTseries 1) (08.11.01.03] 6/1/2013 1:21:44 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203·766·1666 Page 1 of 1 Friction Method Solve For Channel Slope Normal Depth Discharge 227.80. 226.60 226.40 226.00 Manning Formula Normal Depth O+..L.o'ci-+-'o_+_1 o.,....;-o'· +-2'ci-+. 'o_+_3o'· --:-o.,...., +-4--.o:-+'o_+----,~so Station 0.01000 ft/ft 0.51 ft 7.20 tt•ts Bentley Systems, Inc. Haestad Methods SoiBIIatl~asterV81 (SELECTsertes 1) [08.11.01.03] 611/2013 1:18:23 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 -------------------------------------- Friction Method Solve For Channel Slope Normal Depth Discharge 229.00 228.80 228.60 228.40 c :i 228.20 > ~ 228.00 227.80 227.60 227.40 227.20 0+00 611/2013 1:26:28 PM 0+10 Cross Section for Linda 10-2-2-Year Manning Formula Normal Depth I I I I t l 0+20 0+30 0+40 0+50 station 0.01000 ftlft 0.37 ft 3.20 ft3/s Bentley Systems, Inc. Haestad Methods Solllllatl411f1MMaster V8i (SELECTserles 1) (08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 Friction Method Manning Formula Solve For Normal Depth Channel Slope Normal Depth Discharge 229.00 228.80 228.60 228.40 c: j 228.20 > Q) 228.00 iii 227.80 227.60 227.40 227.20 0+00 ' ' ' 0+10 6/1/20131:24:46 PM I J I I I I 0+20 0+30 0+40 0+50 Station 0.01000 ft/ft 0.43 ft 4.80 ft'/s Bentley Systems, Inc. Haestad Methods Sollllot14lfiMMaster V8i (SELECTserles 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766·1666 Page 1 of 1 Friction Method Solve For Channel Slope Normal Depth Discharge 229.00 228.80 228.60 228.40 c ~ 228.20 > &l 228.00 227.80 227.60 227.40 227.20 0+00 611/2013 1 :24:09 PM 0+10 0+20 Manning Formula Normal Depth ' ' ' . ' ' ' 0+30 0+40 0+50 station 0.01000 ft/ft 0.49 ft 6.90 tt•ts Bentley Systems, Inc. Haestad Methods SoiBIIiall~aster V8i (SELECTserles 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 Friction Method Solve For Channel Slope Normal Depth Discharge 223.50 223.40 223.30" 223.20 223.10 s 223.00 ~ 222.90 G) iii 222.80 222.70. 222.60 222.50 222.40 222.30 Manning Formula Normal Depth ·~~7.--.~ •. --~.~.~.--~.~~~~~ 0+00 0+10 0+20 0+30 0+40 0+50 station 0.04000 ft/ft 0.32 ft 7.00 ft3/s Bentley Systems, Inc. Haestad Methods Sollllllall4lfi!MMaster VBI (SELECTserles 1) [08.11.01.03] 611/20131:32:16 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06796 USA +1·203-766·1666 Page 1 of 1 --------------------------------------------------------------- Cross Section for Linda 10-3-10-Year Friction Method Manning Formula Solve For Normal Depth Channel Slope 0.04000 ft/ft Normal Depth 0.36 ft Discharge 10.50 ft3/s 223.50 223.40 223.30 223.20 223.10 15 223.00 ~ 222.90 Q) iii 222.80 222.70 222.60 222.50 222.40 222.30 1 ! l I I ! I 0+00 0+10 0+20 0+30 0+40 0+50 station Bentley Systems, Inc. Haestad Methods SoiBiotl4aii'IMMaster V8i (SELECTseries 1) [08.11.01.03) 611/2013 1:31:21 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 Cross Section for Linda 10-3 · 100-Year P~-oe.~_-_· ,' __ , . ..,.~~· Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross ~:1it9e 223.50 223.40 223.30. 223.20. 223.10 6 223.oo· ~ 222.90 ~ 222.80 222.70 222.60 222.50 222.40. 222.30 Manning Formula Normal Depth I I t > I 0+00 0+10 0+20 0+30 0+40 0+50 station 0.04000 ft/ft 0.40 It 15.10 ft3/s Bentley Systems, Inc. Haestad Methods Solllllall4lftiMMaster V8i (SELECTser1es 1) (08.11.01.03] 611/2013 1:30:38 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 08796 USA +1·203·766-1688 Page 1 of 1 I Ocean Street I 13+00 Jx:r .. r"~,'~-·rc:.. t-::r:m:::.T vr: /lt_-r'r'L;Vi•!;-''d~F L 8 3 1 , _____ s --.-- - s ------~/----s -~:_/" __ _ ~g/ ( J ~ v t;> ~ A 1,.1 fli 'L -!,. (j\.-4 (. ;<.. H r f\ "!' j') :s "• 1=-::J .. L/~-.-' ~ L f? t APPENDIX D-Proposed Condition Pipe and Inlet Calculations Inlet Capacity Page 1 of7 Site 7A-Curb Inlet in Sag (Valley Street Flow From North) San Diego County Drainage Design Manual Q = inlet capacity (cfs) h = curb opening height (ft) L = curb opening length (ft) g =gravitational acceleration (ft2/s) do = effective depth of flow at curb face (ft) h= 0.75 ft L= 3.0 ft g 32.2 ft2/s do= 1.0 ft Q= 12.1 cfs Capacity of one opening Q10 = 6.0 cfs 1 0-year flow rate at this location 0100 = 8.7 cfs 1 00-year flow rate at this location Use 3' wide 1' deep TypeD ditch with one opening on Type F inlet. (Inlet will completely capture both the 10-year and 100-year event) Inlet Capacity Page 2 of7 Site 78 -Curb Inlet in Sag (Valley Street Flow From South) San Diego County Drainage Design Manual Q = inlet capacity (cfs) h = curb opening height (ft) L =curb opening length (ft) g =gravitational acceleration (ft2/s) do = effective depth of flow at curb face (ft) h= L= g do= Q= Q10= Q100 = 0.75 ft 3.0 ft 32.2 ft2/s 1.0 ft 12.1 cfs 9.0 cfs 13.0 cfs Capacity of one opening 1 0-year flow rate at this location 