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HomeMy WebLinkAbout6608; Northwest Quadrant Drainage Improvements; Northwest Quadrant Drainage Improvements; 2011-04-01— r 1 Hydrology and Hydraulics Report NORTHWEST QUADRANT DRAINAGE IMPROVEMENTS 100% SUBMITTAL - APRIL 1, 2011 Onn^-A-1;^;r ^/ Prepared by: RBF Consulting XSV^^ \ / Richard Lucera, PE, CFM, CPESC - RCE 58089 Scott Cartwright 9755 Clairemont Mesa Blvd., San Diego, CA 92124 Klcrfy^\J<3J^/ 858.614.5000 Telephone | 858.614.5001 Fax Aill JX.'^ Ill-iiJ'KlliI Table of Contents 1. Project Description 2 1.1 Project Background 2 1.2 Project Location 2 1.3 Existing Conditions 3 1.4 FEMA Firm Map 4 2. Study Objectives 5 3. Methodology 5 3.1 Hydrology 5 3.2 Hydraulics 6 3.2.1 Gutter Capacity 6 3.2.2 Storm Drain Sizing 6 3.2.3 Inlet Sizing 6 4. Results 7 4.1.1 Hydrology 7 4.1.2 Hydraulics 8 5. Conclusions and Recommendations 9 6. References 12 List of Tables Table 4-1 Hydrology Summary 7 Table 4-2 Gutter Capacity Summary 8 List of Figures Figure 1-1 Vicinity Map 4 Appendix APPENDIX A - NRCS Soils Information and FEMA Maps APPENDIX B - Existing Condition Hydrology Maps APPENDIX C - Existing Condition Gutter Capacity Calculations APPENDIX D - Existing Condition Pipe Capacity Calculations APPENDIX E - Proposed Condition Pipe, Inlet, and Gutter Capacity Caiculations Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study 1. Project Description 1.1 Project Background The project represents a portion of the overall plan for drainage improvements in Carlsbad's Northwest Quadrant, comprised mainly of sites in Carlsbad Village. Each site has experienced historically observed flooding conditions. Local residents have, in some instances, expressed concern regarding the extent and source of drainage issues. The project's overall goal is to alleviate, to the greatest extent practical, current deficiencies in drainage and resulting inundation. RBF has been hired by the City to identify the source of these deficiencies and work with staff to develop and implement design solutions. 1.2 Project Location The specific locations within Carlsbad Village that are being addressed in this phase of work consist of the following locations which can be seen on the Vicinity iVlap (Figure l-l): • Pacific Street and Mountain View Drive (Site lA) Flooding and poor drainage have been observed on Pacific Avenue, roughly 200' in advance of, and within the intersecfion with Mountain View Drive. This intersection sits adjacent to the Army and Navy Academy. • Ocean Street Beach Access (Site IB) Flooding and poor drainage have been observed in and around the driveway of 2469 Ocean Street, approximately 500' south of the beach access steps. • Madison Street, between Grand Avenue and Arbuckle Place (Site 2) Ponding and inadequate drainage have been observed within Madison Street, within a portion of the gutter approximately 200 - 300' northwest of Grand Avenue (northeast of O'SuIlivan's Irish Pub). • Roosevelt Street, between Beech and Laguna (Site 3) Inadequate drainage and ponding have been observed within the gutter of Roosevelt Street approximately 250' south of the existing 8" storm drain system (northeast of the Carlsbad Trailer Plaza). • Roosevelt Street, between Carlsbad Village Drive and Grand Avenue (Site 4) Ponding and poor drainage has been observed on Roosevelt Street within the curb pop-outs and store front areas for several hundred feet in advance of Grand Avenue (southwest of the Grand Deli Parking Lot). • Madison Street, between Carlsbad Village Drive and Grand Avenue (Site 5) Ponding and poor drainage has been observed on Madison Street within the curb pop- outs and store front areas for several hundred feet in advance of Grand Avenue (near Chase Bank and Beach Cities Chiropractic). Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study • Harrison Street, South of Chinquapin (Site 6) General observafion and complaint of Hooding conditions has been noted, with no information regarding specific location or extent. Based on the field survey information collected, there are several localized low points and flat spots in the curb and gutter along the west side of Harrison Street at varying spots from the intersection with Chinquapin Avenue, extending approximately 400' south. 1.3 Existing Conditions The existing drainage areas are described as follows and can be see on the map included in APPENDIX B: • Pacific Street and Mountain View Drive (Site lA) This area consists of single family residential homes and part of one of the parking lots for the Army & Navy Academy. Pacific Avenue and Normandy Lane both drain for the high point at Garfield Street to the northeast into Mountain View Drive. The flow eventually enters the City's storm drain system via a curb inlet in the northeast corner of Ocean Street. • Ocean Street Beach Access (Site IB) This area consists of single family residential homes. Ocean Street drains to the northwest toward a curb inlet near the stairs going down to the beach. A peak rate of 1.0 cfs is discharged from a sump pump discharging from the house at the corner of Ocean Street and Pacific Avenue. • Madison Street, between Grand Avenue and Arbuckle Place (Site 2) This area consists of several commercial sites that drain to Madison Street. • Roosevelt Street, between Beech and Laguna (Site 3) This area consists of both residential and commercial development. Runoff from the properties along the northeast side of Roosevelt Street drains into the street, and eventually is collected by the existing curb inlet at the low point of the street. • Roosevelt Street, between Carlsbad Village Drive and Grand Avenue (Site 4) This area consists of commercial sites located along the northeast side of Roosevelt Street. These sites drain to the street which conveys runoff northerly toward the intersection with Grand Avenue. • Madison Street, between Carlsbad Village Drive and Grand Avenue (Site 5) This area consists of commercial sites located along both sides of Madison Street. These sites drain to the street which conveys runoff northerly toward an existing curb inlet near the intersection with Grand Avenue. • Harrison Street, South of Chinquapin (Site 6) This area consists of roadway drainage along Harrison Street. The flow collects at two existing curb inlets at the low point of the street. The inlets are located south of the new condominium development. Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study 1.4 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. Brm/n Park l!l9i«>a Dr Masftisft 'iSi Shopping CeMer k % 1 Sites 2-5 ©2010 Google - M8p.:^ata 02010 Google - Figure 1-1 Vicinity Map Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study 2. Study Objectives The objectives for this study include the following: • Document the location(s) of run-on, run-off for each site. • Develop hydrologic parameters and calculate 2, 10, and 100-year flov\/ rates for existing conditions. • Within the problem areas noted for each site, assess the hydraulic capacity of existing gutters, curb inlets and pipes during the 2, 10, and 100-year storms. Determine if any existing facilities warrant replacement or improvement based upon compliance with City standards or other reasonable engineering judgment. • Alternatively, see if drainage problems at any of the sites could be alleviated through curb replacement or other minor surface improvements, • Serve as a technical basis of design for completion of final improvement plans. 3. Methodology 3.1 Hydrology Existing hydrologic parameters have been developed using the Rational Method procedures according to 2003 County of San Diego Hydrology Manual (SDCHM), as adapted within Volume 1, Chapter 5 of the City of Carlsbad Engineering Standards. Calculations have been performed utilizing these parameters within a standard excel spreadsheet. • Soils information to develop loss rates has been taken from the Natural Resource Conservation Service (NRCS) web soil survey. Refer to the soils map and NRCS descriptions in APPENDIX A. • Precipitation values from the 100-year 6 hour Rainfall Isopluvial map in Appendix B of the SDCHM. • C values were determined from Table 3-1 in the SDHM, in conjunction with impervious area estimates from public domain aerial photographs. A summary of these values can be found within Table 4-1. • For drainage areas less than 3 acres, total time of concentration was assumed at 5 minutes. For areas larger than 3 acres, initial time (Ti) was assumed at 5 minutes with additional travel time (Tt) calculated based upon Figure 2-2 of the County of San Diego Drainage Design Manual. This figure depicts gutter flow velocity under a variety of street slope conditions. The estimated velocity was translated to travel time based upon the path and overall length of travel. Time of concentration calculations for each drainage area can be found within Table 4-1. • Drainage areas (A) were determined based on topographic surveys of each project site in conjunction with regional aerial topography provided by the City of Carlsbad. 