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EA 15-06; 6608 NW Quadrant Storm Drain Program; Administrative Permits (ADMIN) (2)
PLANNING DEPARTMENT APPLICATION FORM FOR EARLY ASSESSMENT BY THE SPECIAL PROJECTS TEAM THIS SECTION FOR PLANNING DEPARTMENT USE ONLY PROJECT (EA) #: -pj^ \<5 - 0(^7 DATE SUBMITTED:'-} ^ _ PLANNER: PROJECT PROPONENT/DEPT CONTACT SIGNATURE: JlEEUI-Y-PUBHe-WeRKS^rRECTOR 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: ST ^ 6608 NORTHWEST QUADRANT STORM DRAIN PROGRAM - ARBUCKLE PLACE AT MADISON AVENUE 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 #. Yes, 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 will be prepared (e.g., biology, archeology, traffic, noise, etc.). Hydrology and Hydraulic Analysis Is the project on City property? If not, has property owner authorization or an easement been secured? Yes - within public City streets Identify the project location. Include specific parcel numbers if possible. Arbulfle Place intersection with Madison Avewie and Madison AvcnHe between2770 Madison and 2755 Jefferson Street (fronts on Madison Avemie). ST"- 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.). Project Design - June 2015 thru December 2015 Prepare bid package - January 2016 Bid Project - January 2016 thru April 2016 Award Project - May thru June 2016 Construct Project - July thru August 2016 RECEIVED JUL 1 3 2015 P'-A;.Ni!;G DiViSIOM Early Assessment For City Projects - Revised 1/3/1 Page 2 of 3 PLANNING DIVISION EARLY ASSESSMENT FOR CITY PROJECTS PROCEDURE AND APPLICATION WHAT is an Early Assessment? It is an early, informal review of your city project by the Planning Division prior to a formal application submittal. The Early Assessment review is required for all city projects. WHAT you need to provide: • Application form (signed by the project engineer and the Deputy City Engineer); • Two (2) sets of your site plan and/or other exhibits (folded to 8^/2 x 11) with sufficient detail to allow staff to adequately review your proposed project; • Completed storm water standards questionnaire Form E-34 (see below for more information). • Any other information that you think will contribute to staff's understanding of your proposal. About the storm water form: The storm water standards questionnaire (Form E-34) to complete is available from the Development Application Forms and Handouts page of the city's website at http://www.carlsbadca.gov/business/building/permitting-process/Pages/Engineering Applications.aspx. Since storm water requirements are location and project-specific, please complete the foiTn for each project proposed and for each project location proposed. For projects covering large areas, such as a pavement overlay or sidewalk replacement, it may be appropriate to fill out only one form. For guidance on storm water or if you have questions about the form and its applicability, please contact Jeremy Riddle, Associate Civil Engineer, in Land Development Engineering at Jeremv.riddle@carlsbadca.gov or extension 2737. WHERE to submit: Please submit your application at the Planning Division Development Services Counter. HOW your application will be processed: After a submittal is made, your application will be sent to the Land Development engineer and Special Projects planner assigned to review it. Depending on the project, the planner may request additional plans for review by additional departments, such as Police or Fire. The planner will prepare a written response to your submittal (in memo form), incorporating comments from all reviewing departments. You should receive this memo within thirty days after the date you submitted the application. The response memo will address (at a minimum) the following: General Plan, Zoning, and Coastal Zone information; Anticipated permit, processing, and CEQA requirements; Storm water requirements or comments; Identification of any major project issues based upon the Early Assessment submittal; and. Contact information for the planner and engineer and any other persons who reviewed your project. The Early Assessment does not represent an in-depth analysis of vour proiect. The completeness and accuracy of your submittals will dictate the qualitv of vour project's Early Assessment response. Additional issues of concern mav be raised after your permit application package is formally submitted and processed for a more specific and detailed review. Also, additional and/or different issues of concem mav arise with the passage of time and changing circumstances, regulations, etc. Therefore, the issues and requirements identified in the Early Assessment response memo might change if there is a long lead time between the Early Assessment response and the submittal of a formal project application. A copy of your Early Assessment will be kept on file in the Planning Division Should you submit a formal application in the future, the Planning Division will make every effort to assign the application to the same planner who processed your Early Assessment application. Early Assessment For City Projects - Revised 1/3/11 Page 1 of 3 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. Install new storm drain pipeline, a minimum of one inlet to eliminate ponding and one storm drain clean out. Install AC berm for erosion control, install concrete cross-gutter, overlay a small portion of roadway to eliminate ponding. Repave per City of Carlsbad standards. Early Assessment For City Projects - Revised 1/3/11 Page 3 of 3 ^ City of (parlsbad STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov STEP 2 TO BE COMPLETED FOR ALL NEW OR REDEVELOPMENT PROJECTS To determine if your project is a priority development project, please answer the following questions: YES NO 1. Is your project a new development that creates 10,000 square feet or more of Impervious surfaces collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. 2. Is your project creating or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surface? This Includes commercial, Industrial, residential, mixed-use, and public development projects on public or private /and. iX 3. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and dr/n/cs for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for Immediate consumption. 1/ 4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the enfire project sife and supports a hillside development project? A hillside development project Includes development on any natural slope that Is twenty-five percent or greater 5. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot. A parking lot is a land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce. 1/ 6. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a street, road, highway freeway or driveway? A street, road, highway, freeway or driveway Is any paved Impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. i/ 7. Is your project a new or redevelopment project that creates or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? "Discharging Directly to" Includes flow that Is conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed In a pipe or open channel any distance as an Isolated flow from the project to the ESA (I.e. not commingles with flows from adjacent lands).* 1/ 8. Is your project a new development that supports an automotive repair shop? An automotive repair shop is a facility that Is categorized In any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. 9. Is your project a new development that supports a retail gasoline outlet (RGO)? This category Includes RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Dally Traffic (ADT) of 100 or more vehicles per day. \y 10.1s your project a new or redevelopment project that results in the disturbance of one or more acres of land and are expected to generate pollutants post construction? 11.1s your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? 1/ If you answered "yes" to one or more of the above questions, you ARE a priority development project and are therefore subject to implementing structural Best Management Practices (BMP's) in addition to implementing Standard Storm Water Requirements such as source control and low impact development BMP's. A Storm Water Management Plan (SWMP) must be submitted with your application(s) for development. Go to step 3 for redevelopment projects. For new projects, go to step 4 at the end of this questionnaire, check the "my project meets PDP requirements" box and complete applicant information. If you answered "no" to all of the above questions, you ARE NOT a priority development project and are therefore subject to implementing only Standard Storm Water Requirements such as source control and low impact development BMP's required for all development projects. A Stomn Water Management Plan (SWMP) is not required with your application(s) for development. Go to step 4 at the end of this questionnaire, check the "my project does not meet PDP requirements" box and complete applicant Information. E-34 Page 2 of 3 Effective 6/27/13 City of Carlsbad STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov INSTRUCTIONS: 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). Initially this questionnaire must be compteted by the applicant in advance of submitting for a development application (subdivision, discretionary pennits 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 Stonnwater 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 ofthe development applicafion as incomplete. In this case, please make the changes fo the questionnaire and resubmif 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 Fonn with construction permits for the project. Please start by completing Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. STEP 1 TO BE COMPLETED FOR ALL PROJECTS To determine if your project is a priority development project, please answer the following questions: YES NO 1. Is your project LIMITED TO constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: (1) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non-erodible permeable areas; OR (2) designed and constructed to be hydraulically disconnected from paved streets or roads; OR (3) designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets guidance? :^ 2. Is your project LIMITED TO retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in accordance with the USEPA Green Streets guidance? 1^ If you answered "yes" to one or more of the above questions, then your project is NOT a priority development project and therefore is NOT subject to the storm water criteria required for priority development projects. Go to step 4, mark the last box stating "my project does not meet PDP requirements" and complete applicant information. Ifyou answered "no" to both questions, then go to Step 2. E-34 Page 1 of 3 Effective 6/27/13 r \^ City of lsbad (par. STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov STEP 3 TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPEMENT PROJECTS ONLY Complete the questions below regarding your redevelopment project: YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area ofthe previously existing development? If you answered "yes," the structural BMP's required for Priority Development Projects apply only to the creation or replacement of impervious surface and not the entire development Go to step 4, check the "my project meets PDP requirements" box and complete applicant Information. If you answered "no," the structural BMP's required for Priority Development Projects apply to the entire development. Go to step 4, check the "my project meets PDP requirements" box and complete applicant Information. STEP 4 CHECKTHE APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION • 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 part of these requirements, I will incorporate low impact development strategies throughout my project. Applicant Information and Signature Box CMry OP C4<^^2Ji^M:>. Address: pXietkC ijCtMc^ ^ ,r -^r^ /'A Applicant Name: C'\-7C^/f"^ jlicant Signature: Accessor's Parcel Number(s): fT y SIT3€^ ( M ^ ^ Applicant Title: Date 1 - / _ This Box for City Use Only City Concurrence: YES NO By: Date: Project ID; * Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; 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 quivalent 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 Copermittees. E-34 Page 3 of 3 Effective 6/27/13 CITY OF CARLSBAD REVIEW AND COMMENT MEMO *ALWAYS SEND EXHIBITS DATE: JULY 14. 2015 PROJECT NO(S): PROJECTTITLE: APPLICANT: EA 15-06 REVIEW NO: 6608 NORTHWEST QUADRANT STORMDRAIN PROGRAM CITY OF CARLSBAD/SHERRI HOWARD TO: 1X1 Land Development Engineering O nn Police Department-J. Sasway O I I Fire Department - Greg Ryan \Z1 I I Building Division-Will Foss O I I Parks & Recreation (Parks/Trails) - Liz Ketabian [H cn Parks & Recreation (Trees & Medians) - Kyle Lancaster Q • Public Works Department (Streets) • I I Public Works Department (Traffic) - John Kim Q I I Public Works Department (Design) - David Ahles [U O SANDAG (Any huge/major development) 401 B. Street, Suite 800, San Diego CA 92101-4231 Public Works (Storm Drain) - Clayton Dobbs Public Works (Wastewater) - Don Wasko Public Works (Water) - Eric Sanders Water/Sewer District Landscape Plancheck Consultant - PELA School District North County Transit District - Planning Dept. Sempra Energy-Land Management Caltrans (Send anything adjacent to 1-5) State of California Dept. of Transportation Planning Division, ATTN: Jacob Armstrong 4050 Taylor Street, MS 240 San Diego, CA 92110 FROM: PLANNING DIVISIOiy/Ny <^ Please review and submit written comments and/or conditions to the TRACKING DESK in LDE at 1635 Faraday Avenue, by 8/12/15. Ifyou have "No Comments," please so state. If vou determine that there are items that need to be submitted to deem the appiication "complete" for processing, please immediatelv contact the applicant and/or their representatives (via phone or e-mail) to let them know. Thank you COMMENTS: Signature Date PU\NS ATTACHED Review & Comment 8/14 RBF JN: 133979 2 of 2 General ITEM NO. DESCRIPTION QUANTITY UNITS UNIT PRICE AMOUNT 1 Mobilization 1 LS TBD TBD 2 Trench dewatering (project-wide) 1 LS TBD TBD 3 Storm Drain Pollution Control 1 LS TBD TBD 4 Potholing and Utility Coordination 1 LS TBD TBD Subtotal TBD —Gran4-Avenue ITEM NO. DESCRIPTION QUANTITY UNITS UNIT PRICE AMOUNT 1 18" RCP Storm Drain Pipe 390 LF $123.50 $48,165.00 2 24"x24" Grated Brooks Box Inlet 1 EA $2,750.00 $2,750.00 3 Type A4 Storm Drain Cleanout (SDRSD D-9) 1 EA $6,368.00 $6,368.00 4 6" AC Berm Type A, Per G-5 160 LF $10.45 $1,672.00 5 Concrete Cross Gutter per G-12 & 13 370 SF $13.20 $4,884.00 6 AC Grind and Overlay 450 SF $4.13 $1,858.50 7 Trench Resurfacing, Per SDG-107&108 390 LF $41.25 $16,087.50 8 Connect to Existing Storm Drain 1 EA $320.00 $320.00 9 Utility Relocation Allowance 1 EA $20,000.00 $20,000.00 10 Traffic Control 1 LS $10,200.00 $10,200.00 Subtotal $112,305.00 20% Contingency $22,461.00 Estimated Total Bid $134,766.00 Notes and Assumptions 1) Relocation of Gas, Telephone, or other Dry Utilities assumed to be the financial responsibility of others 5050 Avenida Encinas, Suite 260, Carlsbad, California 92008 #760.476.9193 # FAX 760.476.9198 Offices (ocated throughout California, Arizona Nevada • www.RBF.com H:\PDATA\133979\Calcs\Gost Estimates\Grancl Ave 30% Cost Estimate.xls RBF JN: 133979 1 of 2 Michael Baker INTERNATIONAL Carlsbad Northwest Quadrant Drainage Improvements CITY OF CARLSBAD 30% Cost Estimate - Arbuckle Place July 7, 2105 General Arbuckle Place TBD $134,766 Total $134,766 5050 Avenida Encinas, Suite 260, Carlsbad, California 92008 #760.476.9193 # FAX 760.476.9198 Olfices located throughout California, Arizona Nevada • www.RBF.com H:\PDATA\133979\Calcs\Cost EstimatesVGrand Ave 30% Cost Estimate.xls WW "^'sli^ Ccityof FILE Carlsbad Memorandum August 7, 2015 To: Sherri Howard; Associate Engineer From: .QJP Pam Drew, Associate Planner Via ^f], ^^avid de Cordova, Principal Planner Re: EA 15-06 - 6608 NORTHWEST QUADRANT STORMDRAIN PROGRAM - MADISON STREET & ARBUCKLE PLACE Thank you for submitting an Early Assessment to install new storm drain pipeline arid apparatus within the public right-of-way on Arbuckle Place and Madison Street, The proposed project includes the following: • install approximately 390 linear feet of 18-inch RCP • Install new box inlet • install new storm drain cleanout • Install AC berm and concrete cross-gutter • Repave the roadway In response to your application, the Planning Division has prepared this comment letter. Please note that the purpose ofan Early Assessment is to provide you with direction and comments on the overall concept of your project. 