1 00-year flow rate at this location Use 4' wide 1' deep Type D ditch with one opening on Type F inlet. (Inlet will completely capture the 10-year event, 0.9 cfs will flow in the street during the 100-year event.) Inlet Capacity Page 3 of? Site 8-Curb Inlet (Valley Street East) Interim Condition -Sump Condition City of Carlsbad Engineering Standards Manual Criteria is 2 cfs per lineal foot of opening 0100 = L(min) = 13.9 cfs 7.0 ft Min for 1 00-yr A 13' inlet opening will provide sufficient partial interception capacity to capture the peak 10-year flow rate in the ultimate condition, while also providing sufficient capacity to capture the peak 100-year flow rate in the interim condition. Ultimate Condition -On-Grade Condition City of Carlsbad Engineering Standards Manual 0 = interception capacity of the curb inlet (cfs) y = depth of flow approaching the curb inlet (ft) a = depth of depression of curb at inlet (ft) Lr = length of clear opening of inlet for total interception (ft) y= a= 0100 = 0.50 ft 0.33 ft 13.9 cfs 26.1 cfs Length required for full capture of 1 00-year event County of San Diego Drainage Design Manual equation for partial interception E = curb-opening inlet efficiency I [ 1 ( LLr' ) J 1 8 1 L' = Length of clear opening of installed inlet (ft) E = 1 - Lr = Length of clear opening for total interception (ft) .._ ____ .;;;..._ ____ -=-____, L'= E= 0= 13 ft 0.710785 9.9 cfs 9.6 cfs actual inlet opening partial capture rate Inlet Capacity Page 4 of7 Site 8 -Curb Inlet on Grade (Valley Street West) City of Carlsbad Engineering Standards Manual Q = interception capacity of the curb inlet (cfs) y = depth of flow approaching the curb inlet (ft) a = depth of depression of curb at inlet (ft) LT =length of clear opening of inlet for total interception (ft) y= 0.50 ft a= 0.0 ft LT= 4.0 ft Q= 1.0 cfs Use a 4' curb inlet with 6" opening. Q at location of inlet is 1 cfs. Inlet Capacity Page 5 of7 Site 9-Grated Inlet in Sag (Highland Drive. End of Main Line) FHWA HEC-22 and San Diego County Drainage Design Manual Try a 24" x 24" grated inlet Weir Q = inlet capacity of the grated inlet (cfs) Cw= weir coefficient= 3.0 P e = effective grate perimeter (ft) w/ 50% clogging factor d = flow depth approaching inlet (ft) Pe= Cw= d= Q= 4 ft (4 sides) 3.0 0.5 ft 4.2 cfs Orifice Q =inlet capacity of the grated inlet (cfs) C0 =orifice coefficient= 0.67 Ae = effective grate area (ft2) w/ 50% clogging factor g =gravitational acceleration (ft2/s) d = flow depth above inlet (ft) Ae = 2 ft<! c = 0 0.67 g= 32.2 ft2/s d= 0.5 ft Q= 7.6 cfs The weir equation governs (Q = 4.2 cfs). Q1 00 at location of inlet is 3.5 cfs. Use a 24" x 24" grated inlet. Inlet Capacity Page 6 of? Site 9 -Grated Inlet in Sag (Highland Drive. Lateral) FHWA HEC-22 and San Diego County Drainage Design Manual Try a 12" x 12" grated inlet Weir Q = inlet capacity of the grated inlet (cfs) Cw= weir coefficient= 3.0 p e = effective grate perimeter (ft) w/ 50% clogging factor d = flow depth approaching inlet (ft) Pe= Cw= d= Q= 2 ft (4 sides) 3.0 0.5 ft 2.1 cfs Orifice Q = inlet capacity of the grated inlet (cfs) Co= orifice coefficient= 0.67 Ae = effective grate area (ft2) w/ 50% clogging factor g =gravitational acceleration (W/s) d = flow depth above inlet (ft) Ae = 0.5 ft<: Co= 0.67 g= 32.2 ft2/s d= 0.5 ft Q= 1.9 cfs The orifice equation governs (Q = 1.9 cfs). Q100 at location of inlet is 0.7 cfs. Use a 24" x 24" grated inlet for ease of maintenance. Inlet Capacity Page 7 of7 Site 10-Grated Inlet in Sag (Linda Lane) FHWA HEC-22 and San Diego County Drainage Design Manual Try a 24" x 24" grated inlet Weir Q = inlet capacity of the grated inlet (cfs) Cw= weir coefficient= 3.0 P e = effective grate perimeter (ft) w/ 50% clogging factor d = flow depth approaching inlet (ft) Pe= Cw= d= Q= 3 ft (3 sides) 3.0 0.5 ft 3.2 cfs Orifice Q = inlet capacity of the grated inlet (cfs) C0 =orifice coefficient= 0.67 Ae = effective grate area (ft2) w/ 50% clogging factor g =gravitational acceleration (~/s) d = flow depth above inlet (ft) Ae = 2 ft:.! Co= 0.67 g= 32.2 ft2/s d= 0.5 ft Q= 7.6 cfs The weir equation governs (Q = 3.2 cfs). Q100 2.5 cfs to each of the 4 inlets. Use a 24" x 24" grated inlets. Friction Method Solve For Roughness Coefficient Channel Slope Constructed Depth Normal Depth Constructed Top Width Discharge Manning Formula Normal Depth 0.013 0.00400 1.00 0.96 3.00 8.70 ft/ft ft ft ft ff/s TT ·ri ~-----------------------3D0ft 9/20/201211:11:19 AM V:1 ~ tt1 Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 27 Slemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 Friction Method Solve For Roughness Coefficient Channel Slope Constructed Depth Normal Depth Constructed Top Width Discharge Manning Formula Normal Depth 0.013 0.00400 1.00 0.99 4.00 13.00 tuft ft ft ft ft'/s TT 0.99 t1 .00 ft 11 r------------------------4D0ft 9/20/201211:12:13 AM V:1 ~ l-t1 Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00) 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 Friction Method Solve For Roughness Coefficient Channel Slope Normal Depth Diameter Discharge 9/20/2012 1:30:46 PM Manning Formula Normal Depth T2I 1.57 ft 1 0.013 0.01000 1.57 2.00 21.70 ftlft ft ft ft3/s ¥:1 ~ lt1 Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 Project DeScrlpfidn Friction Method Solve For Input Data Roughness Coefficient Channel Slope Normal Depth Diameter Discharge 9/20/2012 1:30:11 PM Manning Formula Normal Depth I T , .... 