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. Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study 3.2 Hydraulics 3.2.1 Gutter 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. Gutter capacity at various cross sections was analyzed for the existing conditions at each site using Flowmaster software, which determines flow depth based upon Manning's equation for uniform channel conditions. Gutter capacity calculations for each site can be found within APPENDIX C and are summarized in Table 4-2. The calculations were performed for the 100 year event, as well as the 10 year and 2 year and utilize topographic information taken from project-specific ground survey. 3.2.2 Storm Drain Sizing The City of Carlsbad Engineering Standards require that public drainage facilities contain the 10 year, 6 hour event "underground." Over concern regarding the existing adequacy of the storm drain within Grand Avenue, hydraulic capacity was verified using Flowmaster software, which determines full flow capacity using Manning's equation. The pipe capacity calculations can be found in APPENDIX D and are summarized within Section 4.1.2. The proposed storm drain pipes capacities have been calculated base on Manning's equation using Flowmaster. As stated above, the calculations do not consider the effects of the potentially undersized storm drain in Grand Avenue. The results of the calculations can be found in APPENDIX E. 3.2.3 Inlet Sizing Inlet capacity calculations have been performed based on the City of Carlsbad Engineering Standards (Chapter 5, Section 4). The grate inlets have been sized based on the Federal Highway Administration (FHA) methodology as required in the Engineering Standards. The results of the calculations can be found in APPENDIX E. 4. Results 4.1.1 Hydrology Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Table 4-1 Hydrology Summary Basin ID Area (ac) C Ti (min) Tt (min) Tc (min) 2 Year 10 Year 100 Year Basin ID Area (ac) C Ti (min) Tt (min) Tc (min) Pe (in) 1 (in/hr) Qz (cfs) Pe (in) 1 (in/hr) QlQ (cfs) Pe (in) ! (in/hr) Qioo (cfs) 1A 0.63 0.77 --5 1.2 3.16 1.5 1.7 4.48 2.2 2.5 6.59 3.2 IB 1.26 0.77 --5 1.2 3.16 3.1 1.7 4.48 4.3 2.5 6.59 6.4 1 Cumulative 1.9 0.77 --5 1.2 3.16 4.6 1.7 4.48 6.6 2.5 6.59 9.6 2A 1.19 0.77 --5 1.2 3.16 2,9 1.7 4.48 4.1 2.5 6.59 6.0 2B 1.97 0.90 --5 1.2 3.16 5.6 1.7 4.48 7.9 2.5 6.59 11.7 3A 1.91 0.67 --5 1.2 3.16 4.0 1.7 4.48 5.7 2.5 6.59 8.4 38 4.42 0.90 5 4.6 9.6 1.2 2.08 8.3 1.7 2.94 11.7 2.5 4.32 17.2 3 Cumulative 6.3 0.84 5 5.6 10.6 1.2 1.95 10.3 1.7 2.76 14.6 2.5 4.06 21.5 4A 1.34 0.90 --5 1.2 3.16 3.8 1.7 4.48 5.4 2.5 6.59 7.9 5A 1.38 0.90 --5 1.2 3.16 3.9 1.7 4.48 5.6 2.5 6.59 8.2 5B 1.29 0.90 --5 1.2 3.16 3.7 1.7 4.48 5.2 2.5 6.59 7.6 6A 0.42 0.90 --5 1.2 3,16 1,2 1.7 4.48 1,7 2.5 6.59 2,5 Grand Ave. 13.6 0.84 5 6.6 11.6 1.2 1.84 21.0 1.7 2.60 29.7 2.5 3.83 43.7 7 0.44 0.90 --5 1.2 3.16 1.3 1.4 3.69 1.5 2.5 6.59 2.6 Where: Area: Tributary drainage area in acres C: Runoff coefficient Ti: Initial time of concentration in minutes Tt: Travel time of concentration in minutes Tc: Total time of concentration in minutes Pg: 6-hour rainfall depth I: Rainfall intensity in inches per hour Q: Flow rate in cubic feet per second Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study 4,1.2 Hydraulics The results of the hydraulic analysis for the pipe system in Grand Avenue indicate that the system (under assumed full capture) is deficient for both the 10-year and 100-year events, and that it has to potential to surcharge and possibly affect the drainage in sites 2, 4, and 5. Based on preliminary hydraulic calculations, it appears that the pipe system might be inlet limited. This means that the pipe is not able to convey all of the flow draining to it because the flow bypasses the inlets in the street and continues down Grand Avenue to the west. Table 4-2 Gutter Capacity Summary Section Location 100-Year Event Between Top of Curbs (Pre/Post) 10-Year Event Between Top of Curbs (Pre/Post) 2-Year Event Between Top of Curbs (Pre/Post) 1-1 Mountain View Drive Yes Yes Yes 1-2 Mountain View Drive (No/No) Yes Yes 1-3 Pacific Avenue Yes Yes Yes ^A Pacific Avenue Yes Yes Yes 2-1 Madison Street (No/Yes) (No/Yes) (No/Yes) 2-2 Madison Street (No/Yes) (No/Yes) (No/Yes) 3-1 Roosevelt Street (No/No) (No/Yes) (No/Yes) 3-2 Roosevelt Street (No/No) (No/Yes) Yes 4-1 Roosevelt Street Yes Yes Yes 4-2 Roosevelt Street Yes Yes Yes 4-3 Roosevelt Street Yes Yes Yes 4-4 Roosevelt Street (No/No) Yes Yes 4-5 Roosevelt Street (No/No) Yes Yes 5-1 Madison Street (No/Yes) (No/Yes) (No/Yes) 5-2 Madison Street Yes Yes Yes 5-3 Madison Street (No/Yes) (No/Yes) (No/Yes) 5-4 Madison Street (No/Yes) (No/Yes) Yes 6-1 Harrison Street Yes Yes Yes 6-2 Harrison Street Yes Yes Yes 6-2.5 Harrison Street Yes Yes Yes 6-3 Harrison Street Yes Yes Yes Note: A gutter capacity calculation was performed for Site IB. It is included in APPENDIX C, but not in the table above since it is not based on area hydrology. The calculation for Site 1B shows the total capacity of the gutter before it would spill over into the driveway of 2469 Ocean Street. Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study 5. Conclusions and Recommendations The following are summaries of the factors that contribute to the drainage issues at each location: • Pacific Street and Mountain View Drive (Site lA) The observed ponding is a result of a low point in the asphalt at the intersection of Pacific Avenue and Mountain View Drive. Flow along the south side of Pacific Avenue ponds up before crossing over to Mountain View Drive, The curb and gutter along the Pacific Avenue has adequate slope to convey the flow from the North side of the street around the curb return. The typical street section is also adequate to convey the required flow. • Ocean Street Beach Access (Site IB) The ponding in front of 2469 Ocean Street is believed to be a result of the sump pump the discharges from a property upstream. Although the street section is adequate to convey the runoff generated by the 100-year event, it appears that the irregular configuration of the driveway at 2469 Ocean Street contributes to the historic flooding issues. ' • Madison Street, between Grand Avenue and Arbuckle Place (Site 2) This site is extremely flat (less than 0.3%) and has a moderately large drainage area (3.16 acres) for a site without an inlet. The combination of these characteristics results in localized ponding throughout the site and substandard conveyance within the street section. • Roosevelt Street, between Beech and Laguna (Site 3) This site is extremely flat (less than 0.3%) and has a large drainage area (6.3 acres) to the inlet at the low point in the street. The combination of these characteristics results in localized ponding and substandard conveyance within the street section. • Roosevelt Street, between Carlsbad Village Drive and Grand Avenue (Site 4) The street section in this area is capable of conveying the flow from the 100-year storm event, but flow is impeded by the pop-out in the street. Although the pop-outs include drainage features, they are not adequate to convey the required flow without causing localized flooding. • Madison Street, between Carlsbad Village Drive and Grand Avenue (Site 5) This site is relatively flat (less than 0.5%) and has a moderately large drainage area (2.67 acres) to the inlet near the intersection with Grand Avenue. The combination of these characteristics results in localized ponding and substandard conveyance within the street section. Drainage is also impacted by the pop-out