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 15303(d), concerning new construction of small structures such as utility extensions and street improvements. Land Development Engineering: None ifyou 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, Jason Geldert, Engineering Manager at ext. 2758. DD:PD:fn c: Don Neu, City Planner Jason Geldert, Engineering IVIanager Patrick Vaughan, Engineering Manager Scott DonnelL Senior Planner File Copy Data Entry DMS Community & Economic Development Planning Division 1635 FaradayAvenue I Carlsbad, CA 92008 I 760-602-4600 I 760-602-8560 fax Michael Baker INTERNATIONAL July 7, 2015 Public Works Department City of Carlsbad 1635 Faraday Avenue Carlsbad, CA 92008-7314 Innovation Done R(ght.,.We /Woke o Difference RECEIVED JUL 1 3 2015 CITY OF CARLSBAD PLANNING DIVISION Carlsbad Northwest Quadrant Drainage Improvements TO 9: Arbuckle Place (Project No. 6608) This report amends an analysis performed by RBF Consulting for Madison Street that was approved by City staff in July 2014 ("the previous report"). Improvements specific to this amendment are referred to as the "Alternative #1 Expansion." The Alternative #1 Expansion proposes adding an inlet approximately 350 feet upstream ofthe terminus ofthe Alternative #1 storm drain system (defined in the previous report) to address frequent ponding of 2"-3" at a low point in the existing gutter near the rear of the Roosevelt Center. A concrete cross gutter and AC berm are also proposed at the intersection of Madison Street and Arbuckle Place to eliminate another minor low point in the flow drainage flow path. Both of these areas were identified as having minor ponding issues in the previous report, but were not included with previous Madison Street storm drain improvements since they were not considered high priorities by the City. Ponding at low point in gutter near rear ofthe Roosevelt Center. Ponding at Intersection of Madison Street and Arbuckle Place. IWf jma MBAKERINTL.COM 5050 Avenida Encinas, Suite 2601 Carlsbad. CA 92008 Office: 760.476.91931 Fax: 760.476.9198 (nnovotion Done Rigbt.:We Make a Difference Table 1 summarizes peak runoff rates for various statistical design events at the proposed inlet location. A Hydrology Map along with hydrologic and hydraulic calculations for Alternative #1 Expansion can be found in Attachment A of this memorandum. Basin 3 includes all area draining to the proposed inlet (Basins 1 and 2 we delineated in the previous report). Calculations were performed using the same methodology as the previous report. The previous study can be found in Attachment B. Tab e 1 Rational Method Hydrology Summary Basin ID Area (ac) C To (min) 2 Year 10 Year 100 Year Basin ID Area (ac) C To (min) Pe 1 (in/hr) Q2 (cfs) P6 1 (in/hr) Qio (cfs) Pe I (in/hr) Qioo (cfs) 3 1.7 0.90 5.0 1.2 3.16 4.8 1.7 4.5 6.9 2.6 6.9 10.6 where: Area: Tributary drainage area in acres C: Runoff coefficient Tc: Total time of concentration in minutes P6: 6-hour rainfall depth I: Rainfall intensity in inches per hour Q: Flow rate in cubic feet per second Ta )le 2 Post-Event Flooding Duration Description Time Existing Condition Evaporation near rear of Roosevelt Center 14 Days Alternative 1 Expansion Pipe and Inlet near rear of Roosevelt Center 13 Seconds Alternative #1 Expansion will serve to further reduce the extent and duration of ponding along Madison Street compared to the original Alternative #1 improvements. As clearly identified in the previous report, Madison Street in not considered hydraulically adequate for street flow in the 2-, 10-, or lOO-year events. The Alternative #1 Expansion improvements will result in a minor decrease in street flow, but not enough to bring the street drainage into compliance with City new development standards. As shown in Table 2, the Alternative #1 Expansion will be highly effective at reducing post-storm ponding that has historically been observed at the rear of the Roosevelt Center. 2 I P a g e ATTACHMENT A LEGEND: BASM UMT tNRECTtON OF FLOW 200 100 0 SCALE: 1"=200' MADISON STREET HYDROLOGY MAP • CompMV 7tt>.m»fn • rAX7ta.4n.»m • •nnKRBF.ionli Inlet Capacity Page 1 of 1 Madison Street - 2808 Roosevelt St # 20 FHWA HEC-22 and San Diego County Drainage Design Manual Try a 24" x 24" grated inlet Weir Orifice Q = C^A,{2gdy Q = inlet capacity of the grated inlet (cfs) C„= weir coefficient = 3.0 Pe= effective grate perimeter (ft) w/ 50% clogging factor d = flow depth approaching inlet (ft) Pe = Ow = d = Q = 4 ft (4 sides) 3.0 0.5 ft 4.2 cfs Q = inlet capacity of the grated inlet (cfs) C„ = orifice coefficient = 0.67 Ae= effective grate area (ft^) w/ 50% clogging factor g = gravitational acceleration (ft^/s) d = flow depth above inlet (ft) A,= Q = 2ft^ 0.67 32.2 fl^/s 0.5 ft 7.6 cfs The weir equation governs (Q = 4.2 cfs). QIOO at location of inlet is 10.6 cfs. Due to location constraints, use 24" x 24" grated iniet. Altemative #1 Expansion - lOOyr Project Description Friction Method Solve For Input Data Roughness Coefficient Channel Slope Normal Depth Diameter Discharge Cross Section Image Manning Formula Normal Depth 0.013 0.00500 ft/ft 0.81 ft 1.50 ft 4.20 ft»/s 1.50 ft 0.81 fl V:1 [\ H; 1 7/7/2016 6:37:25 PM Bentley Systems, Ine. Haestad Methods SolBliotM$aMnvMaster VSI (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1of 1 Alternative #1 Expansion -10Oyr Project Description Friction Method Manning Formula Solve For Normal Depth input Data Roughness Coefficient 0.013 Channel Slope 0.00500 ft/ft Diameter 1.50 ft Discharge 4.20 ms Results Normal Depth 0.81 ft Flow Area 0.97 ft^ Wetted Perimeter 2.47 ft Hydraulic Radius 0.39 ft Top Width 1.50 ft Critical Depth 0.79 ft Percent Full 53.8 % Critical Slope 0.00548 ft/ft Velocity 4.33 ft/s Velocity Head 0.29 ft Specific Energy 1.10 ft Froude Number 0.95 Maximum Discharge 7.99 ft=/s Discharge Full 7.43 ft=/s Slope Full 0.00160 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 53.82 % Downstream Velocity Infinity ft/s 7/7/2015 6:36:40 PM Bentley Syslems, Inc. Haestad Methods SolBlialM$enM«Master VSi (SELECTseries 1) [0S.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-765-1666 Page lot 2 Altemative #1 Expansion -10Oyr GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 0.81 ft Critical Depth 0.79 ft Channel Slope 0.00500 ft/ft Crifical Slope 0.00548 ft/ft Bentley Systems, Inc. Haestad Methods SolBtiad<l$eNHvMaster VSI (SELECTseries 1) [08.11.01.03] 7/7/2016 6:36:40 PU 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-766-1666 Page 2 of 2 ATTACHMENT B o Hydrology and Hydraulics Report NORTHWEST QUADRANT DRAINAGE IMPROVEMENTS MADISON STREET NORTH OF ARBUCKLE 70% SUBMITTAL - March 20, 2014 Prepared hy: RBF Consulting Richard Lucera. PE, CFM, CPESC - RCE 58089 Scott Cartwright, PE 975S c;iaircmont Me.w Blvd.. .San Dicgo. C;A 92124 858.614.5000 Telephone | 858.614.5001 Table of Contents 1. Project Description 1 1.1 Project Background 1 1.2 Project Location 1 1.3 Existing Conditions 2 1.4 Proposed Improvements 3 1.5 FEMA Firm Map 4 2. Study Objectives 4 3. Methodology 5 3.1 Hydrology 5 3.1.1 Runoff Volume and Ponding 5 3.1.2 Peak Runoff Attenuation 6 3.1.3 Water Quality Mitigation 6 3.2 Hydraulics 6 3.2.1 Street Capacity 6 3.2.2 Storm Drain Inlet Sizing 6 3.2.3 Storm Drain Pipe Sizing 7 4. Results 8 4.1 Hydrology 8 4.2 Hydraulics 8 5. Conclusions and Recommendations 9 6. References 12 List of Tables Table 4-1 Rational Method Hydrology Summary 8 Tabie 4-2 Achievable Water Quality Capture 8 Table 4-3 Street Capacity Summary 9 Table 4-4 Post-Event Flooding Duration 9 List of Figures Figure 1-1 Vicinity Map 1 Appendix APPENDIX A - Soils Information and FEMA Maps APPENDIX B - Existing Condition Hydrology Map APPENDIX C - Existing Condition Street Capacity Calculations APPENDIX D - Existing Condition Pipe Capacity Calculation APPENDIX E - Proposed Condition Pipe and Street Capacity Calculations APPENDIX F - Concept Exhibits Cadsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Madison Street - North of Arbuckle 1. Project Description 1.1 Project Backgrounid This project represents a portion of the overall plan for drainage improvements in Carlsbad's Northwest Quadrant. Specifically, this report addresses the historically observed flooding conditions along Madison Street between Laguna Drive and Arbuckle Place. The project's overali 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 approximate location that is being addressed in this phase of work can be seen on the Vicinity Map (Figure 1-1): Figure 1-1 Vicinity IVlap Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Madison Street - North of Arbuckle 1.3 Existing Conditions There is a large tributary area the drains to the intersection of Jefferson Street and Arbuckle Place. From that point, runoff is conveyed southwesterly in the street toward Madison Street. Runoff in Madison Street is then conveyed on the surface to an existing inlet near the intersection with Laguna Drive. An 18" RCP connects the inlet to the 36" RCP in Laguna Drive. There has been no reported flooding that would imply that the Laguna Drive storm drain system is undersized. The existing drainage areas can be seen on the map included in APPENDIX B. Madison Street does not have a consistent edge condition along either side between Arbuckle Place and Laguna Drive. This has caused several isolated ponding locations, the most severe of which is in front of the office building at 2755 Jefferson Street ("main ponding area"). The ponding is a result of a landscaped area (including brusli, a large palm tree, and a power pole) the blocks runoff from flowing freely down Madison Street. The frequency and duration if the ponding indicates that it is driven more by volume than peak runoff rate. Ponded water had been reported to remain for days after a rain event until it ultimately evaporates. In general, the lack of curb and gutter in many locations on Madison Street creates flooding issues in the sense that the limit of inundation extends horizontally beyond the right-of-way. Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Madison Street - North of Arbuckle The following areas were noted to have minor ponding issues in a preliminary site walk with City staff. At the subsequent project kickoff meeting it was determined that these areas were not a high priority and would not be address as part of the current work effort. • Intersection of Madison Street and Arbuckle Place • Near the inlet at the corner of Madison Street and Laguna Drive • West side of the street in front of 2725 and 2733 Madison Street • Intersection of Arbuckle Place and Jefferson Street 1.4 Propose(d Improvements Three separate alternatives have been considered to address the main ponding area. The alternatives were developed based on a preliminary meeting with City staff. They are as follows (see exhibits in APPENDIX F): • Alternative #1 (Traditional pipe and inlet) - Proposed improvements would include an inlet at the low point of the main ponding area and a pipe system (approximately 700') to convey flow to the existing system in Laguna Drive. • Alternative #2 (Permeable pavement) - Proposed improvements would include permeable pavement for the full width of the Madison Street starting approximately 50' north of the intersection with Arbuckle Place and ending 300'-400' south of the intersection with Laguna Drive. This alternative would include demo and removal of the existing pavement section. Storage within the rock matrix would be intended to reduce the extent and duration of ponding at the main ponding area. The intent would also be to reduce the rate, volume, and pollutant loading to the receiving storm drain system and Buena Vista Lagoon. • Alternative #3 (Inverted crown with bioretention) - Proposed improvements would include an inverted crown street section for Madison Street starting approximately 50' north of the intersection with Arbuckle Place and ending 300'-400' south of the intersection with Laguna Drive. The inverted crown would direct runoff to the center of the street where a linear bioretention area would be constructed. This alternative would include demo and removal of the existing pavement section. The bioretention would be intended to provide attenuation and flood storage, while also providing filtration of surface flows to reduce pollutant load to the receiving waters. Alternatives #2 and #3 were considered primarily due to the municipal retrofit requirements of the current Regional MS4 Permit ([Provision E.5.e of Order No. R9- 2013-0001). These alternatives would leverage water quality benefit as part of the current work effort necessitated by flood control objectives. Alternatives #2 and #3 would also both eliminate the sump condition that traps runoff for an extended period of time. Traditional surface improvements (i.e creation or modification to curb and gutter, re- paving, etc.) were eliminated as an alternative due to the fact that such improvements would impact several adjacent private properties. Surface improvements would also require the relocation of the existing power pole. Alternatives necessitating work outside the public right of way were assumed beyond the practical limits of what was intended by the City for this project. Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Madison Street - North of Arbuckle 1.5 FEMA Firm Map FEMA has mapped the project sites and surrounding areas as Unshaded "Zone X" (i.e. outside the 500 year floodplain). Refer to APPENDIX A. 2. Study Objectives The objectives for this study include the following: • Quantify existing flow rates to the project area in the existing condition. • Confirm the hydraulic adequacy of the existing 18" pipe and curb inlet at the corner of Madison and Laguna based upon City standards. Determine pavement flow and compliance with dry lane standards within Madison Street between Arbuckle Place and Laguna Drive given the non-standard edge condition. • Evaluate previously identified opportunities to address the problem area. • Formulate recommendations for a preferred alternative for use as a basis of design for 30% PS&E. Recommendations should consider cost effectiveness as well as the potential to enhance water quaiity in addition to the necessary flood control benefit. Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Madison Street - North of Arbuckle 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 ofthe City of Carlsbad Engineering Standards. Runoff Coefficient (C) • 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. • Soils information has been taken from the soils map in the County Hydrology Manual. Refer to the soils map APPENDIX A. Intensity (1) • Precipitation values come from the Rainfall Isopluvial Map in Appendix B of the SDCHM (100-yr P6=2.6 in, 10-yr P6=1.7 in, 2-yr P6=1.2 in). • The initial time of concentration (Ti) is based on Table 3-2 in the SDHM. Travel time (Tt) is then added based on the velocity and distance of flow to determine the total time of concentration (Tc). Although the majority of Madison Street does not have gutter, the typical condition for the vast majority of the flow path is curb and gutter. Therefore, the velocity for calculating travel time is based on gutter flow. Area (A) • Drainage areas (A) were determined based on available topographic information. 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. 3.1.1 Runoff Volume and Ponding As stated previously, the concern at the main ponding area is based more on volume than peak runoff rate. As a point of reference, the runoff volume produced at the main ponding area by a 6-hour 100-year event is 3.29 ac-ft. The 10-year and 2-year events produce 2.15 ac-ft and 1.52 ac-ft respectively. These runoff volumes are based on the County rainfall isopluvials and the average runoff coefficient of the tributary area. Comparatively, the volume of ponding is only 0.0035 ac-ft (0.23% of the 2-year event). This volume was determined based on the topographic survey file provided by the City. The average depth and surface area of the ponding was measured in AutoCAD, and based on the spill-over elevation of the landscaped protrusion. in the existing condition, the ponding will remain until it evaporates. Table 4-4 provides a comparison of the duration of flooding in the different alternatives (compared to the existing condition). The duration of ponding in the existing condition is based on average winter evaporation rates. Alternative #1 will Cadsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Madison Street - North of Arbuckle dewater the ponded area through the proposed pipe and inlet. Alternatives #2 and #3 will completely eliminate the sump condition and the corresponding ponding by changing the roadway section (see AI^'PENDIX F). 3.1.2 Peak Runoff Attenuation In order to assess the ability of alternatives #2 and #3 to attenuate peak runoff rates through capture and storage, this analysis considers both surface capture rates and available storage volume. Required surface capture rates for peak runoff conditions will be compared against typical design rates as well as tested rates from a North Carolina State University study (Surface Infiltration Rates of Permeable Pavements by Bean, Hunt, Bidelspach, and Smith). The volume of storage provided will be compared with the volume of runoff produced in larger "design" storm events as well as the volumes of typically occurring smaller events from local rainfall data that cumulatively represent a significant portion ofthe annual runoff volume in the region. 3.1.3 Water Quality Mitigation The intent of Alternatives #2 and #3 would be to capture and treat as much as possible of the runoff volume from the 85* percentile water quality event. The water quality runoff volume is determined based on 0.6" of precipitation over the tributary area and the average runoff coefficient. This equates to a water quality volume of 0.93 ac-ft. 3.2 Hydraulics 3.2.1 Street Capacity 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 both the existing and proposed conditions using Flowmaster software, which determines flow depth based upon Manning's equation for uniform channel conditions. Street capacity calculations can be found within APPENDIX C and APPENDIX E, and are summarized in Table 4-3. The calculations were performed for the 100 year event, as well as the 10 year and 2 year. The locations of the street capacity calculations are downstream of the main ponding area. The selected locations are collectively representative of the general conditions along Madison Street. Selecting locations that are downstream of the main ponding area shows how the street would generally be performing were it not for the blockage. 3.2.2 Storm Drain Inlet Sizing The City of Carlsbad Engineering Standards require that inlets be sized to capture and convey the 10-year, 6-hour peak runoff rate. For inlets in a sump condition, the capture rate based on City standards is 2 cfs per lineal foot of opening. Due to the large drainage area and spatial limitations, the inlet will not be sufficiently large to capture the entire 10-year peak runoff rate. The design of the inlet is based on the available space between the end of the existing gutter and the existing Cadsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Madison Street - North of Arbuckle driveway. Flow in excess of the capacity of the inlet will bypass and continue to flow down Madison Street toward Laguna Drive. 3.2.3 Storm Drain Pipe Sizing The City of Carlsbad Engineering Standards require that pipes convey the 10-year, 6-hour event "underground". Preliminary pipe hydraulics are based on Manning's equation and are calculated using Flowmaster. In the case of this project, since the proposed inlet is not capable of capturing the entire 10-year peak flow rate, the pipe design is based on the capacity of the proposed inlet and the size of the existing system into which the proposed pipes would connect. Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Madison Street - North of Arbuckle 4. Results 4.1 Hydrology Table 4-1 Rational IVIethod Hydrology Summary Basin ID Area (ac) C Tc (min) 2 Year 10 Year 100 Year Basin ID Area (ac) C Tc (min) Pe 1 (in/hr) Q2 (cfs) Pe I (in/hr) Qio (cfe) Pe 1 (in/hr) Qioo (cfs) 1 4.4 0.77 9.1 1.2 2.15 7.3 1.7 3.05 10.3 2.6 4.66 15.8 2 19.7 0.77 14.7 1.2 1.58 24.0 1.7 2.24 34.0 2.6 3.42 51.9 Total 24.1 31.1 44.3 67.7 Where: Area: Tributary drainage area in acres C: Runoff coefficient Tc: Total time of concentration in minutes Ps: 6-hour rainfall depth (: Rainfall intensity in inches per hour Q: Flow rate in cubic feet per second Table 4-2 Achievable Water Quality Capture Description Volume Required (ac-ft) Volume Provided (ac-ft) Altemative 1 Pipe and Inlet 0.93 N/A Alternative 2 Permeable Pavement 0.93 0.26 Alternative 3 Bioretention 0.93 0.03 4.2 Hydraulics Table 4-3 provides a summary of the hydraulic adequacy of Madison Street at several different locations. The locations can be seen on the Street Capacity Location Map in APPENDIX C. A "Yes" is indicated when the depth of flow in the street is less and or equal to the top of curb (in other words meeting City of Carlsbad Standards). A "No" means that the flow is above the top of curb and/or a single dry lane is not maintained. In locations where there is no curb, a "yes" indicates that the inundation is contained within the right-of-way and a "no" indicates that the inundation extends beyond the right-of-way and/or a single dry lane is not maintained. Cadsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Madison Street - North of Arbuckle Table 4-3 Street Capacity Summary Existing Condition Section Description 100-Year Event 10-Year Event 2-Year Event 1-1 Landscaped Edges No No No 1-2 Downstream of Main Ponding Area No No No 1-3 Paved Edges No No No Proposed Alterative #1 - Pipe and Iniet Section Description 100-Year Event 10-Year Event 2-Year Event 1-1 Landscaped Edges No No* No* 1-2 Downstream of Main Ponding Area No No No* 1-3 Paved Edges No No* No* Proposed Alternative #2 - Permeable Pavement Section Description 100-Year Event 10-Year Event 2-Year Event 1-1 Landscaped Edges No No No 1-2 Downstream of Main Ponding Area No No No 1-3 Paved Edges No No No* Proposed Alternative #3 - Bioretention Section Description 100-Year Event 10-Year Event 2-Year Event 1-1 Landscaped Edges No No No 1-2 Downstream of Main Ponding Area No No No 1-3 Paved Edges No No No *Max depth of flow in the "dry lane" area is less than 3" Table 4-4 Post-Event Flooding Duration Description Time Existing Evaporation 14 Days Alternative 1 Pipe and Inlet 30 Seconds Altemative 2 Permeable Pavement N/A* Alternative 3 Bioretention N/A* *No ponding will occur since the sump condition would be eliminated 5. Conclusions and Recommendations Quantify existing flow rates to tlie project area in tfie existing condition. The peak flow rate to the main ponding area in the 100-year event is 51.9 cfs, in the 10-year event is 34.0 cfs, and in the 2-year event is 24.0 cfs. Cadsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Madison Street - North of Arbuckle Confirm tfie tiydraulic adequacy of tfte existing 18" pipe and curb inlet at the corner of fi^adison and Laguna based upon City standards. Determine pavement flow and compliance witfi dry lane standards. Based on the City Standard of 2 cfs per lineal foot for sump curb inlets, the capacity of the existing inlet is 8 cfs. The existing 18" pipe has a full flow capacity of 15 cfs. Neither the inlet nor the pipe have adequate capacity based on City Standards (10-year peak flow = 44.3 cfs), yet there are no known reports of flooding issues along Laguna Drive. Based on the results of the street capacity calculations, there is not a consistent dry lane along Madison Street and the limits of inundation extend beyond the right-of-way. Evaluate previously identified opportunities to address the problem area. The following conclusions can be drawn for the three alternatives: Alternative #1 (pipe and inlet) - This alternative will significantly reduce the duration of ponding after a rain event, which is the primary objective of project. Although the flow captured by the inlet and pipe will reduce the downstream fiow in Madison Street by 10.5 cfs, Table 4-3 shows that the street is still not adequate hydraulically for the 2-, 10-, or 100-year events. It should be noted that the depth of flow at several locations in the 2- and 10-year events will be less than 3", which is a substantial improvement over the existing condition. Alternative #2 (permeable pavement) - This alternative will completely eliminate the sump condition and corresponding ponding. The storage within the gravel section (0.26 ac-ft) is not sufficient to store even the runoff produced in the peak 5-minute period of the 100-year event (approximately 0.44 ac-ft) based on the standard nested storm distribution. The hydraulic conductivity would need to be 130 in/hr to capture the 51.9 cfs generated in the 100-year event, and 85 in/hr to capture the 34.0 cfs generated in the 10-year event. Although both of these are well in excess of standard design rates, they are consistent with the range of results in the N.C. State study for new or well-maintained systems'. The permeable pavement provides effective surface capture, but is limited by the relatively small storage volume compared to the tributary area. Although the system does not have sufficient volume for larger storm events, it would perform very well in smaller events. Based on local precipitation data from 1951 to 2008, the permeable pavement would be able to completely store the runoff volume for approximately 50% of the days when precipitation occurred. For the majority of the remaining 50% of the precipitation days we would anticipate only minor surface flow (less than 3"), particularly when the peak runoff rate occurs early in the event. Based on data from the NURP/USGS (Smulien and Cave, 1998) we would anticipate the runoff capture to equate to an average 40-50% annual load reduction in total suspended solids (TSS) discharged from the study area to the nearby Buena Vista Lagoon. This is particulady important given that impairments for the lagoon include sedimentation/siltation, (in addition to nutrients, and indicator bacteria). Although the level cross slope allows for reduced ^ The NC State study cites significant variation in performance in aged systems between those maintained versus those un-maintained. Maintenance obligation should be a consideration by the City for alternative #2 as well as the ability to permanently stabilize exposed existing yard areas adjacent to the road that could potentially wash fine material into the permeable pavement section. 10 Cadsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Madison Street - North of Arbuckle conveyance depths compared to the existing condition, Table 4-3 shows that the street is still not adequate hydraulically for the 2-, 10-, or 100-year events. It should be noted that this alternative does reduce the flow depth at Section 1 -3 to less than 3" in the 2-year event, which is an improvement over the existing condition. Alternative #3 (bioretention) - This alternative will also completely eliminate the sump condition and corresponding ponding. Since the surface area and storage volume of the bioretention are about 10% of the permeable pavement, the level of benefit (both for water quality and flood control) is significantly less by comparison. Per Table 4-3, the inverted crown is not able to maintain a dry lane or keep the limits of inundation within the right-of-way in the 2-, 10-, or 100-year events. This alternative also presents access issues for the adjacent properties. To address this issue it would be necessary to either utilize a drivable bioretention surface or provide a break in the bioretention for each driveway. The breaks for the driveways would further reduce the surface area and storage volume. Formulate recommendations for a preferred alternative for use as a basis of design for 30% PS&E. Recommendations should consider cost effectiveness as well as the potential to enhance water quality in addition to the necessary flood control benefit. All three alternatives provide essentially the same level of benefit as it relates to solving the observed ponding issue at the main problem area. However, none of the alternatives are able to bring the downstream portion of the street into compliance with new-development dry lane and gutter flow standards, Alternative #1 is able to reduce the depth of flow to less than 3" in more locations and for a wider range of storm events than the other two alternatives. Alternative #2 provides the most water quality benefit followed by Alternative #3 (Alternative #1 would not provide any appreciable water quality benefit). Approximate costs for the different alternatives have been developed as a comparison. They are not intended to be all inclusive, but based purely on major line items for an order-of-magnitude comparison. Alternative #1 (pipe and inlet) - $150,000 - Cost includes 600 If of 18" RCP, regional standard curb inlet, trenching & resurfacing, and connection to existing storm drain system. Alternative #2 (permeable pavement) - $400,000 ($20-25/sf) - Cost includes demo and removal of existing pavement and base material, permeable pavement (17,200 sf), and gravel section. Alternative #3 (bioretention) - $400,000 ($20-25/sf) - Cost includes demo and removal of existing pavement and base material, new pavement and base material (inverted crown, 17,200 sf), linear bioretention, impermeable liner, and subdrain. Based on all of the information considered, we recommended Alternative #1 as the preferred alternative. Alternative #2 should also be considered by City staff to determine if the additional cost is warranted based on the apparent level of water quality benefits. Alternative #3 is not recommended as the cost is similar to Alternative #2, but with seemingly less benefit. Ultimately Alternative #1 was selected by the City for final design. 