'I 0.013 0.01000 1.13 2.00 13.90 ft/ft ft ft ft'/s V:1 ~ H:1 Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766·1666 Page 1 of 1 Friction Method Solve For Roughness Coefficient Channel Slope Normal Depth Diameter Discharge 9/28/2012 9:02:17 AM Manning Formula Normal Depth 1.00 1t T 0.38 ft l 0.013 0.01000 0.36 1.00 1.00 ft/ft ft ft ft3/s V:1 ~ tt1 Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 Project Description Worksheet Flow Element Method Solve For Section Data Highland 8" PVC Circular ChannE Manning's Forrr Full Flow Capac Mannings Coeflic 0.011 Channel Slope 010000 ftlft Depth 0.67 ft Diameter Discharge 8.0 in 1.43 cfs Cross Section Site 9 Highland Drive Cross Section for Circular Channel 0.67 ft 8.0 in V:1~ H:1 NTS h :\pdata\ 134242\caiCS\hydraulics\highland .fm2 RBF Consulting Project Engineer: Computer Services FlowMaster v7 .0 [7 .0005] 05/02/13 11:38:09 AM © Haestad Methods, Inc. 37 Brookside Road waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Project Description Worksheet Flow Element Method Solve For Section Data Highland 12" P\ Circular ChannE Manning's Forrr Full Flow Capac Mannings Coeffic 0.011 Channel Slope 007000 ftlft Depth 1.00 ft Diameter Discharge 12.0 in 3.52 cfs Cross Section Site 9 Highland Drive Cross Section for Circular Channel 1.00ft 12.0in V:1~ H:1 NTS Project Engineer: Computer Services h:\pdata\134242\calcs\hydraulics\highland.fm2 RBF Consulting FlowMaster v7 .0 [7 .0005] 05/02/13 11:36:55 AM © Haestad Methods, Inc. 37 Brookside Road waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Project Description Worksheet Flow Element Method Solve For Section Data Highland 18" R< Circular Channe Manning's Fom Full Flow Capac Mannings Coeffic 0.013 Channel Slope 005000 ftlft Depth 1 .50 ft Diameter Discharge 18.0 in 7.43 cfs Cross Section Site 9 Highland Drive Cross Section for Circular Channel 1.50 ft 18.0 in V:1~ H:1 NTS Project Engineer: Computer Services h:\pdata\134242\calcs\hydraulics\highland.fm2 RBF COnsulting FlowMaster v7 .0 [7 .0005] 05/02113 11:37:28 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Project Description WorKsheet Flow Element Method Solve For Section Data Curb Outlet Rectangular Ch~ Manning's Form1 Discharge Mannings Coeffic 0.013 Channel Slope 035000 ft/ft Depth 0.25 ft Bottom Width Discharge 3.00 ft 5.74 cfs Cross Section Site 9 Highland Drive Curb Outlet Cross Section for Rectangular Channel I~· !-------------!1 ~---------------------------:3.00 «--------------------------~ V:1 D_ H:1 NTS Project Engineer: Computer services h:\pdata\134242\calcs\hydraulics\highland.fm2 RBF Consulting FlowMaster v7 .0 [7 .0005] 05/02/13 11:43:13 AM \Cl Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Project Description Worksheet Flow Element Method Solve For Section Data Linda Lane 1 0" PVC Circular Channel Manning's Formula Full Flow Capacity Mannings Coeffic 0.011 Channel Slope 010000 ftlft Depth 0.83 ft Diameter Discharge fO.O in 2.59 cfs Cross Section Site 10 Linda Lane Cross Section for Circular Channel 0.83 ft 10.0 in V:1~ H:1 NTS h:\pdata\ 134242\calcs\hydraulics\highland.fm2 RBF Consulting Project Engineer: Computer Services FlowMaster v7 .0 [7 .0005] 05/02/13 11:40:22 AM © Haestad Methods, Inc. 37 Brookside Road waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Project Description Worksheet Flow Element Method Solve For Section Data Linda Lane 12" PVC Circular Channel Manning's Formula Full Flow Capacity Mannings Coeffic 0.011 Channel Slope 020000 ftlft Depth 1 . 