as described for Site 4 above. • Harrison Street, South of Chinquapin (Site 6) The street sections indicate that there is generally adequate conveyance for the 100- year event. However, there are several localized low spots and flat areas in the curb and gutter along the west side of Harrison Street at varying locations from the intersection with Chinquapin to about 400' south that are likely causing ponding during and after rain events. Carisbad Northwest Quadrant Improvements Hydrology and Hydraulics Study The following are recommendations for addressing the drainage issues at each location: • Pacific Street and Mountain View Drive (Site lA) Minor surface improvements are recommended including addition of a cross gutter and a grind & overlay. Additional storm drain pipes and inlets are not considered warranted for this site. • Ocean Street Beach Access (Site IB) An 18"x36" grate inlet is proposed immediately upstream of 2469 Ocean Street. The captured flow will be conveyed via an 18" pipe to the existing storm drain system at the low point of Ocean Street near the beach access. • Madison Street, between Grand Avenue and Arbuckle Place (Site 2) Surface improvements along the east side of the street are recommended including grind and overiay, curb and gutter replacement, reconstruction of several depressed curb sections, sidewalk replacement, and replacement of the existing curb cores with a D-25 curb outlet. No proposed storm drain pipes are included in this alternative. • Roosevelt Street, between Beech and Laguna (Site 3) Additional storm drain pipes and inlets are recommended along with replacement of some curb and gutter. The proposed pipes would connect to the existing system at the low point in Roosevelt Street. • Roosevelt Street, between Carlsbad Village Drive and Grand Avenue (Site 4) Additional storm drain pipes and inlets are recommended along with localized replacement of curb and gutter. The proposed pipes would connect to the existing system within Carisbad Village Drive. • Madison Street, between Carlsbad Village Drive and Grand Avenue (Site 5) Additional storm drain pipes and inlets are recommended along with localized replacement of curb and gutter. The proposed pipes would connect to the existing system in Grand Avenue. • Harrison Street, South of Chinquapin (Site 6) Surface improvements along the westerly side and within the 400' area of concern are recommended including grind and overlay, curb and gutter replacement, reconstruction of several driveways, and sidewalk replacement. Storm drain pipes and inlets are not considered a cost-effective means to address conditions at this site. Several proposed pipe systems would connect to the existing system in Grand Avenue (Sites 2 and 5). Since that system is undersized, new pipe extending into the side streets may have limited impact during peak runoff. The proposed pipes and inlets will reduce the duration and frequency of flooding experienced by adjacent businesses. However, a more detailed analysis would be required in order to specifically quantify the exact benefits on these streets achieved by either new pipe and/or improvement to the Grand Avenue System. Analysis of the system In Carlsbad Village drive was not performed as part of the scope of this project. The capacity in that system is assumed adequate to handle runoff from Roosevelt Street that is being diverted based upon the planned improvements to Site 4. 10 Carisbad Northwest Quadrant Improvements Hydrology and Hydraulics Study 6. References San Diego County Department of Public Works Flood Control Section. Hydrology Manual (SDCHM). June 2003. San Diego County. Drainage Design Manual (SDCDDM). July 2005 Soil Conservation Service (SCS). Soil Survey San Diego Area, California. December 1973. City of Carlsbad Engineering Standards, Volume 1, Chapter 5, 2008, 11 APPENDIX A - NRCS Soils Information and FEMA Maps Hydrologic Soil Group—San Diego County Area. California (Site 1) 33° 9'41" Map Scale 1 2,550 if printed on A size (8.5" x 11") sheet A 35 140 100 200 y^jj^ Natural Resources fliflH Conservation Service 1 Meters 600 BEST ORIGINAL Web Soil Survey National Cooperative Soil Survey 7/7/2010 Page 1 of 4 Hydrologic Soil Group-San Diego County Area, California (Site 1) MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Units Soil Ratings A • A/D in B • BID • C Hi C/D • D Not rated or not available Political Features 0 Cities Watsr Features ^'•'•f Oceans Streams and Canals Transportation +++ Rails Interstate Higtiways US Routes Major Roads Local Roads MAP INFORMATION Map Scale: 1.2.550 if printed on A size (8.5" x 11") sheet. The soil surveys that comprise your AOI were mapped at 1:24,000. Please rely on the bar scale on each map sheet for accurate map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL; http://websoilsurvey.nrcs.usda.gov Coordinate System: UTM Zone 11N NAD83 This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: San Diego County Area. California Survey Area Data: Version 6, Dec 17, 2007 Date(s) aerial images were photographed; 6/7/2005 The orthophoto or other base map on wrfiich the soil lines wrere compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. tiSDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/7/2010 Page 2 of 4 Hydrologic Soil Group-San Diego County Area, California Site 1 Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — San Diego County Area, California Map unit symbol Map unit name Rating Acres in AOI Percent of AOI MIC Marina loamy coarse sand, 2 to 9 percent slopes B 11.8 93,2% TeF Terrace escarpments 0.9 6.8% Totals for Area of interest 12.6 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet. and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes {A/D, BID. and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Mettiod: Dominant Condition Component Percent Cutoff: None Specified ysft^ Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/7/2010 Page 3 of 4 Hydrologic Soil Group-San Diego County Area, California Tie-break Rule: Lower Site 1 y-^^ Naturai Resources Web Soil Surrey 7/7/2010 Conservation Service National Cooperative Soil Sun/ey Page 4 of 4 •• •• •• wm Hydrologic Soil Group—San Diego County Area, California (Sites 2-5) 467400 33° 9' 56" 33" 9' 32" S S 33° 9' 33" 467200 467300 A Map Scale: 1 5.230 if printed on A size (8 5"x 11") sheet 0 50 100 200 0 250 500 1,500 y^lj6 Natural Resources ttSBM Conservation Service Web Soil Survey National Cooperative Soil Survey BEST ORIGINAL 7/7/2010 Page 1 of 4 Hydrologic Soil Group-San Diego County Area, California (Sites 2-5) MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Units Soil Ratings A • A/D B • B/D • c Hi C/D a D Nat rated or not available Political Features 0 Cities Water Features HI^K Oceans Streams and Canals Transportation 44-1- Rails Interstate Highways US Routes Major Roads Local Roads MAP INFORMATION Map Scale; 1 ;5.230 if printed on A size (8.5" x 11") sheet. The soil surveys that comprise your AOI were mapped at 1:24,000, Please rely on the bar scale on each map sheet for accurate map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: UTM Zone 11N NAD83 Ttiis product is generated from the USDA-NRCS certified data as of the version date{s) listed below. Soil Survey Area: San Diego County Area, California Survey Area Data: Version 6, Dec 17, 2007 Date(s) aerial images were photographed: 6/7/2005 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. L§jj^ Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/7/2010 Page 2 of 4 Hydrologic Soil Group-San Diego County Area, California Sites 2-5 Hydrologic Soil Group Hydroiogic Soil Group— Summary by IVlap Unit — San Dtego Coun^ Area, Caiifomia Map unit symbol Map unit name Rating Acres tn AOi Percent of AOI MIC Marina loamy coarse sand, 2 to 9 percent slopes B 89.2 99.9% TeF Ten-ace escarpments 0.1 0.1% Totals for Area of interest 89.3 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/7/2010 Page 3 of 4 Hydrologic Soil Group-San Diego County Area, California Sites 2-5 Tie-break Rule: Lower ySDA Naturai Resources Web Soil Survey 7/7/2010 Conservation Service National Cooperative Soil Survey Page 4 of 4 i oz 0 03 fD ju 1 73 s; CD O w D O |i 8 5L "I O fl) O O" (T) I 2.'