11 Cadsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Madison Street - North of Arbuckle 6. References San Diego County Department of Public Works Flood Control Section, Hydrology Manual (SDCH!^), June 2003. San Diego County, Drainage Design Manual (SDCDDM), July 2005. Soil Conservation Service (SCS). Soil Sun/ey San Diego Area, California. December 1973. City of Carlsbad Engineering Standards, Volume 1, Chapter 5, 2008. 12 APPENDIX A - Soils Information and FEMA Maps Coimty of San Diego Hydrology Manual Soil Hydrologic Groups Legend Soil Groups j GroupA I Group B j GroipC 1 Group 0 ] UndOeimineo I Dala UnsvaUafile GIS MAP SCALE V«500' 1 P*N£L 0T«1O m s FIRM FLOOD INSURANCE RATE MAP SAN l)IK(;0 COUNTV, CALIFORMA \ND I>C0RP0R\TI:D VRIAS PANEL 761 OF 2375 ISf 1 .MOf« •» «1MI lAVOUn fioauifir MMB BMI acn —^ MAP NUMBER 06073C0761G ybj&lj MAP REVISED N^^/ MAY 16,2012 APPENDIX B - Existing Condition Hydrology Map LESEbCL AREA (ACRES)— BASH LMT FLOW PATH CARLSBAD NW QUADRANT DRAINAGE DESIGN ANALYSIS MADISON AVENUE APPENDIX C - Existing Condition Street Capacity Calculations 1-1 CH08S SECTION CARLSBAD NW QUADRANT CROSS SECTION MAP MADISON AVENUE .RBF Cross Section 1-1 lOOyr Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Manning Formula Normal Depth 0.00300 ft/ft 51.90 ms Station (ft) Elevation (fl) 0+00 0+01 0+03 0+11 0+20 0+30 0+36 0+39 0+40 47.09 46.46 45.91 46.25 46.39 46.20 45.88 46.52 46.80 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 47.09) (0+40, 46.80) 0.015 Options t^urrent Kougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 45.88 to 47.09 ft 0.77 ft 16.70 ft^ 38.55 ft 9/16/2013 6:22:30 PM Bentley Systems, Inc. Haestad Methods ScBMUtoiPSIiMUaster V8l (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 2 Cross Section 1-1 lOOyr Results Hydraulic Radius 0.43 ft Top Width 38.34 ft Normal Depth 077 ft Critical Depth 0.72 ft Critical Slope 0.00453 ft/ft Velocity 3.11 ft/s Velocity Head 0.15 ft Specific Energy 0.92 ft Froude Number 0.83 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity n/s Nonnal Depth 0.77 ft Critical Depth 0.72 ft Channel Slope 0.00300 ft/ft Critical Slope 0.00453 ft/ft Bentley Systems, Inc. Haestad Methods StiBaMto^lttaMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 2 of 2 9/16/2013 6:22:30 PM Cross Section 1-1 lOOyr Project Description Friction Method Solve For input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Formula Normal Depth 0.00300 ft/ft 0.77 ft 51.90 ms 0+00 0+10 0+20 Station 0+30 0+40 9/16/2013 6:22:68 PM Bentley Systems, Inc. Haestad Methods ScAMib^MaMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 Cross Section 1-1 lOyr Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Manning Formula Normal Depth 0.00300 ft/ft 34.00 ms Station (ft) Elevation (ft) 0+00 0+01 0+03 0+11 0+20 0+30 0+36 0+39 0+40 47.09 46.46 45.91 46.25 46.39 46.20 45.88 46.52 46.80 Roughness Segment Definitions Start Station Ending Station Roughness Coeflicient (0+00, 47.09) (0+40, 46.80) 0.015 Options uurrent Kougnness weigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 45.88 to 47.09 ft 0.67 ft 12.86 ft2 37.80 ft 9/16/2013 6:20:38 PM Bentley Systems, Inc. Haestad Methods ScBiHMe^DMDtaMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 2 Cross Section 1-1 lOyr Results Hydraulic Radius 0.34 ft Top Width 37.62 ft Normal Depth 0.67 ft Critical Depth 0.62 ft Critical Slope 0.00495 ft/ft Velocity 2.64 ft/s Velocity Head 0.11 ft Specific Energy 0.78 ft Froude Number 0.80 Flow Type Subcritical GVF input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.67 ft Critical Depth 0.62 ft Channel Slope 0.00300 ft/ft Critical Slope 0.00495 ft/ft Bentley Systems, Inc. Haestad Methods ScBMitto)PBMaMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 08796 USA +1-203-766-1666 Page 2 of 2 9/16/2013 6:20:38 PM Cross Section 1-1 lOyr Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Formula Normal Depth 0.00300 ft/ft 0.67 ft 34.00 ms 0+00 0+10 0+20 Station 0+30 0+40 Bentley Systems, Inc. HaesUd Methods ScBMMe^hMVIaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 9/16/2013 6:22:04 PM Cross Section 1-1 2yr Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Manning Formula Normal Depth 0.00300 ft/ft 24.00 ms Station (ft) Elevation (ft) 0+00 0+01 0+03 0+11 0+20 0+30 0+36 0+39 0+40 47.09 46.46 45.91 46.25 46.39 46.20 45.88 46.52 46.80 Roughness Segment Definitions Start Station Ending Station Roughness Coeflicient (0+00, 47.09) (0+40, 46.80) 0.015 Options current Kougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 45.88 to 47.09 ft 0.60 ft 10.39 ft2 37.33 ft 9/16/2013 6:19:00 PM Bentley Systems, Inc. Haestad Methods ScflMUteilCSMaMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 2 Cross Section 1-1 2yr Results Hydraulic Radius 0.28 ft Top Width 37.17 ft Normal Depth 0.60 ft Critical Depth 0.56 ft Critical Slope 0.00533 ft/ft Velocity 2.31 ft/s Velocity Head 0.08 ft Specific Energy 0.69 ft Froude Number 0.77 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.60 ft Critical Depth 0.56 ft Channel Slope 0.00300 ft/ft Critical Slope 0.00533 ft/ft Bentley Systems, Inc. Haestad Methods ScflMUte^pBliteMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 2 of 2 9/16/2013 6:19:00 PM Cross Section 1-1 Project Description Friction Method Solve For input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Formula Normal Depth 0.00300 ft/ft 0.60 ft 24.00 ms 0+00 0+10 0+20 Station 0+30 0+40 9/16/2013 6:19:61 PM Bentley Systems, Inc. HaesUd Methods StSMMtoilCBhM/laster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page lof 1 Cross Section 1-2 lOOyr Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Manning Fonnula Normal Depth 0.00300 ft/ft 51.90 ms Station (ft) Elevation (ft) 0+00 0+05 0+11 0+20 0+30 0+37 0+40 46.68 46.16 46.40 46.65 46.47 46.40 47.70 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 46.68) (0+40, 47.70) 0.016 Options uurrent Kougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 46.16 to 47.70 ft 0.74 ft 17.32 ft' 38.33 ft 0.45 ft 37.98 ft 9/16/2013 6:26:30 PM Bentiey Systems, Inc. HaesUd Methods ScflMMte^MaMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 2 Cross Section 1-2 lOOyr Results Normal Depth 0.74 ft Critical Depth 0.67 ft Critical Slope 0.00516 ft/ft Velocity 3,00 ft/s Velocity Head 0.14 ft Specific Energy 0,88 ft Froude Number 0,78 Flow Type Subcritical GVF Input Data Downstream Depth 0,00 ft Length 0,00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0,00 ft Profile Description Profile Headloss 0,00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0,74 ft Critical Depth 0,67 ft Channel Slope 0,00300 ft/ft Critical Slope 0,00516 ft/ft Bentley Systems, Inc. Haestad Methods SdMitto^DWiM/laster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 2 of 2 9/16/2013 6:26:30 PM Cross Section 1-2 lOOyr Project Description Friction Method Solve For input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Formula Normal Depth 0.00300 ft/ft 0.74 ft 51.90 ft=/s 0+20 Station 0+40 9/16/2013 6:27:17 PM Bentley Systems, Inc. Haestad Methods SiOaMiteyCBWiaMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 Cross Section 1-2 lOyr Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Deflnitions Manning Formula Normal Depth 0.00300 ft/ft 34.00 ft=/s Station (ft) Elevation (ft) 0+00 0+05 0+11 0+20 0+30 0+37 0+40 46.68 46,16 46.40 46,55 46.47 46.40 47,70 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 46,68) (0+40, 47,70) 0,016 Options current Kougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 46,1610 47,70 ft 0,63 ft 13,39 ft' 37,95 ft 0,35 ft 37,72 ft 9/16/2013 6:26:29 PM Bentley Systems, Inc. Haestad Methods ScSMtMe^hMMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 2 Cross Section 1-2 lOyr Results Normal Depth 0.63 ft Critical Depth 0,57 ft Critical Slope 0,00564 ft/ft Velocity 2,54 ft/s Velocity Head 0,10 ft Specific Energy 0,73 ft Froude Number 0,75 Flow Type Subcritical GVF Input Data Downstream Depth 0,00 ft Length 0,00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0,00 ft Profile Description Profile Headloss 0,00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0,63 ft Critical Depth 0,57 ft Channel Slope 0.00300 ft/ft Critical Slope 0.00564 ft/ft Bentley Systems, Inc. Haestad Methods StfloMte^hM/laster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 2 of 2 9/16/2013 6:26:29 PM Cross Section 1-2 lOyr Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section image Manning Formula Normal Depth 0.00300 ft/ft 0,63 ft 34,00 ms 46.00 0+00 0+10 0+20 Station 0+30 0+40 9/16/2013 6:26:01 PM Bentley Systems, Inc. Haestad Methods SdDetMihjCBWiWaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page lof 1 Cross Section 1-2 2yr Project Description Friction Method Solve For input Data Channel Slope Discharge Section Definitions Manning Fonnula Normal Depth 0.00300 ft/ft 24,00 ms Station (ft) Elevation (ft) 0+00 0+05 0+11 0+20 0+30 0+37 0+40 46,68 46.16 46,40 46,55 46,47 46,40 47,70 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 46,68) (0+40, 47.70) 0,016 Options uurreni Kougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 46.16 to 47.70 ft 0.57 ft 10.83 ft' 37.69 ft 0.29 ft 37.55 ft 9/16/2013 6:23:47 PM Bentley Systems, Inc. HaesUd Methods ScOMMe^liMUaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 2 Cross Section 1-2 2yr Results Normal Depth 0.57 ft Critical Depth 0,51 ft Critical Slope 0,00607 ft/ft Velocity 2,22 ft/s Velocity Head 0.08 ft Specific Energy 0,64 ft Froude Number 0,73 Flow Type Subcritical GVF Input Data Downstream Depth 0,00 ft Length 0,00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Proflle Headloss 0,00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0,57 ft Critical Depth 0,51 ft Channel Slope 0,00300 ft/ft Critical Slope 0,00607 ft/ft Bentley Systems, Inc. HaesUd Methods ScBMUto^liMUIaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 2 of 2 9/16/2013 6:23:47 PM Cross Section 1-2 2yr Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Formula Normal Depth 0.00300 ft/ft 0.57 ft 24.00 ft=/s 0+20 Station 0+40 Bentley Systems, Inc. HaesUd Methods ScflaHMe^MaiMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 9/16/2013 6:24:18 PM Cross Section 1-3 lOOyr Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Manning Formula Normal Depth 0.00300 ft/ft 51,90 ms Station (ft) Elevation (ft) 0+00 0+04 0+11 0+20 0+30 0+39 0+40 45,73 45,68 46.00 46,17 46,02 46,00 46,22 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 45,73) (0+40, 46,22) 0.016 Options current Kougnness vveigntea Mettiod Open Channel Weighflng Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 45.68 to 46,22 ft 0,76 ft 17.79 ft' 40.95 ft 0.43 ft 40.00 ft 9/16/2013 6:34:49 PM Bentley Systems, Inc. HaesUd Methods ScBMiMe^hEMUIaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-166S Page 1 of 2 Cross Section 1-3 lOOyr Results Normal Depth Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type GVF Input Data Downstream Depth Length Number Of Steps GVF Output Data Upstream Depth Profile Description Profile Headloss Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Crifical Slope Subcritical 0.76 ft 0,68 ft 0.00532 ft/ft 2,92 ft/s 0.13 ft 0.89 ft 0.77 0.00 ft 0.00 ft 0 0.00 ft 0,00 ft Infinity ft/s Infinity ft/s 0.76 ft 0.68 ft 0.00300 ft/ft 0.00532 ft/ft Bentley Systems, Inc. HaesUd Methods ScflMiMeifCBhcMVIaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 2 of 2 9/16/2013 6:34:49 PM Cross Section 1-3 lOOyr Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Formula Normal Depth 0.00300 ft/ft 0,76 ft 51,90 ms 0+00 0+10 0+20 Station 0+30 0+40 9/16/2013 6:36:20 PM Bentley Systems, Inc. HaesUd Methods ScAMUtoiPBhMUIaster VSi (SELECTseries 1) [08.11.01.03] 27SiemonsCompanyDriveSuite200W Watertown, CT 06796 USA +1-203-766-1666 Page lof 1 Cross Section 1-3 lOyr Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Manning Formula Normal Depth 0.00300 ft/ft 51.90 ms Station (ft) Elevation (ft) 0+00 0+04 0+11 0+20 0+30 0+39 0+40 45,73 45,68 46.00 46,17 46,02 46,00 46,22 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 45,73) (0+40, 46,22) 0,016 Options current Kougnness vveigntea Method Open Channel Weighflng Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 45,68 to 46,22 ft 0.76 ft 17.79 ft' 40.95 ft 0.43 ft 40.00 ft 9/16/2013 6:31:40 PM Bentley Systems, Inc. Haestad Methods ScBMMeipHclaiMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 2 Cross Section 1-3 lOyr Results Normal Depth 0,76 ft Critical Depth 0,68 ft Critical Slope 0,00532 ft/ft Velocity 2,92 ft/s Velocity Head 0,13 ft Specific Energy 0,89 ft Froude Number 0,77 Flow Type Subcritical GVF Input Data Downstream Depth 0,00 ft Length 0,00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0,00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.76 ft Critical Depth 0,68 ft Channel Slope 0,00300 ft/ft Crifical Slope 0,00532 ft/ft Bentley Systems, Inc. HaesUd Methods SaBHtta jOHitwMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 2 of 2 9/16/2013 6:31:40 PM Cross Section 1-3 lOyr Project Description Friction Method Solve For input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Formula Normal Depth 0.00300 ft/ft 0.76 ft 51.90 ms 0+00 0+10 0+20 Station 0+30 0+40 Bentley Systems, Inc. Haestad Methods StflaUMe^hMUIaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 9/16/2013 6:34:16 PM Cross Section 1-3 2yr Project Description Friction Method Solve For input Data Channel Slope Discharge Section Definitions Manning Formula Normal Depth 0.00360 ft/ft 51,90 ftVs Station (ft) Elevation (ft) 0+00 0+04 0+11 0+20 0+30 0+39 0+40 45,73 45,68 46,00 46,17 46,02 46,00 46.22 Roughness Segment Definittons Start Station Ending Station Roughness Coefficient (0+00, 45,73) (0+40, 46,22) 0,016 Options current Kougnness vveigntea Mettiod Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 45,68 to 46,22 ft 0,73 ft 16,83 ft' 40,90 ft 0,41 ft 40,00 ft 9/16/2013 6:30:26 PM Bentley Systems, Inc. HaesUd Methods ScflMMtesPBMoHaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page lof 2 Cross Section 1-3 2yr Results Normal Depth 0.73 ft Critical Depth 0,68 ft Critical Slope 0,00532 ft/ft Velocity 3,08 ft/s Velocity Head 0.15 ft Specific Energy 0.88 ft Froude Number 0,84 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0,00 ft Profile Description Profile Headloss 0,00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.73 ft Critical Depth 0.68 ft Channel Slope 0,00360 