00 ft Diameter Discharge 12.0 in 5.95 cfs Cross Section Site 10 Linda Lane Cross Section for Circular Channel 1.00 ft 12.0 in V:1L H:1 NTS Project Engineer: Computer Services h:\pdata\134242\calcs\hydraulics\highland.fm2 RBF Consulting FlowMaster v7 .0 [7 .0005) 05/02/13 11:39:55 AM © Haestad Methods, Inc. 37 Brookside Road waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Project Description Worksheet Flow Element Method Solve For Section Data Linda Lane 18" RCP ' Circular Channel Manning's Formula Full Flow Capacity Mannings Coeffic 0.013 Channel Slope 043000 ftlft Depth 1 .50 ft Diameter Discharge 18.0 in 21.78 cfs Cross Section Site 10 Linda Lane Cross Section for Circular Channel 1.50 ft 18.0 in V:1~ H:1 NTS Project Engineer: Computer Services h:\pdata\134242\calcs\hydraulics\highland.fm2 RBF Consulting FlowMaster v7 .0 [7 .0005] 05/02113 11:40:43 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 70% CONSTRUCTION PLANS FOR NORTHWEST QUADRANT STORM DRAIN IMPROVEMENT PROGRAM PROJECT NO. 6608 VALLEY STREET-EAST SIDE, HIGHLAND DRIVE, LINDA LANE VICINITY MAP NOT TO SCALE SHEET INDEX .s.ti£El...HO QESCR!p!ION 1 TITLE SI£ET 2 GEI£RAI. NOTES 3 DETAILS A1V SECTIONS 4 VALLEY STREET A1V BlENA VISTA WAY (SITE 7) 5 VALLEY STREET AIV loiXALLEY l.ME (SITE B) 6-7 HIGH..AIV !:RIVE 8-9 LltiJA l.ME CITY OF CARLSBAD CARLSBAD, CALIFORNIA CITY COUNCIL MATT HALL -MAYOR MARK PACKARD-MAYOR PROTEM LORRAINE WOOD·· COUNCIL MEMBER KEITH BLACKBURN-COUNCIL MEMBER FARRAH GOLSHAN DOUGLAS-COUNCIL MEMBER JOHN COATES CITY MANAGER t7U CLAIREMONT MESA BOULEVARD, SUITE 100 SAN DIEGO, CALIFORNIA 92124-1324 CONSULTING 858.814.5000 FAX U8.814.5001 -.RBF.com RECEIVED MAY 1 4 2013 CITY OF CARLSBAD PLANNING DIVISION "AS BUILT" RCE__ EXP.__ DATE REVIE'NED BY: INSPECTOR DATE t--r-----t--------~-+----+-t---+---I[SHEETl CITY OF CARLSBAD IS.HEETSI l___!_j UTILITIES DEPARTMENT 9 t-----t--~---------+-+---+--t--~~~~ t-----t--~---------+-+---+--t--~ NWQUADRANTSTORMDRAIN IMPROVEMENT PROGRAM TITLE SHEET 1----+------1---------+-+---+-f----J APPROVED \\1LUAM E. PLUMMER DATE INITIAL DATE INITIAL DATE INITIAL ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL GENERAL NQTES 1. NO REVISIONS YtllL BE MADE TO lHESE PLANS YtllHOUT lHE WRITTEN APPROVAL OF lHE GITY ENGINEER, NOTED YtllHIN lHE REVISION BLOCK, ON lHE APPROPRIATE SHEET OF lHE PLANS AND TITLE SHEET. 2. ACCESS FOR ARE AND OlHER EMERGENCY VEHICUES SHALL BE MAINTAINED TO lHE PROJECT SITE AT ALL TIMES DURING CONSTRUCTION. 3. THE CONTRACTOR SHALL CONFORM TO LABOR CODE SECTION 6705 BY SUBMITTING A DETAIL PLAN TO lHE CITY ENGINEER AND/OR CONCERNED AGENCY SHO'ttlNG lHE DESIGN OF SHORING, BRAGING SLOPING OR OTHER PROVISIONS TO BE MADE OF WORKER PROTECTION FROM THE HAZARD OF CAVING GROUND DURING THE EXCAVATION OF SUCH TRENCH OR TRENCHES OR DURING THE PIPE INSTALLATION THEREIN. lHIS PLAN MUST BE PREPARED FOR ALL TRENCHES AVE FEET (5') OR MORE IN DEPTH AND APPROVED BY THE GITY ENGINEER AND /OR CONCERNED AGENCY PRIOR TO EXCAVATION. IF THE PLAN VARIES FROM THE SHORING SYSTEM STANDARDS ESTABUSHED BY THE CONSTRUCTION SAFETY ORDERS, TITLE 8 CALIFORNIA ADMINISTRATIVE CODE, lHE PLAN SHALL BE PREPARED BY A REGISTERED ENGINEER AT THE CONTRACTORS EXPENSE. A COPY OF THE OSHA EXCAVATION PERMIT MUST BE SUBMITTED TO THE INSPECTOR PRIOR TO EXCAVATION. 4. ALL OPERATIONS CONDUCTED ON THE SITE OR ADJACENT THERETO, INCLUDING WARMING UP, REPAIR, ARRIVAL. DEPARTURE OR OPERATION OF TRUCKS, EARTHMOVING EQUIPMENT, CONSTRUCTION EQUIPMENT AND ANY OTHER ASSOOATED GRADING EQUIPMENT SHALL BE LIMITED TO THE PERIOD BETWEEN 8:00 A.M. AND 5:00 P.M. EACH DAY, MONDAY THRU FRIDAY AND NO EARTHMO'ANG DR GRADING OPERATIONS SHALL BE CONDUCTED ON WEEKENDS OR HOLIDAYS UNLESS APPROVED BY THE CITY ENGINEER. (A LIST OF CITY HOLIDAYS IS AVAILABLE AT THE ENGINEERING DEPARTMENT COUNTER.) 5. ALL OFF-SITE HAUL ROUTES SHALL BE SUBMITTED BY THE CONTRACTOR TO THE CITY ENGINEER FOR APPROVAL TWO FULL WORKING DAYS PRIOR TO BEGINNING OF WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEBRIS OR DAMAGE OCCURRING ALONG THE HAUL ROUTE OR ADJACENT STREETS AS A RESULT OF THE GRADING OPERATION. 6. THE EXISTENCE AND LOCATION OF UTILITY STRUCTURES ANO FACILITIES SHOWN ON THE CONSTRUCTION PLANS WERE OBTAINED BY A SEARCH OF THE AVAILABLE RECORDS. ATTENTION IS CALLEO TO lHE POSSIBLE EXISTIENCE OF OlHER UTILITY FACILITIES OR STRUCTURES NOT SHOWN OR IN A LOCATION DIAFERENT FROM lHAT SHOWN ON THE PLANS. lHE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES SHOWN ON THE PLANS AND ANY OlHER EXISTING FACILITIES OR STRUCTURES NOT SHOWN. 7. lHE CONTRACTOR SHALL VIERIFY lHE LOCATION OF ALL EXISTING FACILITIES ~~~~~~~~~o~N~~~:~~D~~WJ~~/~~~~ ~~s~~~~l},~~~Eff-01T IS FOUND THAT lHE ACTUAL LOCATIONS ARE IN CONFLICT YtlTH lHE PROPOSED WORK. B. lHE CONTRACTOR SHALL NOTIFY AAFECTED UTILITY COMPANIES (SEE BELOW) AT LEAST TWO FULL WORKING DAYS PRIOR TO STARTING CONSTRUCTION NEAR THEIR FACILITIES AND SHALL COORDINATE WORK YtllH A COMPANY REPRESENTATIVE. UNDERGROUND SERVICE ALERT SDG&E (GAS) SDG&E (ELEC) TIME WARNER CABLE COMMUNICATIONS AT&T CITY OF CARLSBAD (STREETS AND STORM DRAIN) CITY OF CARLSBAD (SEWER) CMIYO (800)422-4133 (619)547-2020 (619)654-8686 (760)438-7741 (760)806-9809 (760)434-2980 (760)438-2720 (760)438-3891 EROS I ON CONTROL 1c STQRMWAIER MANAGEMENTS NQTES 1. IN CASE EMERGENCY WORK IS REQUIRED, CONTRACTOR YtlLL PROVIDE A CONTACT NAME &: 2. 3. 4. 5. 6. 7. 8. 