< o (5"D o BEST ORIGINAL Hydrologic Soil Group-San Diego County Area, California (Site 6) MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils I Soil Map Units Map Scale: 1:2.270 if printed on A size (8.5" " 11") sheet. The soil surveys ttiat comprise your AOI were mapped at 1:24,000. Please rely on the bar scale on each map sheet for accurate map measurements. Soil Ratings m A • A/D Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://wrebsoilsurvey.nrcs.usda.gov Coordinate System: UTM Zone 11N NAD83 • B/D • c This product is generated from the USDA-NRCS certified data as of the version date{s) listed below/. Soil Survey Area: San Diego County Area, California Survey Area Data: Version 6, Dec 17, 2007 C/D Date(s) aerial images were photographed: 6/7/2005 • D Not rated or not available Political Features 0 Cities The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Water Features Oceans Streams and Canals Transportation +++ Rails Interstate Highways US Routes •, y Major Roads „f\^ Local Roads t:'^jA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/7/2010 Page 2 of 4 Hydrologic Soil Group-San Diego County Area, California Site 6 Hydrologic Soil Group Hydroiogic Soil Group— Summary by lUlap Unit — San Diego County Area, Caiifornia Map unitsymboi Map unit name Rating Acres in AOI Percent of AOI CbD Carlsbad gravelly loamy sand, 9 to 15 percent slopes C 1,5 10.7% MIC Marina loamy coarse sand, 2 to 9 percent slopes B 12.5 89.3% Totals for Area of Interest 14.0 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first tetter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition [JSDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/7/2010 Page 3 of 4 Hydrologic Soil Group-San Diego County Area, California Site 6 Component Percent Cutoff: None Specified Tie-break Rule: Lower U^S^ Naturai Resources Web Soil Survey 7/7/2010 Conservation Service National Cooperative Soil Survey Page 4 of 4 APPROXIMATE SCALE IN FEET 500 0 500 NATIONAL FLOOD INSURANCE PROGRAM FIRM FLOOD INSURANCE RATE MAP SAN DIEGO COUNTY, CALIFORNIA AND INCORPORATED AREAS (SEE MAP INDEX FOR PANELS NOT PRINTED] MAP NUMBER 06073C0761 F APPENDIX B - Existing Condition Hydrology Maps LEGEND: AREA (ACRES) BASIN ID QIOO (CFS) CUMULATIVE FLOW (CFS) CUMULATIVE AREA (ACRES) — — — BASIN LIMIT 40 20 0 SCALE: 1 =40 CARLSBAD NW QUADRANT DRAINAGE DESIGN ANALYSIS SITES 1A k IB LEGEND: AREA (ACRES) BASIN ID QIOO (CFS) CUMULATIVE FLOW (CFS) CUMULATIVE AREA (ACRES) — — — BASIN LIMIT 100 50 0 100 200 300 SCALE: 1"=100' CARLSBAD NW QUADRANT DRAINAGE DESIGN ANALYSIS SITES 2-5 ICDhJBULTIi Bm CLAKHONT •ousrw, BiiE no BAN DBaO, CALPO •SMCSOOO FAXtSMHnr LEGEND: AREA (ACRES) BASIN ID QIOO (CFS) — — BASIN LIMIT 40 20 0 40 SCALE: 1=40 CARLSBAD NW QUADRANT DRAINAGE DESIGN ANALYSIS SITE 6 SAM CnO. CALFCMH K ICDNBULTINQ MMUO« • MXBUKJnii • •« APPENDIX C - Existing Condition Gutter Capacity Calculations LEGEND: 1-1 CROSS SECTION r 40 20 0 40 80 120 SCALE: 1"-40' CARLSBAD NW QUADRANT CROSS SECTION MAP SITE 1 lODNBUI-Tlhia Mi>HIII1i ••*'» LEGEND: 1-1 CROSS SECTION r 40 20 0 SCALE: 1"=40' CARLSBAD NW QUADRANT CROSS SECTION MAP SITES 2.4 & 5 IGOMBUI-TINIO r I c c D C C D D C [] [i LEGEND: 1-1 CROSS SECTION r 40 20 0 SCALE: TMO' CARLSBAD NW QUADRANT CROSS SECTION MAP SITE 3 ICDMBUUTIKID 1 2-YEAR Summary of Cross Sections For Q2 Label Discharge (cfs) Actual Deptti (ft) Velocity (ft/s) Water Surface Elevation (ft) Mannings Coefficient Slope {%) Elevation Range Section 1-1 4.60 0.37 3.16 39.80 0.015 1.00 39.43 to 40.48 Section 1-2 3,10 0,38 1.82 40.25 0.015 0,30 39.87 to 40.52 Section 1-3 3.10 0,26 2.46 40.75 0.015 1.40 40.49 to 41.84 Section 1-4 3.10 0,29 3.89 42,41 0,015 2.10 42.12 to 42.85 Section 1-5 3.44 0,36 2.58 38,13 0,015 0.67 37.77 to 39.05 Section 2-1 8.50 0.53 1.19 48,78 0,015 0.14 48.25 to 49.16 Section 2-2 8,50 0.49 1.55 48.57 0.015 0.20 48.08 to 49.16 Section 3-1 10,30 0.54 1.63 38.71 0.015 0.24 38.17 to 39.04 Section 3-2 8.30 0.46 1.76 38.92 0.015 0.30 38.46 to 39,27 Section 4-1 3.80 0.40 2.28 46.53 0.015 0.50 46.13 to 48,12 Section 4-2 3.80 0.50 1.99 46.08 0.015 0.31 45.58 to 48,08 Section 4-3 3.80 0.43 2.27 46,52 0,015 0.40 46.09 to 48.42 Section 4-4 3.80 0.54 2.79 47,10 0,015 0.70 46.56 to 48.92 Section 4-5 3.80 0.49 1.74 47,26 0.015 0.20 46.77 to 48.92 Section 5-1 7.60 0.64 1.76 48,36 0.015 0.30 47.72 to 49.31 Section 5-2 7.60 0.52 2.08 48.44 0.015 0.30 47,92 to 49.59 Section 5-3 7.60 0.61 1.74 48.85 0.015 0.20 48,24 to 50.04 Section 5-4 7.60 0.46 3.44 49.07 0.015 1.10 48,61 to 50,34 Section 6-1 4.90 0.30 3.33 47.41 0.015 1.70 47.11 to 48,53 Section 6-2 4.90 0,25 5.61 59.85 0,015 7.20 59.60 to 60.47 Section 6-2.5 4,90 0,14 5,09 65.43 0,015 8.60 65.29 to 68.15 Section 6-3 4.90 0,50 1,56 71,36 0,015 0.16 70.86 to 72.04 h:\pdata\25104329\calcs\stormwater\fm\xsect.fm2 07/08/10 03:47:45 PM RBF Consulting © Haestad Methods, Inc, 37 Brookslde Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 2-YEAR Section 1-1 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 1-1 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0,015 1,00 % 39,80 ft 39.43 to 40,48 4.60 cfs 40.60- 40.00 39.40 0+00.00 0+05.00 0+10.00 0+15,00 0+20.00 0+25.00 V:1[X H:1 NTS h:\pdata\25104329\calcs\stonnwater\fm\xsect.fm2 07/07/10 03:02:20 PM RBF Consulting © Haestad Methods, Inc, 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6,1 [614o] Page 1 of 1 2-YEAR Section 1-2 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section Data Section 1-2 Irregular Channel Manning's Formula Channel Depth Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0,015 0,30 % 40,25 ft 39.87 to 40.52 3.10 cfs 40.60-- 39,80 0+00.00 0+02.00 0+04.00 0+06.00 0+08.00 0+10.00 0+12,00 0+14.00 0+16,00 0+18.00 0+20.00 V:li H:1 NTS h:\pdala\25104329\calcs\stormwater\fm\xsect.fm2 07/07/10 03:02:53 PM ©Haestad Methods, Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6,1 [614o] Page 1 of 1 2-YEAR Section 1-3 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section Data Section 1-3 Irregular Channel Manning's Fomiula Channel Depth Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 1.40 % 40.75 ft 40.49 to 41.84 3,10 cfs 42,00 40.40 0+00.00 0+05.00 0+10.00 0+15.00 0+20.00 0+25.00 0+30.00 0+35.00 0+40.00 0+45.00 0+50.00 V:1 H:1 NTS h\pdata\25104329\calcs\stormwater\fm\xsect.fm2 07/07/10 03:03:05 PM © Haestad Methods, Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6,1 [614o] Page 1 of 1 2-YEAR Section 1-4 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 1-4 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 2.10 % 42.41 ft 42.12 to 42,85 3,10 cfs 42.90c- 42.10 0+00.00 0+05,00 0+10,00 0+15,00 0+20.00 0+25.00 0+30.00 0+35.00 V:1 H:1 NTS h:\pdata\25104329\calcs\stonnwater\fm\xsect.fm2 07/07/10 03:03:35 PM ©Haestad Methods, Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6,1 [614o] Page 1 of 1 I i 2-YEAR Section 1-5 Cross Section for Irregular Channel project Description Worksheet Flow Element Method Solve For Section 1-5 Irregular Channel Manning's Formula Discharge Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 0.67 % 38,13 ft 37.77 to 39,05 3,44 cfs 39.20 38.80 38.40 38.00' 37.60 0+00,00 0+02.00 0+04.00 0+06.00 0+08.00 0+10,00 0+12.00 0+14,00 0+16.00 0+18.00 V:ll H:1 NTS h;\pdata\25104329\calcs\stormwater\fm\xsect,fm2 07/07/10 03:03:47 PM RBF Consulting © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6,1 [614o] Page 1 of 1 i i I 2-YEAR Section 2-1 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 2-1 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0,015 0,14 % 48.78 ft 48,25 to 49.16 8.50 cfs 0+00.00 0+10,00 0+20,00 0+30,00 0+40.00 0+50,00 0+60,00 0+70.00 0+80.00 V:1 H:1 NTS h:\pdata\25104329\calcs\stormwater\fm\xsecl,fm2 07/07/10 03:03:59 PM ©Haestad Methods, Inc, RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6,1 [6140] Page 1 of 1 2-YEAR Section 2-2 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 2-2 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 0.20 % 48.57 ft 48,08 to 49.16 8.50 cfs 49.20 48.00 0+00.00 0+10,00 0+20.00 0+30,00 0+40.00 0+50,00 0+60,00 0+70.00 0+80.00 V:1 H:1 NTS h:\pdata\25104329\calcs\stonnwater\fm\xsect,fm2 07/07/10 03:04:10 PM RBF Consulting © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 2-YEAR Section 3-1 Cross Section for Irregular Channel Project Description Worksheet Section 3-1 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.015 Slope 0.24 % Water Surface Elevation 38.71 ft Elevation Range 38.17 to 39.04 Discharge 10.30 cfs 39.10. 