ft/ft Critical Slope 0,00532 ft/ft Bentley Systems, Inc. HaesUd Methods ScflaHMeiPBtalaiMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 2 of 2 9/16/2013 6:30:26 PM Cross Section 1-3 2yr Project Description Friction Method Solve For input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Formula Normal Depth 0.00360 ft/ft 0.73 ft 51,90 ms 0+00 0+10 0+20 0+30 0+40 Station 9/16/2013 6:31:04 PM Bentley Systems, Inc. Haestad Methods SCSMMte^KhtoMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page lof 1 APPENDIX D - Existing Condition Pipe Capacity Calculation Worksheet Worksheet for Circular Channel Project Description Worksheet Circular Channel Flow Element Circular Channel Method Manning's Formu Solve For Full Flow Capacit Existing 18" RCP at the intersection of Laguna Drive and Madison Street Input Data Mannings Coeffic 0.013 Channel Slope 020000 ft/ft Diameter 18.0 in Results Depth 1.50 ft Discharge 14.85 cfs Flow Area 1,8 ft' Wetted Perime 471 ft Top Widfh 0,00 ft Critical Depth 1.40 ft Percent Full 100,0 % Critical Slope 017287 ft/ft Velocity 8.41 ft/s Velocity Head 1.10 ft Specific Energ' 2.60 ft Froude Numbe 0.00 Maximum Disc 15,98 cfs Discharge Full 14.85 cfs Slope Full 020000 ft/ft Flow Type N/A Project Engineer: Computer Sen/ices untitled.frn2 RBF Consulting FlowMaster v7.0 [7.0005] 09/16/13 11;33:56 PM © Haestad Methods. Inc. 37 Brookside Road V\/aterbury, CT 06708 USA +1-203-755-1666 Pagelofi APPENDIX E - Proposed Condition Pipe and Street Capacity Calculations 1-1 cnoea SCCTIOM CARLSBAD NW CROSS SECTION MAP MADISON AVENUE Alternative #1 - Cross Section 1-1 - 2yr Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Manning Formula Normal Depth 0,00300 ft/ft 13,50 ms Station (ft) Elevation (ft) 0+00 0+01 0+03 0+11 0+20 0+30 0+36 0+39 0+40 47.09 46.46 45.91 46,25 46,39 46,20 45,88 46,52 46,80 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 47,09) (0+40, 46,80) 0,015 Options current Kougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 45,88 to 47,09 ft 0,52 ft 7,30 ft' 36,65 ft 9/17/2013 2:23:34 PM Bentley Systems, Inc. HaesUd Methods SoBdnUepEhtaiMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 2 Alternative #1 - Cross Section 1-1 - 2yr Results Hydraulic Radius 0.20 ft Top Width 36,51 ft Normal Depth 0,52 ft Critical Depth 0,47 ft Critical Slope 0,00585 ft/ft Velocity 1,85 ft/s Velocity Head 0,05 ft Specific Energy 0,57 ft Froude Number 0,73 Flow Type Subcritical GVF input Data Downstream Depth 0,00 ft Length 0,00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0,00 ft Profile Description Profile Headloss 0,00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0,52 ft Critical Depth 0,47 ft Channel Slope 0,00300 ft/ft Critical Slope 0,00585 ft/ft 9/17/2013 2:23:34 PM Bentley Systems, Inc. HaesUd Methods SoBelntl«$:EhlwMaster VSi (SELECTseries 1) [OS.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 2 of 2 Alternative #1 - Cross Section 1-1 - 2yr Project Description Friction Method Solve For input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Formula Normal Depth 0,00300 ft/ft 0,52 ft 13,50 ms 0+00 0+10 0+20 Station 0+30 0+40 Bentley Systems, Inc. Haestad Methods ScBaMte!|CniMUIasterV8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 9/17/2013 2:31:20 PM Alternative #1 - Cross Section 1-1 - lOyr Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Manning Formula Normal Depth 0.00300 ft/ft 23,50 ms Station (ft) Elevation (ft) 0+00 0+01 0+03 0+11 0+20 0+30 0+36 0+39 0+40 47,09 46,46 45,91 46,25 46,39 46,20 45,88 46,52 46.80 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 47,09) (0+40, 46,80) 0.015 Options current Kougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 45,88 to 47,09 ft 0,60 ft 10,26 ft' 37,31 ft 9/17/2013 2:23:36 PM Bentley Systems, Inc. Haestad Methods SoBdidle^SftlnMaster VSi (SELECTseries 1) [OS.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 2 Alternative #1 - Cross Section 1-1 - lOyr Results Hydraulic Radius 0,27 ft Top Width 37,15 ft Normal Depth 0,60 ft Critical Depth 0,55 ft Critical Slope 0,00536 ft/ft Velocity 2,29 ft/s Velocity Head 0,08 ft Specific Energy 0,68 ft Froude Number 0,77 Flow Type Subcritical GVF Input Data Downstream Depth 0,00 ft Length 0,00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.60 ft Critical Depth 0.55 ft Channel Slope 0.00300 ft/ft Critical Slope 0.00536 ft/ft 9/17/2013 2:23:36 PM Bentley Systems, Inc. HaesUd Methods SoBdiiUe^EhtwMasterVSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 2 of 2 Alternative #1 - Cross Section 1-1 - lOyr Project Description Friction Method Solve For input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Formula Normal Depth 0.00300 ft/ft 0.60 ft 23,50 ft=/s 0+00 0+10 0+20 0+30 0+40 Station 9/17/2013 2:32:04 PM Bentley Systems, Inc. HaesUd Methods ScBlHitto)|D«iM\/laster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page lof 1 Alternative #1 - Cross Section 1-1 - lOOyr Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Manning Formula Normal Depth 0.00300 ft/ft 41.40 ms Station (ft) Elevation (ft) 0+00 0+01 0+03 0+11 0+20 0+30 0+36 0+39 0+40 47,09 46,46 45,91 46,25 46,39 46,20 45,88 46,52 46,80 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 47.09) (0+40, 46.80) 0.015 Options uurrent Kougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 45.88 to 47.09 ft 0.71 ft 14.52 ft' 38.13 ft 9/17/2013 2:23:37 PM Bentley Systems, Inc. Haestad Methods SoBditUelCEIttaiiMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1of 2 Alternative #1 - Cross Section 1-1 - 100yr Results Hydraulic Radius 0.38 ft Top Width 37.93 ft Normal Depth 0,71 ft Critical Depth 0,66 ft Critical Slope 0,00475 ft/ft Velocity 2,85 ft/s Velocity Head 0,13 ft Specific Energy 0,84 ft Froude Number 0,81 Flow Type Subcritical GVF Input Data Downstream Depth 0,00 ft Length 0,00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0,00 ft Profile Description Profile Headloss 0,00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Nonnal Depth 0,71 ft Critical Depth 0,66 ft Channel Slope 0,00300 ft/ft Critical Slope 0,00475 ft/ft 9/17/2013 2:23:37 PM Bentley Systems, Inc. HaesUd Methods SoBetidle^EhlaiMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 2 of 2 Alternative #1 - Cross Section 1-1 - 100yr Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Formula Normal Depth 0.00300 ft/ft 0.71 ft 41.40 ft'/s 0+00 0+10 0+20 Station 0+30 0+40 Bentley Systems, Inc. HaesUd Methods ScOMiiliteipSMiaHaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 9/17/2013 2:32:34 PM Alternative #1 - Cross Section 1-2 - 2yr Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Manning Formula Normal Depth 0.00300 ft/ft 13.50 ms Station (ft) Elevation (ft) 0+00 0+05 0+11 0+20 0+30 0+37 0+40 46.68 46.16 46,40 46.55 46,47 46,40 47.70 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 46.68) (0+40, 47.70) 0.016 Options current Kougnness vveigniea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 46,16 to 47,70 ft 0,48 ft 7,63 ft' 37,07 ft 0,21 ft 36,99 ft 9/17/2013 2:23:39 PM Bentley Systems, Inc. HaesUd Methods SoBcMls^BhtaiMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 2 Alternative #1 - Cross Section 1-2 - 2yr Results Normal Depth 0.48 ft Critical Depth 0,43 ft Critical Slope 0,00686 ft/ft Velocity 1.77 ft/s Velocity Head 0,05 ft Specific Energy 0,53 ft Froude Number 0,69 Flow Type Subcritical GVF Input Data Downstream Depth 0,00 ft Length 0,00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0,00 ft Profile Description Profile Headloss 0,00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0,48 ft Critical Depth 0.43 ft Channel Slope 0.00300 ft/ft Critical Slope 0,00686 ft/ft 9/17/2013 2:23:39 PM Bentley Systems, Inc. Haestad Methods ScBetiille^EhlauMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 2 of 2 Alternative #1 - Cross Section 1-2 - 2yr Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Channel Slope Normal Depth Discharge Cross Section Image 0,00300 ft/ft 0,48 ft 13.50 ms 0+20 Station 0+40 9/17/2013 2:33:40 PM Bentley Systems, Inc. Haestad Methods ScOMiitteipBlitaMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 08796 USA +1-203-766-1666 Page lof 1 Alternative #1 - Cross Section 1-2 - 1Qyr Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Manning Formula Normal Depth 0,00300 ft/ft 23,50 ft=/s Station (ft) Elevation (ft) 0+00 0+05 0+11 0+20 0+30 0+37 0+40 46.68 46.16 46.40 46.55 46.47 46.40 47.70 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 46.68) (0+40, 47.70) 0.016 Options uurrent Kougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 46.16 to 47.70 ft 0.56 ft 10.70 ft' 37,68 ft 0,28 ft 37,54 ft 9/17/2013 2:23:41 PM Bentley Systems, Inc. Haestad Methods ScBdiitle^EhltaiMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 2 Alternative #1 - Cross Section 1-2 - 10yr Results Normal Depth 0,56 ft Critical Depth 0,51 ft Critical Slope 0,00610 ft/ft Velocity 2,20 ft/s Velocity Head 0,08 ft Specific Energy 0,64 ft Froude Number 0,73 Flow Type Subcritical GVF input Data Downstream Depth 0,00 ft Length 0,00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0,00 ft Profile Description Profile Headloss 0,00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0,56 ft Critical Depth 0,51 ft Channel Slope 0,00300 ft/ft Critical Slope 0,00610 ft/ft 9/17/2013 2:23:41 PM Bentley Systems, Inc. HaesUd Methods SoBdnUs^ElttaiMaster VSi (SELECTseries 1) [OS.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 2 of 2 Alternative #1 - Cross Section 1-2 - lOyr Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Fonnula Normal Depth 0.00300 ft/ft 0.56 ft 23.50 ms 0+00 0+10 0+20 Station 0+30 0+40 Bentley Systems, Inc. Haestad Methods ScBiH(tte:|»MaMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 9/17/2013 2:34:13 PM Alternative #1 - Cross Section 1-2 - 100yr Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Manning Fonnula Normal Depth 0.00300 ft/ft 41,40 ms Station (ft) Elevation (ft) 0+00 0+05 0+11 0+20 0+30 0+37 0+40 46,68 46,16 46.40 46.55 46,47 46,40 47.70 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 46,68) (0+40, 47,70) 0,016 Options uurreni Kougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 46,16 to 47,70 ft 0,68 ft 15,09 ft' 38.11 ft 0,40 ft 37,83 ft 9/17/2013 2:23:43 PM Bentley Systems, Inc. Haestad Methods SoBeMlejiSMuMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 2 Alternative #1 - Cross Section 1-2 - lOOyr Results Normal Depth 0,68 ft Critical Depth 0,61 ft Critical Slope 0,00541 ft/ft Velocity 2,74 ft/s Velocity Head 0.12 ft Specific Energy 0.80 ft Froude Number 0.77 Flow Type Subcritical GVF Input Data Downstream Depth 0,00 ft Length 0,00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0,00 ft Profile Description Profile Headloss 0,00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0,68 ft Critical Depth 0.61 ft Channel Slope 0,00300 ft/ft Critical Slope 0.00541 ft/ft 9/17/2013 2:23:43 PM Bentley Systems, Inc. HaesUd Methods SoBdiiUe^EhtwMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 2 of 2 Alternative #1 - Cross Section 1-2 - 100yr Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Formula Normal Depth 0.00300 ft/ft 0,68 ft 41,40 ms 46,00 0+00 0+10 0+20 Station 0+30 0+40 9/17/2013 2:34:43 PM Bentley Systems, Inc. HaesUd Methods StaMMejCBMoiMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1of 1 Alternative #1 - Cross Section 1-3 - 2yr Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Manning Formula Normal Depth 0,00300 ft/ft 13,50 ft'/s Station (ft) Elevation (ft) 0+00 0+04 0+11 0+20 0+30 0+37 0+40 45,73 45,68 46,00 46,17 46.02 46.00 46.22 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 45.73) (0+40, 46.22) 0.016 Options uun-ent Kougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Nonnal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 45.68 to 46,22 ft 0,51 ft 7,86 ft' 40,05 ft 0,20 ft 39,57 ft 9/17/2013 2:23:44 PM Bentiey Systems, Inc. HaesUd Methods SoB<tnlle$;Ehl«iMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 2 Alternative #1 - Cross Section 1-3 - 2yr Results Normal Depth 0,51 ft Critical Depth 0,46 ft Critical Slope 0,00689 ft/ft Velocity 1,72 ft/s Velocity Head 0,05 ft Specific Energy 0,56 ft Froude Number 0,68 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0,00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0,00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0,51 ft Critical Depth 0,46 ft Channel Slope 0,00300 ft/ft Critical Slope 0.00689 ft/ft 9/17/2013 2:23:44 PM Bentley Systems, Inc. Haestad Methods SoBeliille^ElttajMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 2 of 2 Alternative #1 - Cross Section 1-3 - 2yr Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Formula Normal Depth 0,00300 ft/ft 0,51 ft 13,50 ms 0+00 0+10 0+20 Station 0+30 0+40 9/17/2013 2:36:48 PM Bentley Systems, Inc. HaesUd Methods ScBMUtojCBWaMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Deflnitions Alternative #1 - Cross Section 1-3 - lOyr Manning Fonnula Normal Depth 0.00300 ft/ft 23,50 ft'/s Station (ft) Elevation (ft) 0+00 0+04 0+11 0+20 0+30 0+37 0+40 45.73 45.68 46.00 46,17 46,02 46.00 46.22 Roughness Segment Deflnitions Start Station Ending Station Roughness Coefficient (0+00, 45.73) (0+40, 46.22) 0,016 Options uurrent Kougnness vveigntea Mettiod Open Channel Weighting Method Closed Channel Weighting Method Results Nonnal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 45,68 to 46,22 ft 0.59 ft 11,02 ft' 40.61 ft 0,27 ft 40,00 ft 9/17/2013 2:23:46 PM Bentley Systems, Inc. Haestad Methods SoBdrlle^ShlaiiMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 2 Alternative #1 - Cross Section 1-3 - lOyr Results Normal Depth 0.59 ft Critical Depth 0,54 ft Critical Slope 0,00628 ft/ft Velocity 2.13 ft/s Velocity Head 0.07 ft Specific Energy 0.66 ft Froude Number 0,72 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0,00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0,59 ft Critical Depth 0.54 ft Channel Slope 0.00300 ft/ft Critical Slope 0.00628 ft/ft Bentley Systems, Inc. HaesUd Methods SoBetMle^SMwMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 2 of 2 9/17/2013 2:23:46 PM Alternative #1 - Cross Section 1-3 - 10yr Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Formula Normal Depth 0.00300 ft/ft 0.59 ft 23.50 ft'/s 0+00 0+10 0+20 0+30 0+40 Station 9/17/2013 2:36:17 PM Bentley Systems, Inc. HaesUd Methods ScaMUto;piMaiMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA+1-203-765-1666 Page 1 of 1 Alternative #1 - Cross Section 1-3 - 100yr Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Manning Formula Normal Depth 0,00300 ft/ft 41,40 ft'/s Station (ft) Elevation (ft) 0+00 0+04 0+11 0+20 0+30 0+37 0+40 45,73 45,68 46,00 46,17 46,02 46,00 46,22 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 45,73) (0+40, 46.22) 0.016 Options uurrent Kougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 45.68 to 46.22 ft 0.70 ft 15.52 ft' 40.83 ft 0.38 ft 40.00 ft 9/17/2013 2:23:48 PM Bentley Systems, Inc. Haestad Methods SoBdMh^EhtaiMastor VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page lof 2 Alternative #1 - Cross Section 1-3 - 100yr Results Nomnal Depth 0,70 ft Critical Depth 0,64 ft Critical Slope 0,00557 ft/ft Velocity 2,67 ft/s Velocity Head 0,11 ft Specific Energy 0,81 ft Froude Number 0,76 Flow Type Subcritical GVF Input Data Downstream