9. PHONE NUMBER BEFORE CONSTRUCTION COMMENCES. EQUIPMENT AND WORKERS FOR EMERGENCY WORK SHALL BE MADE AVAILABLE AT ALL TIMES DURING lHE RAINY SEASON. ALL NECESSARY MATERIALS SHALL BE STOCKPILED ON SITE AT CONVENIENT LOCATIONS TO FACILITATE RAPID CONSTRUCTION OF TEMPORARY DEVICES WHEN RAIN IS EMINENT. lHE CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL lHE CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY lHE CITY ENGINEER DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. lHE CONTRACTOR SHALL BE RESPONSIBLE AND SHALL TAKE NECESSARY PRECAUTIONS TO PREVENT PUBLIC TRESPASS ONTO AREAS WHERE IMPOUNDED WATERS CREATE A HAZARDOUS CONDITION. GRADED AREAS AROUND lHE PROJECT PERIMETER MUST DRAIN AWAY FROM lHE FACE OF SLOPE AT THE CONCLUSION OF EACH WORK DAY. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT lHE END OF EACH WORKING DAY WHEN lHE AVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40"). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL ON REQUEST, lHE CONTRACTOR MUST PROVIDE PROOF OF lHIS CAPABILITY lHAT IS ACCEPTABLE TO lHE CITY ENGINEER. ALL GRAVEL BAGS SHALL BE BURLAP TYPE YtlTH 3/4 INCH MINIMUM AGGREGATE. MATERIAL NEEDED TO INSTALL STANDBY BMPs NECESSARY TO COMPLETELY PROTECT lHE EXPOSEO PORTIONS OF lHE SITE FROM EROSION, AND TO PREVENT SEDIMENT DISCHARGES. MUST BE STORED ON SITE. AREAS THAT HAVE ALREADY BEEN PROTECTED FROM EROSION USING PHYSICAL STABILIZATION OR ESTABLISHED VEGETATION STABILIZATION BMPs AS DESCRIBED BELOW ARE NOT CONSIDERED TO BE •EXPOSED• FOR PURPOSES OF lHIS REQUIREMENT. 10. DEPLOYMENT OF PHYSICAL OR VEGETATION EROSION CONTROL BMPs MUST COMMENCE AS SOON AS GRADING AND/OR EXCAVATION IS COMPLETED FOR ANY PORTION OF lHE SITE. lHE CONTRACTOR MAY NOT CONTINUE TO RELY ON lHE ABILITY TO DEPLOY STANDBY BMP MATERIALS TO PREVENT EROSION OF GRADED AREAS THAT HAVE BEEN COMPLETED. 11. THE AREA THAT CAN BE CLEARED OR GRADED AND LEFT EXPOSEO AT ONE TIME IS LIMITED TO THE AMOUNT OF ACREAGE THAT THE CONTRACTOR CAN ADEQUATELY PROTECT PRIOR TO A PREDICTED RAINSTORM. 12. ALL BMPs MUST BE MAINTAINED. IF A SELECTED BMP FAILS, IT MUST BE REPAIRED AND IMPROVED, OR REPLACED YtlTH AN ACCEPTABLE ALTERNATE AS SOON AS IT IS SAFE TO DO SO. THE FAIWRE OF A BMP SHOWS THAT THE BMPs, AS INSTALLED, WAS NOT ADEQUATE FOR THE CIRCUMSTANCES IN WHICH IT WAS USEO AND SHALL BE CORRECTED OR MOOIAED AS NECESSARY. REPAIRS OR REPLACEMENTS MUST THEREFORE PUT A MORE EAFECTIVE BMP IN PLACE. STREET NOTES 1. ALL UNDERGROUND UTILITIES AND LATERALS SHALL BE INSTALLED PRIOR TO CONSTRUCTION OF CURBS. CROSS GUTTERS OR SURF AGING OF STREETS. 2. ALL SURVEY MONUMENTS AND POINTS lHAT ARE DISTURBED BY THIS WORK SHALL BE REESTABLISHED, PERPETUATED, AND DOCUMENTED PER THE PROFESSIONAL LAND SURVEYORS ACT. ABBREVIATIONS AB AC ct.G ca;c EQUIP EX FG FL FS GB t9 !NV !RR LF LP AGGREGATE BASE ASPHALT CONCRETE CURB t GUTTER C(ljCRETE EQU!PI£NT EXISTING FINISH GRADE FLOWLINE FINISH SI.RFACE GRADE BREAK HIGH POINT !NVIERT IRRIGATION LINEAL AEET LOW POINT PVMT RCP REC RET RW s so SDRSD Slfi so STO SilK TC TG w Wlot PAVEI£NT RE!NFORCEO CONCRETE PIPE FROM RECORD DRAWINGS RETAINING RECLAlt.tEO WATER SEllER STORM CRAIN SAN DIEGO REGIONAL STAI>CARD DRAWING SEWERIIN+O..E SIDE CPEN!NG STAI>CARD SIDEWALK Ttf' <:17 CURB Ttf' <:17 GRATE WATER WATER J.ETER LEGEND t ABBREVIATIONS --EX STORM ORA IN Cl.EAI«<JT EX SEWER IWH1.E EX SEllER Cl..£AIOJT (; EX 11El.EPHOt£ PEOEST AL -EX FIRE HYORANT .. EX WATER METER EX WATER VALVE EX !RR!GA Tle~j CONTRQ. VALVE I EX !RR!GAT!(Ij CONTRQ. BOX EX CURB ORA IN , EX EILECTR!C POWER FUE EX EILECTR !C f'tU BOX EX EILECTR!C ..ui(;T!(Ij BOX .. EX STREET L1 GHT EX GAS VALVE EX STREET SIGN ~ EX TRAFFIC SIGNAL LIGiT EX POST /POLE -( -. EX TREE -. EX FENCE LINE = STORM CRAIN PIPE ~ STORM CRAIN li>LET ~ STORM DRAIN CLEANOUT -----SAWCUT LINE -_ _.,__ ..... GRADING DAYLIGHT LINE ACP ASHPHAL T CONCRETE PIPE BFP BACK FLOW PREVENTER TRANS EILECTR!C TRANSFORMER EVLT EILECTR!C VALL T FL FLOWLINE t9 H!Gi POINT IE lNVIERT ELEVAT!(Ij LP LOWPOINT STL STEEL ~ POT HO..E/BOR!NG LOCATION "AS BUILT" RCE___ EXP.____ DATE REVIEWED BY: / r!565-<:-32!i0 CIH:RETE 14 BARS • 12· o.c."l\. \ ""'-/'J eARS • a· o.c. r+~-----+~--~----~------~ l.k" ·./Oir" .. ·/.~~1 ,. . ........ .,,,.,., / ( a..osED CEll. I£CPREI£) · ... ~ . ·. . II IN \ "4vc PIPE ~IPE BElDING CONCRETE CAP DETAIL I ~ I I ' I ' I I SOWK PL£ I EX C\.RB ANO GUTTER~ I ~ I I ' I ' I I Pl..£ SDWK I EX C\.RB ANO GUT~ N.T.S. 54' RIGHT t:F WAY I 34 '• TRAVELED WAY UNDALANE N.T.S. 60" R!GfT t:F WAY I 40' • TRAVELED WAY VARIES ~- I ~ I 5' I SOWJ< I I :----,_EX C\.RB ANO GUTTER I 1 5' I PL£ I I . ......._EX C\.RB ANO GUTTER MAGNOLIAAYENUE BETWEEN HIGHLAND AVENUE AND YVETTE WAY N.T.S. I ' ~ I 60' R!l~fT t:F WAY I I VARIES 25' TO ~·• TRAVELED WAY I I I I I v~ v~ES f-- I ~ I I I I I ~-A~E!ERM .