38.10 0+00.00 0+05.00 0+10.00 0+15.00 0+20.00 0+25.00 0+30.00 0+35.00 0+40.00 0+45.00 0+50.00 0+55.00 V:1^ H:1 NTS Project Engineer: Tina Fransson h:\pdata\25104329\calcs\stormwater\fm\xsect.fm2 RBF Consulting FlowMaster v6.1 [614o] 07/07/10 03:04:20 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 2-YEAR Section 3-2 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 3-2 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 0.30 % 38.92 ft 38.46 to 39.27 8.30 cfs 39.30, 38.40 0+00.00 0+05.00 0+10.00 0+15,00 0+20.00 0+25.00 0+30,00 0+35.00 0+40.00 0+45.00 0+50.00 0+55.00 V:l[ H;1 NTS h:\pdata\25l04329\calc5\stonnwater\fm\xsecl.fm2 07/07/10 03:04:30 PM RBF Consulting © Haestad Methods, Inc, 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6,1 [614o] Page 1 of 1 2-YEAR Section 4-1 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 4-1 irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0,015 0,50 % 46.53 ft 46,13to 48,12 3,80 cfs 48,20 46.00 0+00.00 0+10,00 0+20,00 0+30.00 0+40.00 0+50,00 0+60.00 0+70.00 V:l H:1 NTS h:\pdata\25104329\calC5\stormwater\fm\xsect.fm2 07/07/10 03:04:40 PM ©Haestad Methods, Inc. RBF Consulting 37 Brookside Road Waterbury. CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 I614o] Page 1 of 1 i i i 2-YEAR Section 4-2 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section Data Section 4-2 Irregular Channel Manning's Formula Channel Depth Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0,015 0,31 % 46,08 ft 45.58 to 48,08 3,80 cfs 48,50 47,00. 45,50^ 0+00.00 0+10.00 0+20.00 0+30,00 0+40,00 0+50,00 0+60.00 0+70.00 V:1 H:1 NTS h:\pdata\25104329\calcs\stormwateAfm\xsect,fm2 07/07/10 03 04:51 PM RBF Consulting © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6,1 [614o] Page 1 of 1 2-YEAR Section 4-3 Cross Section for Irregular Channel Project Description Worksheet Section 4-3 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0,015 Slope 0.40 % Water Surface Elevation 46.52 ft Elevation Range 46,09 to 48,42 Discharge 3,80 cfs 48,50 46,00 0+00.00 0+10.00 0+20,00 0+30,00 0+40.00 0+50.00 0+60.00 0+70.00 0+80,00 V:1^ H:1 NTS Project Engineer: Tina Fransson hApdata\251D4329\calcs\stormwater\fm\xsec(.fm2 RBF Consulting FlowMaster v6.1 [614o] 07/07/10 03:05:02 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Page 1 of 1 2-YEAR Section 4-4 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 4-4 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 0,70 % 47,10 ft 46,56 to 48.92 3.80 cfs 49.00 46.50''' 0+00,00 0+10.00 0+20.00 0+30.00 0+40,00 0+50,00 0+60,00 0+70.00 0+80.00 V:1 H:1 NTS hApdata\25104329\calcs\stormwater\fm\xsect,fm2 07/07/10 03:05:13 PM ©Haestad Methods, Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 2-YEAR Section 4-5 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 4-5 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevafion Range Discharge 0.015 0,20 % 47.26 ft 46,77 to 48.92 3.80 cfs 49,00 46,50 0+00,00 0+10,00 0+20,00 0+30.00 0+40,00 0+50.00 0+60,00 0+70,00 0+80.00 V:1 H:1 NTS h:\pdata\25104329\calcs\stonnwater\fm\xsect.fm2 07/07/10 03:05:22 PM © Haestad Methods, Inc, RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 2-YEAR Section 5-1 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 5-1 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0,015 0,30 % 48,36 ft 47,72 to 49,31 7.60 cfs 49.40 47.60 0+00.00 0+10.00 0+20.00 0+30.00 0+40.00 0+50.00 0+60.00 0+70.00 0+80.00 V:1 H:1 NTS h:\pdata\25104329\calcs\stonTiwater\fm\xsect.fm2 07/07/10 03:05 36 PM © Haestad Methods. Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 2-YEAR Section 5-2 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 5-2 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 0.30 % 48.44 ft 47.92 to 49.59 7.60 cfs 49.60.^ 47.80' 0+00.00 0+10.00 0+20.00 0+30.00 0+40.00 0+50.00 0+60.00 0+70.00 0+80.00 V:1 H:1 NTS h:\pdata\25104329\calcs\stormwater\fm\xsecI,fm2 07/07/10 03:05:48 PM RBF Consulting © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06706 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.l [614o] Page 1 of 1 *2-YEAR Section 5-3 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 5-3 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 0.20 % 48.85 ft 48,24 to 50.04 7.60 cfs 50.20 48.20 0+00.00 0+10.00 0+20.00 0+30,00 0+40.00 0+50,00 0+60,00 0+70,00 0+80,00 V:1 H:1 NTS h:\pdata\25104329\calcs\storTnwater\fm\xsecl,fm2 07/07/10 03:05:58 PM RBF Consulting © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6,1 [614o] Page 1 of 1 2-YEAR Section 5-4 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 5-4 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 1,10 % 49.07 ft 48.61 to 50,34 7,60 cfs 50.4 0. 48.60 0+00,00 0+10.00 0+20,00 0+30,00 0+40,00 0+50.00 0+60.00 0+70.00 0+80.00 V:1 H:1 NTS h:\pdata\25104329\calcs\stormwaler\fm\x5ect.ffn2 07/07/10 03:06:10 PM © Haestad Methods, Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06706 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 2-yEAFi Section 6-1 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 6-1 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 1.70 % 47.41 ft 47.11 to 48.53 4.90 cfs 48.60;. 47.00 0+00.00 0+05.00 0+10.00 0+15.00 0+20.00 0+25.00 0+30.00 0+35.00 0+40.00 0+45.00 0+50.00 0+55.00 V;l^ H:1 NTS h \pdata\25104329\calcs\stormwater\fm\xsect.fm2 07/07/10 03:06:21 PM © Haestad Methods, Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 2-YEAR Section 6-2 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 6-2 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 7.20 % 59.85 ft 59.60 to 60.47 4.90 cfs 60.50 59.60 0+10.00 0+15.00 0+20.00 0+25.00 0+30.00 0+35.00 0+40.00 0+45.00 0+50.00 0+55.00 0+60.00 0+65.00 0+70.00 V:1 \ H:1 NTS h:\pdata\25104329\calcs\storTTiwater\fm\xsect.fm2 07/07/10 03:06:32 PM ©Haestad Methods, Inc. RBF Consulting 37 Brookside Road Waterbury. CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 2-YEAR Section 6-2.5 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 6-2.5 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 8.60 % 65.43 ft 65.29 to 68.15 4.90 cfs 68,5 a 66,50 65,00 0+00.00 0+05.00 0+10.00 0+15,00 0+20.00 0+25.00 0+30.00 0+35.00 0+40.00 0+45,00 0+50.00 0+55.00 V:lt\ H:1 NTS h:\pdata\25104329\calcs\stormwater\fm\xsect.fm2 07/08/10 03:47:59 PM © Haestad Methods, Inc, RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 2-YEAR Section 6-3 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 6-3 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0,015 0,16 % 71.36 ft 70.86 to 72.04 4.90 cfs 72.20 70.8 0'^* 0+00.00 0+05.00 0+10.00 0+15.00 0+20,00 0+25.00 0+30,00 0+35,00 0+40,00 0+45,00 0+50,00 0+55,00 V:1 H:1 NTS h:\pdata\25104329\calcs\stormwater\fm\xsecl.fm2 07/07/10 03:06:45 PM © Haestad Methods, Inc, RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 10-YEAR Summary of Cross Sections For Q10 Label Discharge (cfs) Actual Depth (ft) Velocity (ft/s) Water Surface Elevation (ft) Mannings Coefficient Slope (%) Elevation Range Section 1-1 6.60 0,42 3.46 39.85 0.015 1.00 39.43 to 40.48 Section 1-2 4.30 0,43 1.98 40.30 0.015 0.30 39.87 to 40,52 Section 1-3 4.30 0,28 2.67 40.77 0.015 1.40 40.49 to 41,84 Section 1-4 4.30 0,33 4.22 42.45 0.015 2.10 42.12 to 42,85 Section 1-5 3,44 0,36 2.58 38.13 0.015 0,67 37,77 to 39,05 Section 2-1 12,00 0,58 1.28 48.83 0,015 0,14 48,25 to 49,16 Section 2-2 12.00 0.56 1.53 48.64 0,015 0,20 48,08 to 49,16 Section 3-1 14,60 0.60 1.73 38.77 0,015 0,24 38,17 to 39.04 Section 3-2 11,70 0.51 1.88 38.97 0.015 0,30 38,46 to 39.27 Section 4-1 5.40 0.46 2.49 46.59 0.015 0,50 46.13 to 48.12 Section 4-2 5.40 0.57 2.17 46.15 0.015 0.31 45,58 to 48.08 Section 4-3 5.40 0.49 2.48 46.58 0.015 0.40 46.09 to 48.42 Section 4-4 5.40 0,59 3.04 47.15 0.015 0.70 46.56 to 48.92 Section 4-5 5.40 0,56 1.90 47.33 0.015 0.20 46.77 to 48.92 Section 5-1 10.80 0,68 1.97 48.40 0,015 0.30 47.72 to 49,31 Section 5-2 10.80 0,59 2.25 48.51 0.015 0.30 47.92 to 49,59 Section 5-3 10.80 0,68 1.84 48.92 0,015 0.20 48.24 to 50,04 Section 5-4 10.80 0,53 3.49 49.14 0,015 1.10 48.61 to 50,34 Section 6-1 7.00 0,34 3.64 47.45 0,015 1.70 47.11 to 48,53 Section 6-2 7.00 0.28 6.11 59.88 0,015 7,20 59,60 to 60,47 Section 6-2.5 7.00 0,16 5.58 65.45 0,015 8.60 65,29 to 68,15 Section 6-3 7.00 0,57 1.66 71.43 0,015 0.16 70,86 to 72.04 