Depth 0,00 ft Length 0,00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0,00 ft Profile Description Profile Headloss 0,00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0,70 ft Critical Depth 0,64 ft Channel Slope 0,00300 ft/ft Critical Slope 0,00557 ft/ft 9/17/2013 2:23:48 PM Bentley Systems, Inc. HaesUd Methods SoBdhllspElilaiMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 2 of 2 Alternative #1 - Cross Section 1-3 - lOOyr Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Fonnula Normal Depth 0.00300 ft/ft 0.70 ft 41,40 ft'/s 0+00 0+10 0+20 Station 0+30 0+40 9/17/2013 2:37:02 PM Bentiey Systems, Inc. Haestad Methods SeSaMte^lCBMaMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Alternative #2 - Cross Section 1-1 - 2yr Manning Formula Normal Depth 0.00300 ft/ft 24.00 ft'/s Station (ft) Elevation (ft) 0+00 0+01 0+03 0+11 0+20 0+30 0+36 0+39 0+40 47,09 46.46 45,91 45,91 45,91 45,91 45,91 46,52 46,80 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 47,09) (0+40, 46,80) 0.015 Options uurrent Kougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 45.91 to 47.09 ft 0,30 ft 10,12 ft' 34,95 ft 9/17/2013 2:38:29 PM Bentley Systems, Inc. Haestad Methods SoBeUdle^EldwMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 2 Alternative #2 - Cross Section 1-1 - 2yr Results Hydraulic Radius 0,29 ft Top Width 34.88 ft Normal Depth 0,30 ft Critical Depth 0,26 ft Critical Slope 0,00524 ft/ft Velocity 2,37 ft/s Velocity Head 0,09 ft Specific Energy 0,39 ft Froude Number 0,78 Flow Type Subcritical GVF Input Data Downstream Depth 0,00 ft Length 0,00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.30 ft Critical Depth 0.26 ft Channel Slope 0,00300 ft/ft Critical Slope 0,00524 ft/ft 9/17/2013 2:38:29 PM Bentley Systems, Inc. HaesUd Methods SoBtfille^EhlwMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 2 of 2 Alternative #2 - Cross Section 1-1 - 2yr Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Formula Normal Depth 0,00300 ft/ft 0,30 ft 24,00 ft'/s 0+20 Station 0+40 9/17/2013 2:47:63 PM Bentley Systems, Inc. HaesUd Methods ScBMiM>:|CBWaiMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-765-1666 Page lof 1 Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Alternative #2 - Cross Section 1-1 - lOyr Manning Formula Normal Depth 0.00300 ft/ft 34.00 ft'/s Station (ft) Elevation (ft) 0+00 0+01 0+03 0+11 0+20 0+30 0+36 0+39 0+40 47.09 46.46 45.91 45.91 45.91 45.91 45.91 46.52 46.80 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 47.09) (0+40, 46.80) 0,015 Options uurrent Kougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 45,91 to 47.09 ft 0.37 ft 12.55 ft' 35.56 ft 9/17/2013 2:38:30 PM Bentley Systems, Inc. Haestad Methods SoBdidle^EhtaiMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 2 Alternative #2 - Cross Section 1-1 - lOyr Results Hydraulic Radius 0.35 ft Top Width 35.47 ft Normal Depth 0.37 ft Critical Depth 0.32 ft Critical Slope 0.00487 ft/ft Velocity 2.71 ft/s Velocity Head 0.11 ft Specific Energy 0.48 ft Froude Number 0,80 Flow Type Subcritical GVF Input Data Downstream Depth 0,00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0,00 ft Profile Description Profile Headloss 0,00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0,37 ft Critical Depth 0,32 ft Channel Slope 0,00300 ft/ft Critical Slope 0,00487 ft/ft 9/17/2013 2:38:30 PM Bentley Systems, Inc. HaesUd Methods SoBdiitle^EhlaiMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-755-1666 Page 2 of 2 Alternative #2 - Cross Section 1-1 - lOyr Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Formula Normal Depth 0.00300 ft/ft 0.37 ft 34.00 ft'/s 0+10 0+20 Station 0+30 0+40 9/17/2013 2:47:10 PM Bentley Systems, Inc. Haestad Methods ScBMiiHe!|CBM»Master VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 Alternative #2 - Cross Section 1-1 - 100yr Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Manning Formula Normal Depth 0.00300 ft/ft 51,90 ft'/s Station (ft) Elevation (ft) 0+00 0+01 0+03 0+11 0+20 0+30 0+36 0+39 0+40 47,09 46,46 45,91 45,91 45,91 45,91 45,91 46.52 46,80 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 47.09) (0+40, 46.80) 0.015 Options uurrent Kougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 45.91 to 47.09 ft 0.48 ft 16.34 ft' 36.49 ft 9/17/2013 2:38:32 PM Bentley Systems, Inc. Haestad Methods SoBdnlle^ElTtMMastor VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-766-1666 Page 1 of 2 Alternative #2 • - Cross Section 1-1 - lOOyr Results Hydraulic Radius 0.45 ft Top Width 36,38 ft Normal Depth 0,48 ft Critical Depth 0.42 ft Critical Slope 0.00446 ft/ft Velocity 3.18 ft/s Velocity Head 0.16 ft Specific Energy 0.63 ft Froude Number 0.84 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.48 ft Critical Depth 0.42 ft Channel Slope 0.00300 ft/ft Critical Slope 0.00446 ft/ft 9/17/2013 2:38:32 PM Bentley Systems, Inc. Haestad Methods SoBetntle^EhMiiMasterVSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-766-1666 Page 2 of 2 Alternative #2 - Cross Section 1-1 - lOOyr Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Formula Normal Depth 0,00300 ft/ft 0,48 ft 51,90 ft'/s 0+00 0+10 0+20 0+30 Station 0+40 9/17/2013 2:46:43 PM Bentley Systems, Inc. HaesUd Methods S<fl»«il*eJ»hlai#/laster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-756-1666 Page lof 1 Alternative #2 - Cross Section 1-2 - 2yr Project Description Friction Method Solve For input Data Channel Slope Discharge Section Definitions Manning Formula Normal Depth 0.00300 ft/ft 24.00 ms Station (ft) Elevation (ft) 0+00 0+04 0+11 0+20 0+36 0+37 0+40 46.68 46.16 46.16 46.16 46.16 46.40 47.70 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 46.68) (0+40, 47.70) 0.016 Options uurrent Kougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 46.16 to 47.70 ft 0.31 ft 10.59 ft' 35.58 ft 0,30 ft 35,52 ft 9/17/2013 2:38:34 PM Bentley Systems, Inc. Haestad Methods SoBditUs^ShlwMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-755-1666 Page 1 of 2 Alternative #2 - Cross Section 1-2 - 2yr Results Normal Depth 0.31 ft Critical Depth 0.26 ft Critical Slope 0,00598 ft/ft Velocity 2,27 ft/s Velocity Head 0.08 ft Specific Energy 0,39 ft Froude Number 0,73 Flow Type Subcritical GVF Input Data Downstream Depth 0,00 ft Length 0,00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0,00 ft Profile Description Profile Headloss 0,00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0,31 ft Critical Depth 0,26 ft Channel Slope 0,00300 ft/ft Critical Slope 0,00598 ft/ft 9/17/2013 2:38:34 PM Bentley Systems, Inc. HaesUd Methods SoBditllepShtaiMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 2 of 2 Alternative #2 - Cross Section 1-2 - 2yr Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Fonnula Normal Depth 0.00300 ft/ft 0.31 ft 24.00 ft'/s 47.80 47.60 47.40 47.20 1 '^^•00 > iB 48.80 48.60 46.40 48.20 46.00 0+00 0+10 0+20 Station 0+30 0+40 9/17/2013 2:46:20 PM Bentley Systems, Inc. HaesUd Methods ScaMMte:PSMiaMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-765-1666 Page 1 of 1 Alternative #2 - Cross Section 1-2 - lOyr Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Manning Formula Normal Depth 0,00300 ft/ft 34,00 ft'/s Station (ft) Elevation (ft) 0+00 0+04 0+11 0+20 0+36 0+37 0+40 46,68 46,16 46,16 46.16 46.16 46.40 47.70 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 46.68) (0+40, 47.70) 0.016 Options uurrent Kougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 46.16 to 47,70 ft 0.38 ft 13.15 ft' 36,26 ft 0,36 ft 36,18 ft 9/17/2013 2:38:36 PM Bentley Systems, Inc. HaesUd Methods SoBtMlspShtwMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page lof 2 Alternative #2 - Cross Section 1-2 - lOyr Results Normal Depth 0,38 ft Critical Depth 0,32 ft Critical Slope 0,00555 ft/ft Velocity 2,59 ft/s Velocity Head 0,10 ft Specific Energy 0,49 ft Froude Number 0.76 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0,00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0,00 ft Profile Description Profile Headloss 0,00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0,38 ft Critical Depth 0,32 ft Channel Slope 0,00300 ft/ft Critical Slope 0,00555 ft/ft 9/17/2013 2:38:36 PM Bentley Systems, Inc. Haestad Methods SoBdntle^EhtwMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-765-1666 Page 2 of 2 Alternative #2 - Cross Section 1-2 - lOyr Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Formula Normal Depth 0,00300 ft/ft 0,38 ft 34,00 ft'/s 0+00 0+10 0+20 Station 0+30 0+40 9/17/2013 2:46:59 PM Bentley Systems, Inc. Haestad Methods SdlaMteipsiileiMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-766-1666 Page 1 of 1 Alternative #2 - Cross Section 1-2 - lOOyr Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Manning Formula Normal Depth 0.00300 ft/ft 51.90 ms Station (ft) Elevation (ft) 0+00 0+04 0+11 0+20 0+36 0+37 0+40 46.68 46.16 46,16 46,16 46,16 46,40 47,70 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 46,68) (0+40, 47,70) 0,016 Options uurrent Kougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 46,16 to 47,70 ft 0,49 ft 17,14 ft' 37,29 ft 0,46 ft 37,19 ft 9/17/2013 2:38:37 PM Bentley Systems, Inc. Haestad Methods SoBcMls^ElTtuMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 2 Alternative #2 - Cross Section 1-2 - lOOyr Results Normal Depth 0.49 ft Critical Depth 0,42 ft Critical Slope 0,00509 ft/ft Velocity 3,03 ft/s Velocity Head 0,14 ft Specific Energy 0,64 ft Froude Number 0,79 Flow Type Subcritical GVF Input Data Downstream Depth 0,00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0,00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0,49 ft Critical Depth 0,42 ft Channel Slope 0.00300 ft/ft Critical Slope 0.00509 ft/ft 9/17/2013 2:38:37 PM Bentley Systems, Inc. HaesUd Methods SoBdiitlepEhtwMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-766-1666 Page 2 of 2 Alternative #2 - Cross Section 1-2 - lOOyr Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section image Manning Formula Normal Depth 0.00300 ft/ft 0.49 ft 51.90 ft'/s 47 80 47 60 47 40 47 20 47 00 48 80 46 60 46 40 46 20 46 00 0+00 0+10 0+20 Station 0+30 0+40 9/17/2013 2:46:33 PM Bentley Systems, Inc. HaesUd Methods ScflMUtojICBIiteMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 Alternative #2 - Cross Section 1-3 - 2yr Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Manning Formula Normal Depth 0.00300 ft/ft 24.00 ft'/s Station (ft) Elevation (ft) 0+00 0+03 0+11 0+20 0+30 0+37 0+40 45.73 45.68 45,68 45,68 45,68 45,68 46.22 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 45.73) (0+40. 46,22) 0,016 Options uurrent Kougnness vveigniea Method Open Channel Weighting Method Closed Channel Weighting Method Results Nonnal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 45,68 to 46,22 ft 0.29 ft 10,95 ft' 38,77 ft 0,28 ft 38,50 ft 9/17/2013 2:38:39 PM Bentley Systems, Inc. Haestad Methods SoBdiille^SMwMastor VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-756-1666 Page 1 of 2 Alternative #2 - Cross Section 1-3 - 2yr Results Nonnal Depth 0,29 ft Critical Depth 0,24 ft Critical Slope 0,00613 ft/ft Velocity 2,19 ft/s Velocity Head 0,07 ft Specific Energy 0.37 ft Froude Number 0.72 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.29 ft Critical Depth 0.24 ft Channel Slope 0.00300 ft/ft Critical Slope 0.00613 ft/ft 9/17/2013 2:38:39 PM Bentley Systems, Inc. HaesUd Methods SoBdMlsjiShMiMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-766-1666 Page 2 of 2 Alternative #2 - Cross Section 1-3 - 2yr Project Description Friction Method Solve For Input Data Channel Siope Normal Depth Discharge Cross Section Image Manning Formula Normal Depth 0,00300 ft/ft 0,29 ft 24,00 ft'/s 0+00 0+10 0+20 0+30 Station 0+40 9/17/2013 2:44:34 PM Bentley Systems, Inc. Haestad Methods ScBMM()|CBWiaMaster VSi (SELECTseries 1) [OS.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1of 1 Alternative #2 - Cross Section 1-3 - lOyr Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Manning Formula Normal Depth 0.00300 ft/ft 34.00 ft'/s Station (ft) Elevation (ft) 0+00 0+03 0+11 0+20 0+30 0+37 0+40 45.73 45.68 45.68 45.68 45.68 45.68 46.22 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 45.73) (0+40, 46.22) 0.016 Options uurrent Kougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Nomnal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 45.68 to 46,22 ft 0,36 ft 13,56 ft' 39,25 ft 0,35 ft 38,91 ft 9/17/2013 2:38:41 PM Bentley Systems, Inc. HaesUd Methods SoBdMlsfiEhlwMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-756-1666 Page lof 2 Alternative #2 - Cross Section 1-3 - 10yr Results Normal Depth 0.36 ft Critical Depth 0,30 ft Critical Slope 0,00569 ft/ft Velocity 2,51 ft/s Velocity Head 0,10 ft Specific Energy 0,46 ft Froude Number 0,75 Flow Type Subcritical GVF Input Data Downstream Depth 0,00 ft Length 0,00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0,00 ft Profile Description Profile Headloss 0,00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0,36 ft Critical Depth 0,30 ft Channel Slope 0,00300 ft/ft Critical Slope 0,00569 ft/ft 9/17/2013 2:38:41 PM Bentley Systems, Inc. HaesUd Methods SoBdiiUe^EhlaiMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-756-1666 Page 2 of 2 Alternative #2 - Cross Section 1-3 - lOyr Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Formula Normal Depth 0.00300 ft/ft 0.36 ft 34.00 ft'/s 46.40 46.30 46.20 46.10 .e 46.00 i 45.90 45.80 45.70 45.60 45.50 / / 0+00 0+10 0+20 Station 0+30 0+40 9/17/2013 2:44:09 PM Bentley Systems, Inc. HaesUd Methods ScflMittoilCBIiMVIaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 Alternative #2 - Cross Section 1-3 - lOOyr Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Manning Formula Normal Depth 0,00300 ft/ft 51,90 ft'/s Station (ft) Elevation (ft) 0+00 0+03 0+11 0+20 0+30 0+37 0+40 45,73 45,68 45,68 45,68 45,68 45,68 46,22 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 45,73) (0+40, 46,22) 0,016 Options uurrent Kougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 45,68 to 46,22 ft 0,46 ft 17.62 ft' 39,99 ft 0,44 ft 39,54 ft 9/17/2013 2:38:43 PM Bentley Systems, Ine. HaesUd Methods SoBcMlspShtaiMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page lof 2 Alternative #2 - Cross Section 1-3 - lOOyr Results Nomnal Depth 0.46 ft Critical Depth 0.39 ft Critical Slope 0.00522 ft/ft Velocity 2.95 ft/s Velocity Head 0.13 ft Specific Energy 0.60 ft Froude Number 0.78 Flow Type Subcritical GVF input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0,00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0,46 ft Critical Depth 0.39 ft Channel Slope 0.00300 ft/ft Critical Slope 0.00522 ft/ft 9/17/2013 2:38:43 PM Bentley Systems, Inc. HaesUd Methods SoBdiiUepEhtwMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-766-1666 Page 2 of 2 Alternative #2 - Cross Section 1-3 - lOOyr Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Formula Normal Depth 0,00300 ft/ft 0,46 ft 51,90 ft'/s 46.40 46,30 46.20 46.10 c o 46.00 1 IU 45.90 UJ 45.90 45.80 45.70 45.60 45.50 0+00 T7 1 / 0+10 0+20 Station 0+30 0+40 9/17/2013 2:43:38 PM Bentley Systems, Inc. Haestad Methods S(AMMe:PNitaiMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Alternative #3 - Cross Section 1-1 - 2yr Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Manning Formula Normal Depth 0.00300 ft/ft 24.00 ft'/s Station (ft) Elevation (ft) 0+00 0+01 0+03 0+17 0+21 0+35 0+39 0+40 47.09 46.46 45.91 45,63 45,63 45,91 46,52 46,80 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 47.09) (0+40, 46.80) 0.015 Options uurrent Kougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Nonnal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 45,63 to 47,09 ft 0.43 ft 9.91 ft' 33,18 ft 0,30 ft 9/17/2013 2:49:12 PM Bentley Systems, Inc. HaesUd Methods ScBMIv^EhlwMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 2 Alternative #3 - Cross Section 1-1 - 2yr Results Top Width 33,15 ft Normal Depth 0,43 ft Critical Depth 0,39 ft Critical Slope 0,00517 ft/ft Velocity 2,42 ft/s Velocity Head 0.09 ft Specific Energy 0,52 ft Froude Number 0,78 Flow Type Subcritical GVF Input Data Downstream Depth 0,00 ft Length 0,00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0,00 ft Profile Description Profile Headloss 0,00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0,43 ft Critical Depth 0,39 ft Channel Slope 0.00300 ft/ft Critical Slope 0,00517 ft/ft 9/17/2013 2:49:12 PM Bentley Systems, Inc. Haestad Methods SoBdiitlejEEIilwMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-755-1666 Page 2 of 2 Project Description Friction Method Solve For input Data Channel Slope Normal Depth Discharge Cross Section image Alternative #3 - Cross Section 1-1 - 2yr Manning Formula Normal Depth 0.00300 ft/ft 0.43 ft 24.00 ft'/s 45.40 0+00 0+10 0+20 Station 0+30 0+40 9/17/2013 2.68:66 PM Bentley Systems, Inc. HaesUd Methods ScOaMkeifSMaMasterVSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 Alternative #3 - Cross Section 1-1 - 10yr Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Manning Formula Normal Depth 0,00300 ft/ft 34,00 ft'/s Station (ft) Elevation (ft) 0+00 0+01 0+03 0+17 0+21 0+35 0+39 0+40 47,09 46.46 45,91 45,63 45,63 45,91 46,52 46,80 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 47,09) (0+40, 46,80) 0,015 Options uurrent Kougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 45,63 to 47,09 ft 0,50 ft 12,32 ft' 33,95 ft 0,36 ft 9/17/2013 2:49:14 PM Bentley Systems, Inc. HaesUd Methods SoBeMle^EhlaiMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page lof 2 Alternative #3 • - Cross Section 1-1 - lOyr Results Top Width 33,90 ft Normal Depth 0,50 ft Critical Depth 0,45 ft Critical Slope 0,00481 ft/ft Velocity 2.76 ft/s Velocity Head 0.12 ft Specific Energy 0,62 ft Froude Number 0,81 Flow Type Subcritical GVF Input Data Downstream Depth 0,00 ft Length 0,00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0,00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0,50 ft Critical Depth 0,45 ft Channel Slope 0,00300 ft/ft Critical Slope 0.00481 ft/ft 9/17/2013 2:49:14 PM Bentley Systems, Inc. HaesUd Methods SoBdnlle^EhMiMastor VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-766-1666 Page 2 of 2 Alternative #3 - Cross Section 1-1 - lOyr Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Formula Normal Depth 0,00300 ft/ft 0,50 ft 34,00 ft'/s 45,40 0+00 0+10 0+20 Station 0+30 Q+40 9/17/2013 2:58:35 PM Bentley Systems, Inc. Haestad Methods ScBaMteilCStataiMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-756-1666 Page 1 of 1 Alternative #3 - Cross Section 1-1 - lOOyr Project Description Friction Method Solve For input Data Channel Slope Discharge Section Definitions Manning Formula Normal Depth 0.00300 ft/ft 51.90 ft'/s Station (ft) Elevation (ft) 0+00 0+01 0+03 0+17 0+21 0+35 0+39 0+40 47.09 46.46 45.91 45.63 45.63 45,91 46,52 46,80 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 47,09) (0+40, 46,80) 0,015 Options uurrent Kougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 45,63 to 47.09 ft 0,61 ft 16,09 ft' 35,12 ft 0,46 ft 9/17/2013 2:49:16 PM Bentley Systems, Inc. HaesUd Methods SoBAMIepBftlwMaster VSi (SELECTseries 1} [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-755-1666 Page 1 of 2 Alternative #3 - Cross Section 1-1 - 100yr Results Top Width 35,05 ft Normal Depth 0,61 ft Critical Depth 0,56 ft Critical Slope 0 00441 ft/ft Velocity 3,22 ft/s Velocity Head 0,16 ft Specific Energy 0,78 ft Froude Number 0,84 Flow Type Subcritical GVF Input Data Downstream Depth 0,00 ft Length 0,00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0,00 ft Profile Description Profile Headloss 0,00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0,61 ft Critical Depth 0,56 ft Channel Slope 0,00300 ft/ft Critical Slope 0,00441 ft/ft 9/17/2013 2:49:16 PM Bentley Systems, Inc. Haestad Methods SoBdiille^EhtaiMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 2 of 2 Alternative #3 - Cross Section 1-1 - lOOyr Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Formula Normal Depth 0.00300 ft/ft 0.61 ft 51.90 ft'/s 45.40 0+00 0+10 0+20 Station 0+30 0+40 9/17/2013 2:58:10 PM Bentley Systems, Inc. HaesUd Methods ScBiMto;pBliMUIaster VSi (SELECTseries 1) [OS.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 Alternative #3 - Cross Section 1-2 - 2yr Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Manning Formula Normal Depth 0.00300 ft/ft 24,00 ft'/s Station (ft) Elevation (ft) 0+00 0+04 0+18 0+22 0+36 0+37 0+40 46,68 46,16 45,86 45,86 46,16 46,40 47,70 Roughness Segment Deflnitions Start Station Ending Station Roughness Coefficient (0+00, 46,68) (0+40, 47,70) 0,016 Options uurrent Kougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 45,86 to 47,70 ft 0.45 ft 10,35 ft' 33.66 ft 0.31 ft 33,62 ft 9/17/2013 2:49:17 PM Bentley Systems, Inc. HaesUd Methods SoBdiiUe^EhlaiMastor VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 2 Alternative #3 - Cross Section 1-2 - 2yr Results Normal Depth 0.45 ft Critical Depth 0,39 ft Critical Slope 0,00589 ft/ft Velocity 2,32 ft/s Velocity Head 0,08 ft Speciflc Energy 0,53 ft Froude Number 0,74 Flow Type Subcritical GVF input Data Downstream Depth 0,00 ft Length 0,00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0,00 ft Proflle Description Proflle Headloss 0,00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0,45 ft Critical Depth 0,39 ft Channel Slope 0,00300 ft/ft Critical Slope 0,00589 ft/ft 9/17/2013 2:49:17 PM Bentley Systems, Inc. Haestad Methods SoBdMlepEldwMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image Alternative #3 - Cross Section 1-2 - 2yr Manning Formula Normal Depth 0,00300 ft/ft 0,45 ft 24,00 ft'/s 0+00 0+10 0+20 Station 0+30 0+40 9/17/2013 2:67:44 PM Bentley Systems, Inc. Haestad Methods ScBMUteipSWaiMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page lof 1 Alternative #3 - Cross Section 1-2 - lOyr Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Manning Formula Normal Depth 0,00300 ft/ft 34,00 ft'/s Station (ft) Elevation (ft) 0+00 46,68 0+04 46,16 0+18 45,86 0+22 45,86 0+36 46,16 0+37 46,40 0+40 47,70 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 46,68) (0+40, 47,70) 0,016 Options uurrent Kougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method Nomnal Depth 0,53 ft Elevation Range 45,86 to 47,70 ft Flow Area 12,88 ft' Wetted Perimeter 34,48 ft Hydraulic Radius 0,37 ft Top Width 34,42 ft 9/17/2013 2:49:19 PM Bentley Systems, inc. HaesUd Methods SoBeMi*$;SlitwMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-756-1666 Page 1 of 2 Alternative #3 - Cross Section 1-2 - lOyr Results Normal Depth 0.53 ft Critical Depth 0,46 ft Critical Slope 0,00548 ft/ft Velocity 2,64 ft/s Velocity Head 0,11 ft Specific Energy 0,63 ft Froude Number 0,76 Flow Type Subcritical GVF Input Data Downstream Depth 0,00 ft Length 0,00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0,00 ft Profile Description Profile Headloss 0,00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0,53 ft Critical Depth 0,46 ft Channel Slope 0,00300 ft/ft Critical Slope 0,00548 ft/ft 9/17/2013 2:49:19 PM Bentley Systems, Inc. HaesUd Methods SoBdiiUe^EhlwMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-766-1666 Page 2 of 2 Alternative #3 - Cross Section 1-2 - lOyr Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Formula Normal Depth 0.00300 ft/ft 0.53 ft 34.00 ft'/s 0+00 0+10 0+20 Station 0+30 0+40 9/17/2013 2:66:42 PM Bentley Systems, Inc. HaesUd Methods SiJltMtijaiMaMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 Alternative #3 - Cross Section 1-2 - lOOyr Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Manning Formula Normal Depth 0,00300 ft/ft 51,90 ft'/s Station (ft) Elevation (ft) 0+00 0+04 0+18 0+22 0+36 0+37 0+40 46,68 46,16 45,86 45,86 46,16 46,40 47,70 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 46,68) (0+40, 47,70) 0,016 Options Current Kougnness vveigniea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 45,86 to 47,70 ft 0,64 ft 16,83 ft' 35,66 ft 0,47 ft 35,58 ft 9/17/2013 2:49:20 PM Bentley Systems, Inc. Haestad Methods SoBdnUepEhtaiMastor VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-756-1666 Page 1 of 2 Alternative #3 - Cross Section 1-2 - lOOyr Results Normal Depth 0,64 ft Critical Depth 0,57 ft Critical Slope 0,00603 ft/ft Velocity 3,08 ft/s Velocity Head 0,15 ft Specific Energy 0,79 ft Froude Number 0.79 Flow Type Subcritical GVF input Data Downstream Depth 0.00 ft Length 0,00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0,00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.64 ft Critical Depth 0.57 ft Channel Slope 0.00300 ft/ft Critical Slope 0.00503 ft/ft 9/17/2013 2:49:20 PM Bentley Systems, Inc. HaesUd Methods SoBedtUsJCShtaiMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 2 of 2 Alternative #3 - Cross Section 1-2 - lOOyr Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Formula Normal Depth 0,00300 ft/ft 0,64 ft 51,90 ft'/s 0+00 0+10 0+20 Station 0+30 0+40 9/17/2013 2:66:08 PM Bentley Systems, Inc. HaesUd Methods SdHeHth jCShfWaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-755-1666 Page 1 of 1 Project Description Friction Method Solve For input Data Channel Slope Discharge Section Definitions Alternative #3 - Cross Section 1-3 - 2yr Manning Formula Normal Depth 0.00300 ft/ft 24.00 ft'/s Station (ft) Elevation (ft) 0+00 0+03 0+18 0+22 0+37 0+38 0+40 45.73 45.68 45.38 45.38 45.68 46.00 46,22 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 45,73) (0+40, 46,22) 0,016 Options current Kougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 45,38 to 46,22 ft 0,44 ft 10,82 ft' 37,55 ft 0,29 ft 37,44 ft 9/17/2013 2:49:22 PM Bentley Systems, Inc. HaesUd Methods SoBeMls^EhtwMaster VSi (SELECTseries 1) [OS.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Alternative #3 - Cross Section 1-3 - 2yr Results Normal Depth 0.44 ft Critical Depth 0,38 ft Critical Slope 0,00606 ft/ft Velocity 2,22 ft/s Velocity Head 0.08 ft Specific Energy 0,52 ft Froude Number 0,73 Flow Type Subcritical GVF Input Data Downstream Depth 0,00 ft Length 0,00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0,00 ft Profile Description Profile Headloss 0,00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0,44 ft Critical Depth 0,38 ft Channel Slope 0,00300 ft/ft Critical Slope 0,00606 ft/ft 9/17/2013 2:49:22 PM Bentley Systems, Inc. HaesUd Methods SoBeAtle^SMwMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 2 of 2 Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image Alternative #3 - Cross Section 1-3 - 2yr Manning Formula Normal Depth 0.00300 ft/ft 0.44 ft 24,00 ft'/s 0+00 0+10 0+20 Station 0+30 0+40 9/17/2013 2:65:46 PM Bentley Systems, Inc. HaesUd Methods S(flaHM()»MiaMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-756-1666 Page 1 of 1 Alternative #3 - Cross Section 1-3 - lOyr Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Deflnitions Manning Formula Normal Depth 0.00300 ft/ft 34,00 ft'/s Station (ft) Elevation (ft) 0+00 0+03 0+18 0+22 0+37 0+38 0+40 45,73 45,68 45,38 4538 45,68 46,00 46,22 Roughness Segment Deflnitions Start Station Ending Station Roughness Coefficient (0+00, 45,73) (0+40, 46,22) 0,016 Options uurrent Kougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 45,38 to 46,22 ft 0.51 ft 13,37 ft' 37,85 ft 0,35 ft 37,65 ft 9/17/2013 2:49:24 PM Bentley Systems, Inc. HaesUd Methods SoBiMlsjiEhlwMastor VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 2 Alternative #3 - Cross Section 1-3 - 10yr Results Normal Depth 0.51 ft Critical Depth 0,45 ft Critical Slope 0,00563 ft/ft Velocity 2,54 ft/s Velocity Head 0,10 ft Specific Energy 0,61 ft Froude Number 0,75 Flow Type Subcritical GVF input Data Downstream Depth 0,00 ft Length 0,00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0,00 ft Profile Description Profile Headloss 0,00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0,51 ft Critical Depth 0,45 ft Channel Slope 0,00300 ft/ft Critical Slope 0,00563 ft/ft 9/17/2013 2:49:24 PM Bentley Systems, Inc. HaesUd Methods SoBdnUe^EhtuMastor VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-755-1666 Page 2 of 2 Alternative #3 - Cross Section 1-3 - lOyr Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Formula Normal Depth 0.00300 ft/ft 0.51 ft 34,00 ft'/s 0+00 0+10 0+20 Station 0+30 0+40 9/17/2013 2:66:23 PM Bentley Systems, Inc. Haestad Methods S(BiHiHe\pSMaiMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-756-1666 Page 1 of 1 Alternative #3 - Cross Section 1-3 - lOOyr Project Description Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Manning Formula Normal Depth 0.00300 ft/ft 51.90 ft'/s Station (ft) Elevation (ft) 0+00 0+03 0+18 0+22 0+37 0+38 0+40 45.73 45,68 45,38 45,38 45,68 46,00 46,22 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 45,73) (0+40, 46,22) 0.016 Options uurrent Kougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 45.38 to 46.22 ft 0.61 ft 17.31 ft' 38.29 ft 0,45 ft 37,97 ft 9/17/2013 2:49:10 PM Bentley Systems, Inc. HaesUd Methods SoBcUht^EhdlaiMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-766-1666 Page 1 of 2 Alternative #3 - Cross Section 1-3 - lOOyr Results Normal Depth 0.61 ft Critical Depth 0,54 ft Critical Slope 0,00515 ft/ft Velocity 3,00 ft/s Velocity Head 0,14 ft Specific Energy 0,75 ft Froude Number 0,78 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0,00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0,00 ft Profile Description Profile Headloss 0,00 ft Downstream Velocity Infinity ft/s Upsfream Velocity Inflnity ft/s Normal Depth 0,61 ft Critical Depth 0,54 ft Channel Slope 0,00300 ft/ft Critical Slope 0,00515 ft/ft 9/17/2013 2:49:10 PM Bentley Systems, Inc. Haestad Methods SoBdMlepEhlaiiMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-766-1666 Page 2 of 2 Alternative #3 - Cross Section 1-3 - 100yr Project Description Friction Method Solve For input Data Channel Slope Normal Depth Discharge Cross Section image Manning Formula Normal Depth 0.00300 ft/ft 0,61 ft 51,90 ft'/s 0+00 0+10 0+20 Station 0+30 0+40 9/17/2013 2:64:65 PM Bentley Systems, Inc. Haestad Methods ScBMtMtilCBMMMaster VSi (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet Worksheet for Circular Channel Project Description Worksheet Flow Element Method Solve For Circular Channel Circular Channel Manning's Formu Full Flow Capacit Proposed 18" RCP running from the ponded area to the existing pipe at the intersection of Laguna Drive and Madison Street. Input Data Mannings Coeffic 0.013 Channel Slope 010000 ft/ft Diameter 18,0 in Results Depth 1,50 ft Discharge 10.50 cfs Flow Area 1.8 ft' Wetted Perime 4.71 ft Top Width 0.00 ft Critical Depth 1,25 ft Percent Full 100,0 % Critical Slope 009774 ft/ft