--_J NOTES: 1. A Sl«llTH CONT!IUJUS TRANS!Tl(Jj SIG.Ul BE IIAINTA!t£D BETWEEN THE EXISTING BERII FLOILINE AND THE TIJ' t:F THE ADJACENT PROPOSED OlTQi (SEE BELOII). BERM QPENING DETAIL N.T.S. VAl I.FY STREET BETWEEN BUENAVISJAWAYAND MCCAULEY LANE I $ I N.T.S. I MA TQi EX El.EV , VARIES /EX AC BERII W/ I PLAN OPENINGS PER PLAN I ""-EX AC PAVEI.ENT MATQi LIP t:F OlTQi TO BOTIOII t:F N:. BERII OPENING TYPE B OlTQi PER SORSO D-75 TYPICAL TYPE B PITCH SECTION VA' ' fV STREET BETWEEN MCCAULEY LANE AND CARLSBAD BLW N.T.S. I ~ I N.T.S. 60' R!GfT t:F WAY 24' To JO'• '_TAA~ELEo WAY I I I I VAlUES V~ES I 1 HIGHLAND DRIVE BETWEEN MAGNOL.IAAYENUE AND TAMARACI<AVENUE N.T.S. "AS BUILT" RCE ----EXP.------DATE REVIEWED BY: INSPECTOR DATE I SH3EEf I CITY OF CARLSBAD II SHEETS I 1---+----+--------------------------+----t--··+----f-----l UTILITIES DEPARTMENT 9 ~--t---t-----------------------t---+---t---+----~~~~~~~~~~~============~~==; 1----t---t-----------------------t---+----t---+------l NW QUADRANT STORM DRAIN IMPROVEMENT PROGRAM DETAILS AND SECTIONS ~ 0 ,.; 0 0 ~ 0 I "' ~ ... ~ ;:;. "" §' :J I §' "S 6 'i: ~ c5 >-j ~ 6" ~ -~----*=-II APPROVED ~LLIAM E. PLUMMER ·I ~ ~-· r-~---+---------------------+---+--4---+--1111 ~ 975$ CLAIREMONT MESA BOULEVARD, SUITE 100 t----t-----t--------------------------+----t---+---+---J DEPUl'f Cll'f ENGINEER PE28176 EXPIRES 3 31 14 ~ / ·~···· . ······ . . ..... "..... e • • • SAN DIEGO, CALIFORNIA 92124-1324 DAlE INITIAL DATE INI]Al II~WN BY: II PROJECT NO. I iiR4A5~7N~FNO.I ;< L._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._.~C~0~N~S~U~~=T~IN~G:._._.:85:8~.8:1:4:.5~000:: .... F~A:X~8:M::.8~14:·:50:~:. .. ~www:::·R:B:F:.c~o=m~~~EN~GIN~E~ER~O~F~~~R~K--R.EV·I-SI·O·N·D·E·S·C-RI·P-TI~ON----------~~o~m~ER~A~P~P~R~O~V~A~L.+~~~~~~~~~A~PP~~~~:~·~~~~;~~~~~K~D~~~~~-~-~-~-~~~~6~6Q~8~~~-~~~~~~~! I I ~~-----------~-~~~~~~~~~~ ; ~ l ----------+---·--·---------+ ' i I iE I I I 1 I ' I ----~---~-------~~- I . I _________ _l __________ l_ _______________ _L ___________ _L ___________________ JroRM DRA1f1 PRof.LE ' I I I SCALE: HORIZ. 1 -20' 'J, EX 8" STL WATER MAIN EX 6" AC BERM -' ,, ~. - ) VERT. 1"-2' ,, ."' 189 -+-------~- 1 I I I +---------------+----~---~-~-------~-- ' I I I I ---+- 1 I I I II ! I I ' I -·--------------·-···· ---j_ ----------------..J. _______________ j___ ______ ~~-L----------L '-{ .. ;.' 20 10 20 40 60 ------SCALE: 1"=20' PLANNINB • DESIGN • CONSTRUCTION GENERAL NOTES: CONSTRUCTION NOTES CD PROTECT IN PLACE 0 TRENCH, RECOMPACT, Be RESURFACE PER CITY STD GS-26 <D SAWCUT ® TYPE A4 STORM ORA IN CLEANOUT PER SDRSD D-9 (!) TYPE F CATCH BAS IN PER SDRSD D-7 1. RIGHT-oF-WAY (R/W) SHOWN ON PLANS AAE SCI£IIAT!C Ott. y. Q) ~WP~E~ol~ ~~s6RB~ ~~*K~i;L PER CITY STD s-5 @ ~~T 4~ SECTION OF EXISTfNG BERM PER DETAIL ON 2. CONTRACTOR TO VERifY ALL CONfCRotS WITH EXISTING UI'ROVE~TS PRIOR TO CONSTRUCTION. @ ~~~~~~D~O~~l~&::~ ~E I ~E~~g~~~~D BRAG ING FOR 3. CONTRACTOR TO REPLACE EXISTING STRIPING ~ SIGNAGE DAIIAGEO Dl.IUNG CONSTRUCTION. 4. CONTRACTOR TO DEWATER UTILITY TRENCI£S AS REOOIRED. @ ~~ ~~~~~A~R6~j5EBsS66~~ ~~~~~~r8~ ~~E~~J·Fw~n~ 5. TRENCH PLATES ALLOWED. BASIS OF COORDINATES AND ELEVATIONS NAD 83 (1991.35 EPOCH) ClSB-129 N 2005801.527' E 6223329.966' El. 20.040' NGI/029 RECORD Of SURVEY 17271 3" SAN DIEGO COUNTY DISK MONUMENT IS IN THE TOP Of A CONORElE SIGNAL BASE, 500 FEET NORTH Of COAST HIGHWAY 101 INTERSECTION \11TH RAILROAD TRACKS. 14 fEET EAST Of TRACKS, IN THE BACK Of CARLSBAD WATER f ACIUTY OPENING STARTING 5' UPSTREAM OF CATCH BASIN. @ *g-;r~~T~si0 M~~~l~NS~~~L S~~\~~E~XG~rg~~ ~~~t~ AND MATERIAL AS EXISTING PIPE. \£ ~~NES. AND RIGHT-OF-WAY UNES SHOWN HEREON t =~~~~~ :~~AI~~~E::~ ~~;D~DfOR r ~~ ::g:g~~A~~~ON~M~~N~: J~~TO ~ MAPS. BEARINGS AND DISTANCES FROM THIS DRA\11NG ~ ClSB-130 N 2003724.503' E 6224845.188' REPRESENT A BEST FlT COMPILATION Of RECORD DATA. ,'._ THESE CENTERUNES. AND RIGHT-OF-WAY UNES ARE '!f INTENDED TO BE USED FOR A GRAPHIC REPRESENTATION I ONLY. ~ El. 40.91 0' NGI/029 RECORD Of SURVEY 17271 2.5" DISK STAJMPED CLSB-130 LS. 6215 MONUMENT IS IN THE SOUTHEAST CORNER Of DRAINAGE BOX INLET AT THE END Of CURB RETURN IN THE NORTHEAST CORNER OF GRAND AII£NUE AND WASHINGTON STREET, 52 fEET WEST Of RAILROAD TRACKS AND 40 FEET NORTH OF THE CENTER Of GRAND AII£NUE. RCE __ _ REVIEWED BY' INSPECTOR "AS BUILT" EXP.----DATE ~ ~ :J 6 ~ <.'J I ~ cJ BASIS OF COORDINATES AND ELEVATIONS NAO 83 (1991.35 EPOCH) l.''' SCALE: HORIZ. 1"-20' VERT 1"= 2' ·----·----·-----·---_________ __J_ -----------~----------:' ---------+---------i---------1 SCALE: HORIZ. 1"-20' VERT. 1"-2' 24 RCP GENERAL NOTES: 1. RIGHT-oF-WAY (R/W) SHOWN ON PLANS ARE SCI£MATIC ONLY. i 2. CONTRACTOR TO VERIFY ALL OONFORMS WITH EXISTING IMPROVEI.ENTS PRIOR TO CONSTRUCTION. 3. CONTRACTOR TO REPLACE EXISTUil STRIPING It SUlNAGE DAMAGED Ol.lliNG CONSTRUCTION. 