h;\pdata\25104329\calcs\stormwater\fm\xsect.fm2 07/08/10 03 50:39 PM © Haestad Methods, Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 10-YEAR Section 1-1 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 1-1 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 1.00 % 39.85 ft 39.43 to 40.48 6.60 cfs 40.60,- 40.00 39.40 0+00.00 0+05.00 0+10.00 0+15.00 0+20.00 0+25.00 V:1[\ H:l NTS h\pdata\25104329\calcs\stormwater\fm\xsect.fm2 07/07/10 03:15:17 PM ©Haestad Methods, Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6,1 [614o] Page 1 of 1 I i I 10-YEAR Section 1-2 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 1-2 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 0.30 % 40.30 ft 39.87 to 40.52 4.30 cfs 40.6&- 39.80 0+00.00 0+02.00 0+04.00 0+06.00 0+08.00 0+10.00 0+12.00 0+14.00 0+16.00 0+18.00 0+20.00 V:l[ H:1 NTS h:\pdata\25l04329\calcs\stormwater\fm\xsect.fm2 07/07/10 03.15:26 PM RBF Consulting © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 1°-YEAR Section 1-3 Cross Section for Irregular Channel Project Description Worksheet Section 1-3 Flov/ Element Irregular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.015 Slope 1.40 % Water Surface Elevation 40.77 ft Elevation Range 40.49 to 41.84 Discharge 4.30 cfs 42.00 40.40 0+00.00 0+05.00 0+10.00 0+15.00 0+20,00 0+25.00 0+30.00 0+35.00 0+40.00 0+45.00 0+50,00 V:1^ H:1 NTS Project Engineer Tina Fransson h:\pdata\25104329\calcs\stormwater\fm\xsect.fm2 RBF Consulting FlowMaster v6.1 t614o] 07/07/10 03:15:36 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 10-YEAR Section 1-4 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 1-4 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0,015 2.10 % 42.45 ft 42,12 to 42.85 4,30 cfs 42,90C^ 42,10 0+00.00 0+05,00 0+10.00 0+15.00 0+20,00 0+25.00 0+30.00 0+35.00 V:1 H:1 NTS h:\pdata\25104329\calcs\stormwater\fm\xsect.fm2 07/07/10 03:15:46 PM © Haestad Methods, Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tma Fransson FlowMaster v6,1 (614o] Page 1 of 1 10-YEAR Section 1-5 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 1-5 Irregular Channel Manning's Formula Discharge Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 0.67 % 38.13 ft 37.77 to 39.05 3.44 cfs 39.20 38.80 38.40 38.00' 37.60 0 + 00.00 0+02.00 0+04.00 0+06.00 0+08.00 0+10.00 0+12.00 0+14.00 0+16.00 0+18.00 V:1 • H:1 NTS h:\pdala\25104329\calcs\stonTiwaterAfm\xsecI.fm2 07/07/10 03:15:57 PM ©Haestad Methods, Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6,1 [6140] Page 1 of 1 10-YEAR Section 2-1 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 2-1 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0,015 0,14 % 48,83 ft 48.25 to 49,16 12.00 cfs 0+00,00 0+10,00 0+20.00 0+30.00 0+40.00 0+50,00 0+60,00 0+70.00 0+80.00 V:1 H:l NTS h:\pdata\251D4329\calcs\stormwater\fm\xsect.fm2 07/07/10 03:16:07 PM RBF Consulting © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6,1 [614o] Page 1 of 1 i . i 10-YEAR Section 2-2 Cross Section for Irregular Channel project Description Worksheet Flow Element Method Solve For Section 2-2 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0,015 0.20 % 48.64 ft 48.08 to 49.16 12.00 cfs 49.20 48.00 0+00.00 0+10.00 0+20.00 0+30.00 0+40.00 0+50.00 0+60.00 0+70.00 0+80.00 V:1[ H:1 NTS h:\pdata\25104329\calcs\stormwatertfm\xsect.tm2 07/07/10 03:16:18 PM RBF Consulting © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6,1 [614o] Page 1 of 1 10-YEAR Section 3-1 Cross Section for Irregular Channel Project Description Wori<sheet Flow Element Method Solve For Section 3-1 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0,015 0.24 % 38.77 ft 38.17 to 39.04 14.60 cfs 39.1 0. 38.1 0 0+00.00 0+05.00 0+10.00 0+15.00 0+20.00 0+25.00 0+30.00 0+35.00 0+40.00 0+45.00 0+50.00 0+55.00 V:1 I H:1 NTS h:\pdata\25104329\calcs\stormwater\fm\xsect.fm2 07/07/10 03:16.33 PM RBF Consulting © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 10-YEAR Section 3-2 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 3-2 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0,015 0.30 % 38.97 ft 38,46 to 39.27 11,70 cfs 39.30. 38.40 0+00,00 0+05,00 0+10.00 0+15.00 0+20.00 0+25.00 0+30.00 0+35.00 0+40.00 0+45.00 0+50.00 0+55.00 V:1 H:1 NTS h:\pdata\25104329\calcs\stomnwater\fmVxsect.fm2 07/07/10 03:16:41 PM RBF Consulting © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 10-YEAR Section 4-1 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 4-1 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 0.50 % 46.59 ft 46.13 to 48.12 5,40 cfs 48.20 46.00 0+00.00 0+10,00 0+20.00 0+30.00 0+40.00 0+50.00 0+60.00 0+70.00 V:l H:1 NTS h:\pdata\25104329\calcs\stormwate^^fm\xsect.fm2 07/07/10 03.16:50 PM © Haestad Methods, Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6,1 [614o] Page 1 of 1 10-YEAR Section 4-2 Cross Section for Irregular Channel project Description Worksheet Flow Element Method Solve For Section 4-2 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope , Water Surface Elevation Elevation Range Discharge 0,015 0,31 % 46,15 ft 45,58 to 48,08 5,40 cfs 48,50 47,00.; 45.5 O' 0+00,00 0+10,00 0+20.00 0+30.00 0+40.00 0+50,00 0+60.00 0+70.00 V;1 H:1 NTS h:\pdata\25104329\calcs\slomlwater^fm\xsect.fm2 07/07/10 03:17:00 PM RBF Consulting © Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 10-YEAR Section 4-3 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section Data Section 4-3 Irregular Channel Manning's Formula Channel Depth Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 0.40 % 46.58 ft 46.09 to 48.42 5.40 cfs 48.50 46.00 0+00.00 0+10.00 0+20.00 0+30.00 0+40.00 0+50.00 0+60.00 0+70.00 0+80.00 V:1 H:l NTS h Apdata\25104329\calcs\stormwater\fm\xsect.fm2 07/07/10 03:17:10 PM RBF Consulting © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6,1 [614o] Page 1 of 1 10-YEAR Section 4-4 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 4-4 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 0.70 % 47.15 ft 46,56 to 48.92 5.40 cfs 49.00 46.5 o' 0+00,00 0+10.00 0+20.00 0+30,00 0+40,00 0+50,00 0+60,00 0+70.00 0+80,00 V:1 H:1 NTS h:\pdata\25104329\calcs\stormwater\fm\xsect.fm2 07/07/10 03:17:20 PM © Haestad Methods. Inc. RBF Consulting 37 Brookside Road Waterbury. CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614ol Page 1 of 1 10-YEAR Section 4-5 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 4-5 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefticienl Slope Water Surface Elevation Elevation Range Discharge 0,015 0,20 % 47,33 ft 46.77 to 48.92 5.40 cfs 49.00 46.50 0+00.00 0+10.00 0+20.00 0+30.00 0+40.00 0+50.00 0+60.00 0+70.00 0+80.00 v:ir H:l NTS h:\pdata\25104329\calcs\stormwater\fm\xsecl.fm2 07/07/10 03:17:30 PM RBF Consulting © Haestad Methods, Inc, 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer. Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 10-YEAR Section 5-1 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 5-1 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 0.30 % 48.40 ft 47.72 to 49;31 10.80 cfs 49.40 47.6 O' 0+00.00 0+10.00 0+20.00 0+30.00 0+40.00 0+50.00 0+60.00 0+70.00 0+80.00 V:1 H;1 NTS h \pdata\25104329\calcs\stormwater\fm\xsect.fm2 07/07/10 03:17:40 PM RBF Consulting © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 10-YEAR Section 5-2 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 5-2 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 0.30 % 48.51 ft 47.92 to 49.59 10.80 cfs 49.60^ 47.80 0+00.00 0+10.00 0+20.00 0+30.00 0+40.00 0+50.00 0+60.00 0+70.00 0+80.00 V:1 H:1 NTS h:\pdata\25104329\calcs\stormwater\fm\xsect.fm2 07/07/10 03 17:49 PM © Haestad Methods, Inc. RBF Consulting 37 Brookside Road Waterbury. CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 10-YEAR Section 5-3 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 5-3 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 0.20 % 48.92 ft 48.24 to 50.04 10.80 cfs 50.20 48.20 0+00.00 0+10.00 0+20.00 0+30.00 0+40.00 0+50.00 0+60.00 0+70.00 0+80.00 V:1 H:1 NTS h:\pdata\25104329\calcs\stormwater\fm\xsect.fm2 07/07/10 03:17:58 PM RBF Consulting © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 10-YEAR Section 5-4 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 5-4 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 1.10 % 49.14 ft 48.61 to 50.34 10.80 cfs 50.40, 48.60 0+00.00 0+10.00 0+20.00 0+30.00 