Velocity 5,94 ft/s Velocity Head 0,55 ft Specific Energ: 2,05 ft Froude Numbe 0,00 Maximum Disc 11,30 cfs Discharge Full 10.50 cfs Slope Full 010000 ft/ft Flow Type N/A untitled .fm2 09/16/13 11:50:05 PM © Haestad Methods, Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Computer Services FlowMaster v7,0 [7,0005] +1-203-755-1666 Page 1 of 1 APPENDIX F - Concept Exhibits VARli;S • 6' \r" LANDSCAPING —" EX EDGE OF PAVEUENT- RIGHT or *AY_ VARUS 40'-50' iX,' IDAVELL D _«AY VARUS REGIONAL STANDARD CLEANOUT--' rx 8" SrWER UAIN- RCP STORM DRAIN [X 6" WATER MAIN MADISON STREET - ALTERNATIVE #1 N,T,S, INLET AT LOW POINT AND PIPE TO LAGUNA DRIVE LANDSCAPING EX EDGE OF PAVEMENT PERMEABLE PAVEMENT ASSUMED 2' DEEP GRAVEL SECTION EX 8" SEWER MAIN DEMO II REMOVE EXISTING PAVEMENT ^—EX 6" WATER MAIN MADISON STREET - ALTERNATIVE #2 N,T,S, PERMEABLE PAVEMENT LANDSCAPING EX EDGE OF PAVEMENT STANDARD AC PAVEMENT SECTION BIORETFNTION— IMPERMEABLE LINER LX B" SEWER MAIN -PVC SUBDRAIN MADISON STREET - ALTERNATIVE #3 N.T,S, INVERTED CROWN WITH BIORETENTION NOTE: ACCESS WOULD NEED TO BE MAINTAINED INTO AND OUT OF EXISTING DRIVEWAYS BY EITHER PROVIDING BREAKS IN THE BIORETENTION OR UTILIZING A DRIVABLE MATERIAL, 30% CONSTRUCTION PLANS FOR NORTHWEST QUADRANT STORM DRAIN IMPROVEMENT PROGRAM PROJECT NO. 6608 ARBUCKLE PLACE PROJECT SITE VICINITY MAP NOT TO SCALE SHEET tNDEX SHEET WO 1 2 3 4 DESCRIPTIOH TITLE SHEZT GOtRAL NOTES DETAILS AND SECTIONS ARBUCKLE PLKE CITYOFCARLSBAD CARLSBAD, CALIFORNIA PROJECT SITE SHEET4 CITY COUNCIL MATT HALL-MAYOR KEITH BLACKBURN - MAYOR PRO TEM MARK PACKARD - COUNCIL MEMBER LORRAINE WOOD - COUNCIL MEMBER MICHAEL SCHUMACHER - COUNCIL MEMBER KATHY DODSON - INTERIM CITY MANAGER PATRICK THOMAS • PUBLIC WORKS DIRECTOR KEY MAP NOT TO SCALE Michael Baker INTERNATIONAL 5050 AVENIDA ENCINAS, SUITE 260 CARLSaAD, CALIFORNIA 920094386 760,4/6,9193 • FAX 760,476,9198 • www,mbal«M.CO(n ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL ClTY APPROVAL 'AS BUILT" SHEET I CITY OF CARLSBAD 1 I ENGINEERING DEPAR'S-ENT SHEETS 4 UFmmmiTnMSFai NW QUADimr STORM DRNN tMPROVEMEffT PROGRAM] TIRE SHEET \ \ APPROVED GLtl'J VA\ PESK: ICITY ENGINEER PE 41204 EXP-3/3i/:7 !DWN BY: _ CHKD 3^: . , RVWD BY: PROJECT \C. 6608 LEGEND fe ABBREVIATIONS GENERAL NOTES 1. NO REVISIONS Wia BE MADE TO THESE PLANS WITHOUT THE WRITTEN APPROVAL OF THE CITY ENGINEER, NOTED WITHIN THE REVISION BLOCK. ON THE APPROPRIATE SHEET OF THE PLANS AND TITLE SHEET 2. ACCESS FOR FIRE AND OTHER EMERGENCY VEHICLES SHALL BE MAINTAINED TO THE PROJECT SITE AT ALL TIMES DURING CONSTRUCTION. 3. THE CONTRACTOR SHALL CONFORM TO LABOR CODE SECTION 6705 BY SUBMITTING A DETAIL PLAN TO THE CITY ENGINEER AND/OR CONCERNED AGENCY SHOWNG THE DESIGN OF SHORING, BRAONG SLOPING OR OTHER PROVISIONS TO BE MADE OF WORKER PROTECTION FROM THE HAZARD QF CAVING GROUND DURING THE EXCAVATION OF SUCH TRENCH OR TRENCHES OR DURING THE PIPE INSTALLATION THEREIN, THIS PLAN MUST BE PREPARED FCR ALL TRENCHES FIVE FEET (5') OR MORE IN OEPTH AND APPROVED BY THE OTY 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 CAUFORNIA ADMINISTRATIVE COOE. THE PUN SHAa 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 ANO ANY OTHER ASSOCIATED GRADING EQUIPMENT SHALL BE UMITED TO THE PERIOD BETWEEN 8:00 A.M. AND 5;00 P.M. EACH DAY, MONDAY THRU FRIDAY AND NO EARTHMOVING OR GRADING OPERATIONS SHALL BE CONDUCTED ON WEEKENDS OR HOUDAYS UNLESS APPROVED BY THE CITY ENGINEER. (A LIST OF CITY HOUDAYS 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 AND FACILITIES SHOWN ON THE CONSTRUCTION PLANS WERE OBTAINED BY A SEARCH OF THE AVAILABLE RECORDS. ATTENTION IS CALLED TO THE POSSIBLE EXISTENCE OF OTHER UTIUTY FACILITIES OR STRUCTURES NOT SHOWN OR IN A LOCATION DIFFERENT FROM THAT SHOWN ON THE PLANS, THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES SHOWN ON THE PLANS AND ANY OTHER EXISTING FACIUTIES OR STRUCTURES NOT SHOWN, 7. THE CONTRACTOR SHALL VERIFY THE LOCATION OF ALL EXISTING FAaUTlES (ABOVEGROUND AND UNDERGROUND) WITHIN THE PROJECT SITE SUFRCIENTLY AHEAD OF THE CONSTRUCTION TO PERMIT THE REVISIONS OF THE CONSTRUCTION PLANS IF IT IS FOUND THAT THE ACTUAL LOCATIONS ARE IN CONFUCT WITH THE PROPOSEO WORK, 8. THE CONTRACTOR SHALL NOTIFY AFFECTED UTILITY COMPANIES (SEE BELOW) AT LEAST TWO FULL WORKING DAYS PRIOR TO STARTING CONSTRUCTION NEAR THEIR FACIUTIES AND SHALL COORDINATE WORK WITH A COMPANY REPRESENTATIVE. UNDERGROUND SERVICE ALERT SDG4E (GAS) SDGitE (ELEC) TIME WARNER CABLE COMMUNICATIONS ATtT CITY OF CARLSBAD (STREETS AND STORM DRAIN) CITY OF CARLSBAD (SEWER) CMWD (800)422-4133 (619)547-2020 (619)654-8686 (760)438-7741 (760)806-9809 (760)434-2980 (760)438-2720 (760)438-3891 EROSION CONTROL fe STORMWATER MANAGEMENTS NOTES 1. IN CASE EMERGENCY WORK IS REQUIRED, CONTRACTOR WILL PROVIDE A CONTACT NAME 4 PHONE NUMBER BEFORE CONSTRUCTION COMMENCES. 2. EQUIPMENT AND WORKERS FOR EMERGENCY WORK SHALL BE MADE AVAILABLE AT ALL TIMES DURING THE RAINY SEASON. ALL NECESSARY MATERIALS SHALL BE STOCKPILED ON SITE AT CONVENIENT LOCATIONS TO FACIUTATE RAPID CONSTRUCTION OF TEMPORARY DEVICES WHEN RAIN IS EMINENT 3. THE CONTRACTOR SHALL RESTORE Aa EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE QTY ENGINEER AFTER EACH RUN-OFF PRODUONG RAINpAa, 4, THE CONTRACTOR SHALL INSTAa ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEER DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE, 5, THE CONTRACTOR SHALL BE RESPONSIBLE AND SHAa TAKE NECESSARY PRECAUTIONS TO PREVENT PUBUC TRESPASS ONTO AREAS WHERE IMPOUNDED WATERS CREATE A HAZARDOUS CONDITION, 6, GRADED AREAS AROUND THE PROJECT PERIMETER MUST DRAIN AWAY FROM THE FACE OF SLOPE AT THE CONCLUSION OF EACH WORK OAY, 7, Aa REMOVABLE PROTECTIVE DEVICES SHAa BE IN PLACE AT THE END OF EACH WORKING OAY WHEN THE RVE (5) OAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%), SILT ANO OTHER DEBRIS SHAa BE REMOVED AFTER EACH RAINFALL, ON REOUEST. THE CONTRACTOR MUST PROVIDE PROOF OF THIS CAPABIUTY THAT IS ACCEPTABLE TO THE CITY ENGINEER. 8. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGATE. 9. MATERIAL NEEDED TO INSTALL STANDBY BMPs NECESSARY TO COMPLETELY PROTECT THE EXPOSED PORTIONS OF THE SITE FROM EROSION, ANO 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 THIS 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 THE SITE. THE CONTRACTOR MAY NOT CONTINUE TO RELY ON THE ABIUTY 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 EXPOSED AT ONE TIME IS UMITED 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 WITH AN ACCEPTABLE ALTERNATE AS SOON AS IT IS SAFE TO DO SO, THE FAILURE OF A BMP SHOWS THAT THE BMPs, AS INSTALLED, WAS NOT ADEQUATE FOR TOE CIRCUMSTANCES IN WHICH IT WAS USED AND SHALL BE CORRECTED OR MODIRED AS NECESSARY, REPAIRS OR REPLACEMENTS MUST THEREFORE PUT A MORE EFFECTIVE BMP IN PLACE, ARBORIST NOTES A CERTinED ARBORIST IS-REQUIRED ON SITE DURING EXCAVATION IN /REAS WHERE MATURE TREES ARE LOCATED AOJACEMT TO THE TRENCH OR ANY RELATED aONSTRUCTION ACTIVITIES, ARBORIST SHAa COORDINATE\flTH CONTRACTOR TO ROOT PRUN^ER SPECIFICATIONS. DURING THE EXCAVATION. ROOTB ENCOUNTERED MEASURING GREXTER THAN 2MN DIAMETER THAT HAVE NOT BEEN ROOT PRUNED SHALL BE CUT WTH A JflARP INSTRUMENT AND NOT RIPPED. ANY UMBS DAMAGED REQUIRE IMOfOIATE PRUNING. ROOT LOSS. NING MAY BE REQUIRED TO OFFSET TREES WITHIN THE WORK UMITS AND THE TO THE PRE-CONSTRUCTION MEETING. AND ;MENT NEEDS AT THE PRE-CONSTRUCTION THE ARBORIST SHALL PROVIDE A BRIEF SET 'THAT MEETING THAT WILL BE USED TO GUIDE TREE THE ARBORIST SHALL BECOME FAMllAR WITH NATURE OF THE WORK TO BE CONIAICTED PRIj SHALL DISCUSS TREE PROTECTION AVD MAN; MEETING WITH THE CONTRACTOR ANC\OI OF GUIDEUNES AND WORK PROTOCOL^ PROTECTION WORK. THE ARBORIST SHAa BE PRESENT>ULI\TIME DURING ALL WORK THAT COULD POTENTIALLY DAMAGE TREES AND THAT IS CONOUCTEa WITHIN THE DRIP UNE OF TREES NOT SPECIFICALLY MARKED FOR REMOVAL ON THE/PLANS. VORK THAT COULD POTENTlAaY DAMAGE TREES INaUDES ESTABUSHING STAGUfG AREAS A\D TRAVEL ROUTES. TRIMMING OF BRANCHES, GRADING, OR USE OF HEAVytQUIPMENT THftT MOVES OR SWINGS INTO THE CANOPY OF THE TREE. THE ARBORIST SHAlV^BE GIVEN AT LBljiST 2 DAYS NOTICE PRIOR TO ANY SUCH WORK BEING INITIATED. FOLLOW DIRECTION Pf TRUNKS, AND BRANCHI PVIDED BY THE ARBORIST FOR THE DURING THE COURSE OF IMPLEMENTING THE CONTRACTOR SHi> PROTECTION OF ROO/ WORK. THE ARBORIST SU^LL KEEP A LOG OF ALL OIRECflpN GIVEN TO THE CONTRACTOR, ANY PROBLEMS THA70CCUR, ANO THE RESOLUTION OFVIHOSE PROBLEMS. THE LOG SHALL BE SUBMITTED WIT/ CONTRACTOR WORK LOGS ON A pfcuLAR BASIS. ACP BFP TRANS EVLT FL HP IE LP STL (D EX STORM DRAIN CLEANOUT EX STORM DRAIN INLET EX STORM DRAIN ORB INLET EX SEWER MANHOLE EX SEWER CLEANOUT EX TELEPHO^£ PEDESTAL EX FIRE HYDRANT EX WATER METER EX WATER VALVE EX IRRIGATION CONTROL VALVE EX IRRIGATION CONTROL BOX EX CURB DRAIN EX ELECTRIC POWER POLE EX ELECTRIC PULL BOX EX ELECTRIC JJNCTION BOX EX STREET LIGHT EX GAS VALVE EX STREET SIGN EX TRAFFIC SIGNAL LIGHT EX POST/POLE EX FENCE LINE STORM DRAIN PIPE STORM DRAIN IM_ET STORM DRAIN CURB INLET STORM DRAIN CLEANOUT SAWCUT LINE GRADING DAYLIGHT LINE AVA ASPHALT CONCRETE PIPE BACK FLOW PREVENTER ELECTRIC TRANSFORMER ELECTRIC VAULT FLOWLINE HIGH POINT INVERT ELEVATION LOW POINT STEEL POT HOLE/BORING LOCATION STREET NOTES 1. ALL UNDERGROUND UTIUTIES AND LATERALS SHALL BE INSTALLED PRIOR TO CONSTRUCTION OF CURBS. CROSS GUTTERS OR SURFACING OF STREETS. 2. Aa SURVEY MONUMENTS AND POINTS THAT ARE DISTURBED BY THIS WORK SHAa BE REESTABUSHED. PERPETUATED. AND DOCUMENTED PER THE PROFESSIONAL LAND SURVEYORS ACT. ABBREVIATIONS AB AGGREGATE BASE PVMT PAVEMENT AC ASPHALT CONCRETE RCP REINFORCED CONCRETE PIPE B/E BOTTOM Of ENCASEMENT REC FROM RECORD DRAWINGS CIP CORRUGATED IRON PIPE RET RETAINING C&G CURB k GUTTER RW RECLAIMED WATER CONC CONCRETE S SEWER EQUIP EQUIPMENT SCO SEWER CLEANOUT EX EXISTING SD STORM DRAIN FG FINISH GRADE SORSO SAN DIEGO REGIONAL STANDARD DRAWING FL FLOWLINE SMH SEWER MANHOLE FS FINISH SURFACE SO SIDE OPENING GB GRADE BREAK STO STANDARD HP HIGH POINT SWK SIDEWALK INV INVERT TC TOP OF CURB IRR IRRIGATION TG TOP OF GRATE IV IRRIGATION VALVE W.S.P, WELDED STEEL PIPE LF LINEAL FEET W WATER LP LOW POINT WM WATER METER PIP PROTECT IN PLACE Michael Baker INTERNATIONAL 5050 AVENlOA ENCINAS, SUfTE 260 CARLSBAD, CALIFORNIA 9200&4386 760,476,9193 • FAX 760,476,9196 • www,mbakeiM.COlTl 'AS BUILT" 1 SHEET 2 CITY OF CARLSBAD ll^^^^^^^ ENGINEERING DEPAR'^iENT 4 SHEET 2 CITY OF CARLSBAD ll^^^^^^^ ENGINEERING DEPAR'^iENT 4 i UPROVBENT PLAHS K>R \NW QUADRANT STORM l}RAIN IMPROVEMENT PROGRAM GENERAL NOTES 1 I i UPROVBENT PLAHS K>R \NW QUADRANT STORM l}RAIN IMPROVEMENT PROGRAM GENERAL NOTES i UPROVBENT PLAHS K>R \NW QUADRANT STORM l}RAIN IMPROVEMENT PROGRAM GENERAL NOTES i UPROVBENT PLAHS K>R \NW QUADRANT STORM l}RAIN IMPROVEMENT PROGRAM GENERAL NOTES i i UPROVBENT PLAHS K>R \NW QUADRANT STORM l}RAIN IMPROVEMENT PROGRAM GENERAL NOTES : APPROVED GLEN VAN PESKi : APPROVED GLEN VAN PESKi 1 . ^ CITY ENGINEER PE 41204 EXP.3/31/17 DATE • ATE 1 INITIAL REVISION DESCRIPTiON OA^ 'N'TA, DATE ;„,^AL OWN BY CHKD 31 RVWD B^ PROJECT NC. :1DRAW!NG KC. 1 6608 L - J ENGINEER OF WORK REVISION DESCRIPTiON O^HER APPROVAL CITY APPROVAL OWN BY CHKD 31 RVWD B^ r; PROJECT NC. :1DRAW!NG KC. 1 6608 L - J EDGE OF PAVEMENT VARIES I'ARIES - EDGE OF PAVEMENT ARBUCKLE F»LACE - EAST OF MADISON N.T.S, ±9' SIDEWALK 18'-30' I5'-16' VARIES STA 6+71 TO 11+50 VARIE? VARIES A- EDGE OF / PAVEMENT CURB it GUTTER - MADISON STREET - NORTH OF GRAND N,T,S, -COLD Mla TOP 2" OF EXISTING AC A,C, OVERLAY MIN 2" AC OVERLAY SCARIFY EXISTING A,C, NOTES: 1. APPLY TACK COAT TO EXISTING SURFACE PRIOR TO OVERLAY, 2, THICKNESS OF OVERLAY DETERMINED BY FINISH ELEVATION, MAINTAIN 2 INCH MINIMUM THICKNESS SCARIFY EXISTING A,C, NOTES: 1, APPLY TACK COAT TO EXISTING SURFACE PRIOR TO OVERLAY, 2, THICKNESS OF OVERLA DETERMIfED BY FINISH ELEVATION, MAINTAIN 2 INCH MINIMUM THia«tSS ^MIN 2" A,C, OVERLAY -EXISTING PAVEUENT SURFACE - EXISTING A,C, PAVEMENT ENO DUMPING r 12" DRAINS TO OCEA\N A.C. OVERLAY - MATCH EXISTING PAVEMENT N.T,S, NOTES: 1, STENCIL SHALL BE STAINLESS STEEL ASTM B127 MO^CL OR EQUAL, 2, WHITE PAINT SHAa BE NON-WATER BASE STRIPING PAINT APPLIED 15 UILS WET FILM THICKNESS. 3, OWNERSHIP or STENCIL SHALL BE TRANSFERRED TO TTE CITY AT TTE END OF THE joe, PAINT COLOR: WHITE STENCIL BY: PIPELINE PRODUCTS SAN MARCOS, CA Ptt 1-800-998-1079 A.C. OVERLAY - MATCH CURB & GUTTER N.T.S. INLET STENCIL N.T.S. Michael Baker INTERNATIONAL 5050 AVENIDA ENCINAS, SUHE 260 CARLSBAD, CALIFORNIA 9200M386 760.476.9193 • FAX 760.476.9196 • w*w.mb8l<eilnl).C0in EDGE OF - PAVEMENT ±9' SIDEWALK I -t VARIES VARIES MADISON STREET - NORTH OF GRAND STA7-I-39T08+18 CURB & GUTTER ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL "AS BUILT" SHEET j CITY OF CARLSBAD ^ ENGINEERING DEPARTWEN^ 4 •.UmOVOBITPUIMSFOK \ NWQUADRANT STORM DRAIN IMPROVEMENT PROGRAM DETAILS AND SECTIONS AP!=ROVED GLEN VAN PESK' PE 41204 EXP-3/31/17 DATE 'DWN BY: _ :CHKD BY . I RVWD BY: . PRCJECT NO. DRAWING NC. 40 40 35 35 30 30 8+00 9+00 STORM DRAIN PROFILE 10+00 SCALE: HORIZ. 1"= 20' VERT r-2' 11+00 12+00 CONSTRUCTION NOTES EXISTING WATER LATERAL PER DWG. 451-1 EXISTING SEWER LATERAL PER DWG, 140-6 EXISTING GAS LATERAL PER DWG, 140-6 EXISTING 18" RCP STORM DRAIN PER DWG, 457-41 EXISTING 8" VCP SEWER PER DWG, 140-6 EXISTING 1,5" HP GAS PER DWG, 140-6 EXISTING ABANDONED 8" CMP STORM DRAIN PER DWG, 140-6 EXISTING A4 STORM DRAIN CLEANOUT PER DWG, 457-41 EXISTING 6" WATER LINE PER DWG 140-6 EXISTING ABANDONED STORM DRAIN PER DWG. 140-6 EXISTING A8ANC«NED DRAIN INLET PER DWG, 140-6 EXISTING WATER LATERAL PER DWG, 140-6 EXISTING GAS PER DWG, 140-6 EXISTING 6" VCP SEWER EXISTING GAS LATERAL EXISTING WATER LATERAL EXISTING SEWER LATERAL GENERAL NOTES: CURB DATA TABLE ® BEARING/DELTA RADIUS LENGTH NOTE 1 N XX"XX'XX" E — XX' 2 3 1, CENTERLINES. AND RIGHT-OF-WAY LlltS SHOWN HEREON WERE ESTABLISHED FROM AVAILABLE RECORD MAPS AND ASSESSOR'S MAPS, 2, CONnRACTOR TO VERIFY ALL CONFORMS WITH EXISTING IMPROVEMENTS PRIOR TO CONSTRUCTION, 3, CONJTRACTOR TO REPLACE EXISTING STRIPING k SIGNAGE DAMAGED DURING CONSTRUCTION. 4, CONTRACTOR TO DEWATER UTILITY TRENOtS AS REOUIRED, 5, TRENCH PLATES ALLOWED, 6, CONTRACTOR TO PROTECT ALL EXISTING UTILITIES IN PLACE IM_ESS NOTED ON PLANS, SCALE: r«20' STORM DRAIN DATA TABLE BEARING/DELTA RADIUS LENGTH NOTE 1 N XX" XX'XX" E — XX' 2 3 4 Michael Baker INTERNATIONAL 50S0 AVENIDA ENCINAS, SUrTE 260 CARLSBAD, CALIFORNIA 92008-4366 760,476.9193 • FAX 760.476.9198 • wviw.nibakeiinll.com ENGINEER OF WORKI REVISION DESCRIPTiON OTHER APPROVAL CITY APPROVAL @ EXISTING ELECTRICAL LATERAL @ EXISTING SSMH (g) REMOVE EXISTING DRAIN INLET @ REMOVE EXISTING STORM DRAIN @ CAP ANO PLUG EXISTING ABANDONED STORM DRAIN @ COMCCT PROPOSED STORM DRAIN PIPE TO EXISTING STORM DRAIN CLEANOUT (34) RAISE EXISTING WATER VALVES TO FINISH GRADE @ 24"x24" BROOKS BOX @ TYPE A4 STORM DRAIN CLEANOUT PER SDRSD D-9 @ TYPE A AC DIKE PER SDRSD G-5 dJ 10'-WIDe CROSS GUTTER PER SDRSD G-12 @ AC OVERLAY PER DETAIL ON SHEET 3 @ 4' SOG&E EASEMENTT PER PARCEL MAP NO, 20439 "AS BUILT" REVEWED BY: =^ CITY OF CARLSBAD I' ^= 4 ,1 ENGINEERING DE=AR-MEN* ; 4 jUPROVa/BiTPUVeFOR \NW QUADRANT STORM DRAIN IMPROVEMENT PROGRAM\ ARBUCKLE PLACE APPROVED GLEN VAN PESKI PE 41204 EXP.3/3V17 IDWN BY: _ ICHKD 3Y . i RVWD BY: . PROJEC