4. CONTRACTOR TO OEWATER UTILITY TRENQ£S AS REQUIRED. 5. TRENCH PLATES ALLOWED. 20 10 20 165 (7.2.31) CONSTRUCTION NOTES 0 PROTECT IN PLACE Q) MATCH EXISTING 0 TRENCH, RECOMPACT, &: RESURFACE PER CITY STO GS-26 @ SAWCUT (j) ~6~E p~~~Dl~ ~~2s6R6~~~ ~~~K~h~L PER CITY STD S-5 ([} ~f~~~~~B ~~m~ =~~ ~c~E~Of~~DI~nm~o IN SLOPE. @ CONNECT TO EX CLEANOUT @ ~6~~~1 b~ ~~T b ~~yO~ I ~~0 W m~p~~~gt INA~~~gX I M~f~ LENGTH OF NEW FENCE IS 25' . @ ~¥~~ol~B~T PER SDRSD D-2. MODIFIED PER CITY @SIDEWALK PER SDRSD G-7 (W"5') @ CROSS GUTTER PER SDRSD G-12 @ GR I NO AND OVERLAY @ RETAINING WALL PER SDRSD C-2 "AS BUILT" RCE___ EXP.----DATE 40 60 REVIEWED BY: ------SCALE: 1 ""20 ' INSPECTOR DATE I l EX Gi ELECTRid' w :::) z w > l': <( '<( rEX Gi ELECTRIC(!) , :; . , J.-EX POWER POLE ( TYP) , -~=~1. "1 20 I I i I --· --_.__ ---1 -~------------+I--411'7110A-------+----- I I I ---+-------------l--4411&!-----·-------+---------+---~-----l--------il---------i--- 10 20 40 60 --- STORM DRAIN DATA TABLE iKl I BEARii'Kl/OELTA I RADIUS I LENGTH I NOTE 1 N 61 52 33 2 N624911 3 N280727 E --99.09' 18" RCP w --17.61 18 RCP w --201.52 18 RCP GENERAL NOTES: L RIGHT-Of-WAY (R/W) SHOWN ON PLANS ARE SCI£IIA TIC ONLY. 2. CONTRACHR TO VERIFY ALL C<.l'F<RIIS WITH EXISTII'I3 llof'ROVEI.IENTS PRieR TO CONSTRU::TION. 3. CONTRACTCR TO REPLACE EXISTI1'13 STRIPII'I3 t SIGNAGE DAMAGED Olllli'Kl CONSTRUCTION. 4. CONTRACTCR TO DEWATER UTILITY TRENCI£S AS REQUIRED. 5. TRENCH PLATES ALLOWED. 6. CONTRACTCR TO BRACE AND SHORE TRENCH AS REQUIRED TO CONSTRUCT STORM CRAIN. BASIS OF COORDINATES AND ELEVATIONS NAD 8J (1999.92 EPOCH) CLSB-115 N 2002712.371' E 6234065.652' ELEV. 316.828' (NGVO 29) RECORD Of SURVEY 17271 2" IRON PIPE AND DISC STAI.iPEO" CLSB-115 L.S. 6215" IN WEST SIDE AC SHOULDER OPPOSITE 3935 SKYLINE RD. CLSB-126 N 2001291.609' E 6236635.227' ELEV. 74.590' {NGVO 29) RECORD OF SURVEY 17271 CONSTRUCTION NOTES CD PROTECT IN PLACE (!) MATCH EXISTING CD TRENCH, RECOMPACT' 8c RESURFACE PER CITY STD GS-26 CD SAWCUT ® TYPE A4 STORM ORA IN CLEANOUT PER SDRSD D-9 (j) ~~~~ ~~go M;~S~Ng_~~E~g~ ~~~KF ILL PER C 1TY STD S-5 FOR @ g~~~E~~D E~J~g~ C~~~E'tc~~~bN e6~~Yo~0 O~R~~?~~?N~L~1~~UT. @RELOCATE EXISTJNG FIRE HYDRANT PER CITY FIELD INSPECTOR @ TYPE A CURB OUTLET PER SDRSD D-25 @ 85¥eE~ND REMOVE CONFLICTING PORTIONS OF EXISTING CURB @ ~~~W~b 0~:~/Y~N~ti~~ UNDER EX PEDESTRIAN RAMP . PROTECT NOTE: PROPERTY LINES AND RIGHT-OF-WAY LINES SHOWN HEREON ;g WERE ESTABLISHED FROM AVAILABLE RECORD l.iAPS AND o ASSESSOR'S l.iAPS. NO TITLE REPORTS WERE REVIEWED FOR d_ ilj~ ::g::g~cif~~ ... ~~~JwON~ol.i:iE'N~: ~~~TO ~ MAPS. BEARINGS AND DISTANCES TAKEN FROM THIS ORA\\IN " REPRESENT A BEST FIT COI.iPILATION Of RECORD DATA. ~ :,i~o[~foE~r ULI~~S F~D A R~~~ -:~~f~~A~~N j ONLY. ~ "AS BUILT" RCE __ _ EXP.---- REVIEWED BY: DATE / < §? ::; ~ i " I ---2" IRON PIPE AND DISC STAI.iPEO "CLSB-126 L.S. 6215" 15 FEET OFF EAST SHOULDER OF EL CAMINO REAL 100 FEET SOUTH OF INTERSECTION \\ITH TAMARACK AVE. " "' SCALE: t":o:2Q' PLANNINB • DESII!IN • CONSTRUCTION INSPECTOR DATE 1 SHsn 1 ciTY oF cARLSBAD 1 SH9ETS 1 ·-----------==~====.:"~===~====~====! UTILITIES DEPARTMENT ~-~---i-----------------~--~-1---1---i ~~~ 1---f---f--------------+---+----+---t-----1 NWQUADRANT STORM DRAIN IMPROVEMENT PROGRAM HIGHLAND DRIVE l--t---t---------------+-+--+----I~======~(S:::ITE~9)~====~ APPROVED WILLIAM E. PLUMMER ;5 ~ ::i ~ ~ 0 < u / ~ ;!:, 9755 CLAIREMONT MESA BOULEVARD, SUITE 100 PROJECT NO. i SAN DIEGO, CALIFORNIA 92124-1324 DATE INITIAL DATE INITIAL DATE INITIAL ~ I. .................................................................................................. ~C::CJ::I'j::S~IJ~~=:J"~I~I'j::(3:. .... ~8:5:8~.8~1:4~.5:000::~ .. ~F~A:X~8:86~.8:1:4:·:50:0:1~ .. .:www:::·R:B:F~.:co:m:. .. ~EN~G~INE~E~R~~~~~R~K--R~E~V~IS~I~ON~D~E~S~C~R~IP·T~IO~N~----------~OT~HE~R~A~PP~R~OV~AL~~c;IN~AP;P~RO~V~AL~;;;;;;;;~;;~~~~66Q~8;;~~~~~~~u~ I I I I ! I . -------+----------1-1&---~==-==-=--i --t---+-----=+-+, j ' f i I 0 I ---~~~=~1:_:----~---~----------+--r:----~--~~~nGroGV~~~'f~~c----------4~~~--~&--- l ---I I ------._ ' l_-i -- I ~---Hr----~H---~--~~~----------+----~~~-----~~++--~H-~~~ ~~ I ~ I ~~ BASIS OF COORDINATES AND ELEVATIONS NAD 83 (1999.92 EPOCH) ClSB-115 N 2002712.371' E 6234065.652' ELEV. 316.828' (NG'ID 29) RECORD OF SURVEY 17271 2" IRON PIPE AND DISC STAiolPED" CLSB-115 LS. 6215" IN v.t:ST SIDE AC SHOULDER OPPOSITE 3935 SKYLINE RD. 4+00 ~0 ~~ i -~~·__..,----:-::1-r-t ~~ ._ I ~>-J...------~:-12" P\IC ~DRAIN ~\!5 I ~"''"'"''------· d~ t ~ I ~~ i-~~~ ·-------Iii~:!! I ~ g I eli~- +------------1 -----------r-----~~~--+--------:--- 1 1 ~~~ I I . i I ______________________ l ___________ , _____ __l ___________ L 5+00 GENERAL NOTES: STORM DRAIN PROFILE 6+00 SCALE: HORIZ. 