0+40.00 0+50,00 0+60,00 0+70.00 0+80.00 V:1 H:l NTS h \pdata\25104329\calcs\stormwater\fm\xsect.fm2 07/07/10 03:18:08 PM RBF Consulting © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6,1 [614o] Page 1 of 1 i . i 10-YEAR Section 6-1 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section Data Section 6-1 Irregular Channel Manning's Formula Channel Depth Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0,015 1.70 % 47.45 ft 47,11 to 48.53 7.00 cfs 48.6 a- 47.00 0+00.00 0+05.00 0+10,00 0+15.00 0+20.00 0+25.00 0+30,00 0+35,00 0+40.00 0+45.00 0+50.00 0+55.00 V:1 H:1 NTS h:\pdata\25104329\calcs\stom^water^fm\xsect.fm2 07/07/10 03:18:17 PM RBF Consulting © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 I i I 10-YEAR Section 6-2 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 6-2 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 7,20 % 59,88 ft 59.60 to 60,47 7,00 cfs 60.50 c-^ 59.60 0+10,00 0+15,00 0+20.00 0+25,00 0+30,00 0+35.00 0+40.00 0+45,00 0+50.00 0+55.00 0+60.00 0+65.00 0+70.00 V;1 \ H:l NTS h:\pdata\25104329\calcs\stormwater\fm\xsect,fm2 07/07/10 03:18:26 PM ©Haestad Methods, Inc, RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6,1 [614o] Page 1 of 1 10-YEAR Section 6-2.5 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 6-2.5 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0,015 8,60 % 65.45 ft 65.29 to 68.15 7.00 cfs 68.50', 66.50 65.00 0+00,00 0+05,00 0+10.00 0+15,00 0+20,00 0+25.00 0+30.00 0+35.00 0+40,00 0+45,00 0+50,00 0+55.00 V:l[\ H:1 NTS h\pdata\25104329\calcs\stormwater\fm\xsect.fm2 07/08/10 03.50:51 PM ©Haestad Methods, Inc, RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 10-yEAk Section 6-3 Cross Section for Irregular Channel Project Description Wori(sheet Flow Element Method Solve For Section 6-3 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0,015 0,16 % 71,43 ft 70.86 to 72.04 7.00 cfs 72.20 70.8 0" — 0+00.00 0+05.00 0+10.00 0+15.00 0+20.00 0+25.00 0+30.00 0+35.00 0+40.00 0+45.00 0+50.00 0+55.00 V:1 H:1 NTS h:\pdata\25104329\calcs\stonnwater\fm\xsect.fm2 07/07/10 03:18:36 PM © Haestad Methods, Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 100-YEAR Summary of Cross Sections For Q100 Label Discharge (cfs) Actual Depth (ft) Velocity (ft/s) Water Surface Elevation (ft) Mannings Coefficient Slope (%) Elevation Range Section 1-1 9.60 0.49 3.79 39.92 0.015 1.00 39.43 to 40.48 Section 1-2 6.40 0.53 1,91 40.40 0.015 0.30 39.87 to 40.52 Section 1-3 6.40 0.34 2.32 40.83 0.015 1.40 40.49 to 41.84 Section 1-4 6.40 0.39 4.66 42.51 0.015 2.10 42.12 to 42.85 Section 1-5 3.44 0.36 2.58 38.13 0.015 0.67 37,77 to 39.05 Section 2-1 17.70 0.65 1.39 48.90 0.015 0.14 48,25 to 49.16 Section 2-2 17.70 0.64 1.57 48.72 0.015 0.20 48,08 to 49.16 Section 3-1 21.50 0.66 1.94 38.83 0.015 0.24 38,17 to 39.04 Section 3-2 17.20 0.58 1.98 39.04 0.015 0.30 38,46 to 39,27 Section 4-1 7.90 0.52 2.74 46.65 0.015 0.50 46,13to 48.12 Section 4-2 7.90 0.65 2.38 46.23 0.015 0.31 45.58 to 48,08 Section 4-3 7.90 0.58 2.73 46.67 0.015 0.40 46.09 to 48,42 Section 4-4 7.90 0.71 2.70 47.27 0.015 0.70 46.56 to 48,92 Section 4-5 7.90 0.67 1.94 47.44 0.015 0.20 46.77 to 48.92 Section 5-1 15.80 0,75 2.24 48.47 0.015 0.30 47.72 to 49.31 Section 5-2 1 J.80 0,67 2.45 48.59 0.015 0.30 47,92 to 49.59 Section 5-3 15.80 0,77 1.97 49.01 0.015 0.20 48,24 to 50.04 Section 5-4 15.80 0.59 3.70 49.20 0.015 1.10 48,61 to 50.34 Section 6-1 10.30 0.39 4.01 47.50 0.015 1.70 47,11 10 48.53 Section 6-2 10.30 0.31 6.72 59.91 0.015 7.20 59.60 to 60.47 Section 6-2.5 10.30 0.19 6.21 65.48 0.015 8.60 65.29 to 68.15 Section 6-3 10.30 0.69 1.61 71.55 0.015 0.16 70.86 to 72.04 h:\pdata\25104329\calcs\stonTiwater\fm\xsect.fm2 07/08/10 03:45:07 PM RBF Consulting © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6,1 [614o] Page 1 of 1 100-YEAR Section 1-2 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 1-2 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0,015 0,30 % 40.40 fl 39.87 to 40.52 6.40 cfs 40.6 a- 39,80 0+00,00 0+02,00 0+04.00 0+06.00 0+08.00 0+10,00 0+12.00 0+14,00 0+16.00 0+18.00 0+20,00 V:l[ H:1 NTS h:\pdata\25104329\calcs\stonnwater\fm\xsect.fm2 07/07/10 03:21:40 PM RBF Consulting © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 100-YEAR Section 1-3 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section Data Section 1-3 Irregular Channel Manning's Formula Channel Depth Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0,015 1.40 % 40.83 ft 40.49 to 41.84 6.40 cfs 42,00 40,40 ^— 0+00,00 0+05.00 0+10,00 0+15.00 0+20,00 0+25.00 0+30,00 0+35.00 0+40.00 0+45,00 0+50.00 V;1 H:1 NTS h:\pdata\25104329\calc5\stormwater\fm\xsect,fm2 07/07/10 03:21.50 PM RBF Consulting © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 100-YEAR Section 1 -4 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section Data Section 1-4 Irregular Channel Manning's Formula Channel Depth Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 2.10 % 42.51 ft 42.12 to 42.85 6.40 cfs 42.90c^ 42.10 0+00.00 0+05.00 0+10.00 0+15.00 0+20.00 0+25.00 0+30.00 0+35.00 V:1 H:l NTS h,\pdata\25104329\calcs\stonnwater\fm\xsect.fm2 07/07/10 03:22:01 PM RBF Consulting © Haestad Methods, Inc, 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 100-YEAR Section 1-5 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section Data Section 1-5 Irregular Channel Manning's Formula Discharge Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 0.67 % 38.13 ft 37.77 to 39.05 3,44 cfs 39.20 38.80 38.40 38.00' 37.60 0+00.00 0+02.00 0+04.00 0+06.00 0+08.00 0+10.0 0 0+12.00 0+14.00 0+16.0 0 0+1 8.0 0 V:1 H:1 NTS h:\pdata\25104329\calcs\stormwater\fm\xsect.fm2 07/07/10 03:22:10 PM ©Haestad Methods, Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 I614o] Page 1 of 1 100-YEAR Section 2-1 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 2-1 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 0.14 % 48.90 fl 48.25 to 49.16 17,70 cfs 0+00.00 0+10.00 0+20.00 0+30.00 0+40.00 0+50.00 0+60.00 0+70.00 0+80.00 V:l[ H:l NTS h:\pdata\25104329\calcs\stormwater\fm\xsect.fm2 07/07/10 03:22:19 PM © Haestad Methods, Inc, RBF Consulting 37 Brookside Road Waterbury. CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 100-YEAR Section 2-2 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section Data Section 2-2 Irregular Channel Manning's Formula Channel Depth Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 0.2O % 48.72 ft 48,08 to 49.16 17.70 cfs 49.2 Or 48.00 0+00.00 0+10,00 0+20.00 0+30.00 0+40.00 0+50.00 0+60.00 0+70.00 0+80.00 V:1 H:l NTS h\pdata\25104329\calcs\stormwater\fm\xsect.fm2 07/07/10 03:22:29 PM RBF Consulting © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 100-YEAR Section 3-1 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 3-1 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 0.24 % 38.83 ft 38,17 to 39.04 21.50 cfs 39.1 0. 38.1 0 0+00,00 0+05.00 0+10.00 0+15,00 0+20.00 0+25.00 0+30.00 0+35.00 0+40,00 0+45,00 0+50.00 0+55.00 V:1 1 H:l NTS h:\pdata\25104329\calcs\stormwater\fm\xsect.fm2 07/07/10 03:22:39 PM RBF Consulting © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 100-YEAR Section 3-2 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 3-2 Iregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 0,30 % 39,04 ft 38.46 to 39,27 17.20 cfs 39.30. 