1" • 20' VERT. 1"= 2' STORM DRAIN DATA TABLE !9. BEARING/DELTA RAO!US LENGTH 1 N 28"07 27 w 64.89' 2 N280727 w --237.34' 3 N 19"13'06" E --22.93' 4 N 61 52'33 [ --14.79' NOTE 18" RCP 12 PVC 12" PVC 8 PVC 7+00 1ao 1 I ____________ _L__._____ _______________ I ______ ~----- 20 10 CONSTRUCTION NOTES 0 PROTECT IN PLACE 0 TRENCH, RECOMPACT, ~ RESURFACE PER CITY STD GS-26 0 SAWCUT ® TYPE A4 STORM DRAIN CLEANOUT PER SORSO 0-9 (]) ~~~~ ~~go§~~~Ng_~~E~g~ ~~~KFILL PER CITY STD S-5 FOR ® CONCRETE CAP PVC STORM DRAIN PER DETAIL ON SHEET 3 @ 24"X24" GRATED BROOKS BOX INLET (TRAFFIC RATED) @ RELOCATE EXISTING MAILBOX @ ~~~gN~~8/[~?~~r~~t~JI~~FE6~~I~~Af~ ~~~~6s~~Ef~LET. AND ABANDON EXISTING OUTFLOW PIPE. ,, -~ RCE __ _ "AS BUILT" EXP.----DATE 0 20 40 60 REVIEWED BYo ------SCALEo 1 "=20 ' INSPECTOR DATE CAP f--:r: " ~ "' <( 0 "' J· 40'% • ......... !· t? I l I ~I I ~ w "' 0 0:: z 0 ::::;; Pti ~ ~~~~~~~~~o~· I. ,, ~ "' ~ li 'on ll:j ·"' l:i l:i ~ STORM DRAIN DATA TABLE 00 I EEARING/DELTA I RADIUS I LENGTH I NOTE 1 N61 52 49 E --237.72 18 RCP 2 N61"52'49"E --250.42' 18 RCP 1, 216. 78i1E IN N V·l,ll ~\;. i I 216.58tiE OUT ! I ~ I I I l / I~ICAL POINT ~ EX GROtNl J 0.. rF PIPE" ./ / ·-------~---~-~~----·---~-L-----~~-----t-~----·----- 1 ! _............ i I / i ~ ~I i I i i I --~----------~-------+-------·-1 ! STORM DRAIN PROFILE SCALE• HORIZ. 1•= 20' VERT. 1"= 2' I 20 10 0 20 40 60 ------SCALL 1 ·~20' PLANNINB • DESIIIN • CONSTRUCTION CONS_IBUCTION NOTES Q) TRENCH, RECOMPACT, & RESURFACE PER CITY STD GS-·26 0 SAWCUI ® TYPE A4 STORM DRAIN CLEANOUT PER SDRSD D-9 (j) ~s~~ ~~go~~~Ng_~~E~g~ ~~~KFILL PER CITY STO S-5 FOR @ ~~~~ f ~~g ~~~~~E p~2R~62~o 0~-~~IS fi NG CROSS GUTTER AT GENERAL NOTES: 1. R!Gtff-<F-WAY (R/W) SHOWN a.! PLANS ARE SCI£MATIC OK.Y. 2. CCMRACTal TO VERIFY ALL CON"ORMS WITH EXISTING III'ROVEIIENTS PR!al TO Ca.ISTRUCTla-1. 3. Ca.ITRACTal TO REPLACE EXISTING STRIPING t SIGNAGE OAIIAGEIJ !XIliNG Ca.ISTRUCTia-1. 4. CCMRACTal TO OEWATER UTILITY TRENO£S AS REQUIRED. 5. TRENCH PLATES ALLOWED. 6. Ca.ITRACTal TO PROTECT IN PLACE ALL EXISTING UTILITIES AT CROSSINGS WITH PROPOSED STORM DRAIN. 7. Ca.ITRACTal TO IIAINTAIN/RE-ESTAILISH ACCESS TO aliVEWAYS AT THE ENl rF EAO-t WORK DAY. 8. CCMRACTal TO BRACE AHl SHORE TRENCH AS REQUIRED TO Ca.ISTRUCT STORM DRAIN. SEE PLAN 8c PROFILE ON Sl-EET 9 "AS BUILT" RCE___ £XP.____ DATE REVlEWED BY: INSPECTOR DATE I SHSEET I CITY OF CARLSBAD I SH9EETS I 1-----t---t----------------f-----f----ji----+---1 UTILITIES DEPARTMENT l-----+---~------------------------r---+---+---~--1 ~--t--t---------------1-----t---11----+-~~~~ 1----t--+----------------+----+--+---+-----1 NWQUADRANT STORM DRAIN IMPROVEMENT PROGRAM LINDA LANE (SITE 10) WILLIAM E. PLUMMER . ' SCALE' HORIZ. 1 "-20' VERT. 1"= 2' 0 1 2 3 4 5 6 7 8 9 8+00 STORM DRAIN DATA TABLE OCARING/OCLTA RADIUS LENGTH N14'13'37"W --31.29' N24 59 21 w -40.87 N24 59 21 W --89.81 N24 59 21 w 127.92' N14 12'06"1 --17.04' N81 29 14 E -32.95 N47 42 44 E --26.84 N02'42 44 E --25.74' 6 N30 46 23 E --3.73 6 -~Ill!.~~-'--------------·---r-·---··-------~---·-1---- ----+ ---' --~-:- -+-~--~--------------- j_ ! i I I i ! ---------·--------------~-------------------1 ------------------------- 9+00 STORM DRAIN PROFILE 10+00 SCALE' HORIZ. 1"• 20' VERT. 1"= 2' -•'""'""'"."' OR PLASTIC WATER BARRIER NOTE 10" PVC 10 PVC 12 PVC 12 PVC 10 PVC 10 PVC 10 PVC PERF PVC PERF PVC ''-1.' PLAN 1c PROFILE ON SHEET 8 ..... , 2010 60 20 40 ------ PLANNINI3 • DESIBN • CONBTAUCTION I i I ·----+1 ~22090-------+1----~B---+--!;11 , I I i 1 _____________ L __ ~-----~--------_i _____________ L__~---- STORM DRAIN PROFILE SCALE' HORIZ. 1"• 20' VERT. 1"= 2' CONSTRUCTION NOTES CD PROTECT IN PLACE. CD TRENCH. RECOMPACT. &:: RESURFACE PER cITY STD GS-26 CD SAWCUT ® TYPE M STORM DRAIN CLEANOUT PER SDRSD D-9 0 ~~~: ~~go:ill~ssNg_~~E~g~ ~~~KF!LL PER CITY STD S-5 FOR @ 24"X24" GRATED BROOKS BOX INLET (TRAFFIC RA.TED) GENERAL NOTES: 1. R!GiT-Of"-WAY (R/W) SHlWK ON PLANS ARE SOiEJ,IA TIc 001.. y. 2. CONTRACTOR TO VERIFY ALL <XN"ORIIS WITH EXISTING III'ROVEI£NTS PRIOR TO CONSTRUCTION. 3. CONTRACTOR TO REPLACE EXISTING STRIPING t SIGNAGE OAliAGED Ol.fliNG CONSTRUCTION. 4. CONTRACTOR TO OEWATER UTILITY TRENCI£S AS REQUIRED. 5 . TRENCH PLATES ALLOWED. 6. CONTRACTOR TO PROTECT IN PLACE ALL EXISTING UTILITIES AT CROSSINGS WITH PROPOSED STORM DRAIN. 7. CONTRACTOR TO MAINTAIN/RE-ESTABLISH ACCESS TO ~IVEWAYS AT Tl£ END Of" EACH~ DAY. 8. CONTRACTOR TO BRACE AND SHORE TRENCH AS REQUIRED TO CONSTRUCT STORM DRAIN. "AS BUILT" RCE___ EXP.______ DATE REVlEWED BY: INSPECTOR DATE I SHgEET I CITY OF CARLSBAD I SHgEETS I -+----+----+----t---~L~~~~~U~T~IL=I=Tl=E=S=D=E=P=AR=T=M=E=NT====~~==~ ~---+~----~---------------------------~---+---1-----r--1~~~ 1----+---+------------+--+--+---t----t NWQUADRANT STORM DRAIN IMPROVEMENT PROGRAM LINDA LANE (SITE 10) APPROVED WLLIAM E. PLUMMER