38.40 0+00.00 0+05.00 0+10.00 0+15.00 0+20.00 0+25.00 0+30.00 0+35.00 0+40.00 0+45.00 0+50.00 0+55.00 V:l 1 H:l NTS h:\pdata\251D4329\calcs\stormwater\fm\xsect.fm2 07/07/10 03:22:48 PM RBF Consulting © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 100-YEAR Section 4-1 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section Data Section 4-1 Irregular Channel Manning's Formula Channel Depth Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 0.50 % 46.65 ft 46.13 to 48.12 7.90 cfs 48.20 46.00 0+00.00 0+10.00 0+20,00 0+30,00 0+40.00 0+50.00 0+60.00 0+70.00 V:1 H:1 NTS h:\pdata\25104329\calcs\stormwater\fm\xsect.fm2 07/07/10 03:22:57 PM RBF Consulting © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 100-YEAR Section 4-2 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section Data Section 4-2 Irregular Channel Manning's Formula Channel Depth Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0,015 0.31 % 46.23 ft 45,58 to 48.08 7.90 cfs 48.50 47.00^^ 45.50' 0+00,00 0+10.00 0+20.00 0+30,00 0+40,00 0+50.00 0+60,00 0+70.00 V:1 H:1 NTS h:\pdata\25104329\calcs\stormwater\fm\xsect.fm2 07/07/10 03:23:06 PM ©Haestad Methods, Inc, RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6,1 [614o] Page 1 of 1 ibO-YEAR Section 4-3 Cross Section for Irregular Channel project Description Worksheet Flow Element Method Solve For Section Data Section 4-3 Irregular Channel Manning's Formula Channel Depth Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0,015 0.40 % 46.67 ft 46.09 to 48.42 7.90 cfs 48,50 46.00 0+00,00 0+10.00 0+20,00 0+30.00 0+40.00 0+50.00 0+60.00 0+70,00 0+80.00 V:l H:1 NTS h:\pdala\25104329\calcs\stormwater\fm\xsect.fm2 07/07/10 03:23:15 PM ©Haestad Methods, Inc, RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer. Tina Fransson FlowMaster v6,1 [614o] Page 1 of 1 100-YEAR Section 4-4 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section Data Section 4-4 Irregular Channel Manning's Formula Channel Depth Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 0.70 % 47.27 ft 46.56 to 48.92 7.90 cfs 49.00 46.50'' 0+00.00 0+10.00 0+20.00 0+30.00 0+40.00 0+50.00 0+60.00 0+70.00 0+80.00 V:1 H:1 NTS h:\pdata\25104329\calcs\stonnwater\fm\xsect.fm2 07/07/10 03:23:24 PM © Haestad Methods, Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 100-YEAR Section 4-5 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section Data Section 4-5 Irregular Channel Manning's Formula Channel Depth Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0,015 0,20 % 47.44 ft 46.77 to 48,92 7,90 cfs 49,00 46,50 0+00,00 0+10,00 0+20,00 0+30,00 0+40.00 0+50,00 0+60.00 0+70.00 0+80,00 V:1 H:1 NTS h:\pdata\25104329\calcs\stormwater^fm\xsect.fm2 07/07/10 03:23:34 PM © Haestad Methods, Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 100-YEAR Section 5-1 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section Data Section 5-1 Irregular Channel Manning's Formula Channel Depth Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 0.30 % 48.47 ft 47.72 to 49.31 15.80 cfs 49.40 47.60' 0+00,00 0+10,00 0+20,00 0+30.00 0+40,00 0+50.00 0+60,00 0+70.00 0+80,00 V:1 H:1 NTS h:\pdata\25104329\calcs\stormwater\fm\xsect,fm2 07/07/10 03:23:43 PM © Haestad Methods, Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06706 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 100-YEAR Section 5-2 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section Data Section 5-2 Irregular Channel Manning's Formula Channel Depth Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0,015 0.30 % 48.59 fl 47,92 to 49.59 15.80 cfs 49.60,-^ 47.80^^ 0+00,00 0+10,00 0+20.00 0+30.00 0+40.00 0+50.00 0+60.00 0+70.00 0+80.00 V:1 H:1 NTS h:\pdata\25104329\calcs\stormwater\fm\xsect.fm2 07/07/10 03:23:52 PM © Haestad Methods, Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o) Page 1 of 1 100-YEAR Section 5-3 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section Data Section 5-3 Irregular Channel Manning's Formula Channel Depth Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 0.20 % 49.01 ft 48.24 to 50.04 15.80 cfs 50.20 48.2 O' 0+00.00 0+10.00 0+20.00 0+30.00 0+40.00 0+50.00 0+60.00 0+70.00 0+80.00 V:1 H:1 NTS h:\pdata\25104329\calcs\stonnwater\fm\xsect.fm2 07/07/10 03:24:01 PM ©Haestad Methods, Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 100-YEAR Section 5-4 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section Data Section 5-4 Irregular Channel Manning's Formula Channel Depth Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 1.10 % 49.20 ft 48.61 to 50.34 15.80 cfs 50.40. 48.60 0+00.00 0+10.00 0+20.00 0+30.00 0+40.00 0+50.00 0+60.00 0+70.00 0+80.00 V:1 H:1 NTS h:\pdata\25104329\calcs\stormwater\fmWsect.fm2 07/07/10 03:24:10 PM © Haestad Methods. Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer Tina Fransson FlowMaster tf6.1 l614o] Page 1 of 1 100-YEAR Section 6-1 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section Data Section 6-1 Irregular Channel Manning's Formula Channel Depth Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 1.70 % 47.50 ft 47.11 to 48.53 10.30 cfs 48.6 a- 47.00 0+00.00 0+05.00 0+10.00 0+15.00 0+20.00 0+25.00 0+30.00 0+35.00 0+40.00 0+45.00 0+50.00 0+55.00 V:l H:1 NTS h.\pdata\25104329\calcs\stormwater\fm\xsect.fm2 07/07/10 03:24:19 PM © Haestad Methods, Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6,1 [614o] Page 1 of 1 -f 00-YEAR Section 6-2 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section 6-2 Irregular Channel Manning's Formula Channel Depth Section Data Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 7,20 % 59,91 ft 59,60 to 60,47 10,30 cfs 60,50 59,60 0+10.00 0+15,00 0+20.00 0+25,00 0+30.00 0+35.00 0+40,00 0+45,00 0+50.00 0+55.00 0+60.00 0+65.00 0+70.00 V:l [ H:l NTS h:\pdata\251 D4329\calcs\stormwater\fm\xsect.fm2 07/08/10 03:59:06 PM © Haestad Methods, Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6,1 [614o] Page 1 of 1 100-YEAR Section 6-2.5 Cross Section for Irregular Channel project Description Worksheet Flow Element Method Solve For Section Data Section 6-2.5 Irregular Channel Manning's Formula Channel Depth Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 8.60 % 65.48 ft 65.29 to 68.15 10.30 cfs 68.50, 66,50 65.00 0+00,00 0+05.00 0+10.00 0+15.00 0+20.00 0+25.00 0+30.00 0+35.00 0+40,00 0+45.00 0+50,00 0+55.00 V:1 H:l NTS h:\pdata\251 Q4329\calcs\stormwater\fm\xsect.fm2 07/08/10 03:45:27 PM ©Haestad Methods, Inc. RBF Consulting 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6.1 [614o] Page 1 of 1 I I 100-YEAR Section 6-3 Cross Section for Irregular Channel Project Description Worksheet Flow Element Method Solve For Section Data Section 6-3 Irregular Channel Manning's Formula Channel Depth Mannings Coefficient Slope Water Surface Elevation Elevation Range Discharge 0.015 0.16 % 71.55 ft 70.86 to 72.04 10.30 cfs 72.20 70.8 — 0+00.00 0+05.00 0+10.00 0+15.00 0+20.00 0+25.00 0+30.00 0+35.00 0+40.00 0+45.00 0+50.00 0+55.00 V:1 H:1 NTS h.\pdataV25104329\calcs\stormwater\fm\xsect,fm2 07/07/10 03.24:36 PM RBF Consulting © Haestad Methods, Inc, 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Tina Fransson FlowMaster v6,1 [614o] Page 1 of 1 Site 4 - Curb Inlets in Sag City of Carlsbad Engineering Standards Assumed to capture 2 cfs per lineal foot Opengin Length = 4 ft Q = 8 cfs (capture) Site 5 - Curb Inlets in Sag City of Carlsbad Engineering Standards Assumed to capture 2 cfs per lineal foot Opengin Length = 6 ft Q = 12 cfs (capture) Site 1B (18") - Ocean Street Project Description Friction Method Solve For Input Data Roughness Coefficient Channel Slope Normal Depth Diameter Discharge Cross Section Image Manning Formula Discharge 0.013 0,00500 ft/ft 1.50 ft 1.50 ft 7,43 ft=/s 1.50« 150 ft V;1 ti, H 1 3/31/2011 9.23:14 AM Bentley Systems, Inc. Haestad Mettiods Solution Center Bentley FlowMaster [08.01.066.00] 27 Siemens Company Drive Suite 200 W Watertown.CT 06795 USA +1-203-7S6-1666 Page 1 of 1 Site 3 (18") Project Description Friction Method Solve For Input Data Roughness Coefficient Channel Slope Normal Depth Diameter Discharge Cross Section Image Manning Formula Discharge 0,013 0,00320 ft/ft 1,50 ft 1.50 ft 5,94 nvs 150« t,50ft V:1 t\ K 1 3/23/2011 1:42:43 PM Bentley Systems, inc. Haestad Mettiods Solution Center Bentley FlowMaster [08.01,066.00] 27 Siemens Company Drive Suite 200 W Watertown,CT0679S USA +1-203-755-1666 Page 1 of 1 Sites 4 & 5 (12") Project Description Friction Method Solve For Input Data Roughness Coefficient Channel Slope Normal Depth Diameter Discharge Cross Section Image Manning Formula Discharge 0,013 0,01000 ft/ft 1,00 ft 1,00 ft 3,56 ftVs 1,00« li»ft V:1 L H: 1 3/23/2011 1:46.21 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08,01.066.00] 27 Siemens Company Drive Suite 200 W Watertown, CT 0679& USA +1-203-755-1666 Page 1 of 1 Sites4&5 (18") Project Description Friction Method Solve For Input Data Roughness Coefficient Channel Slope Normal Depth Diameter Discharge Cross Section Image Manning Formula Discharge 0,013 0.00500 ft/ft 1.50 ft 1.50 ft 7.43 ft^/s •ison 1,50 ft V:1 t\ H:1 3/23/2011 1:47:39 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01,066.00] 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Proposed Section; Site 2 (fiat) Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Formula Normal Depth 0,00300 ft/ft 0.40 ft 6.00 nVs 0+00 0+05 0+10 Station 0+15 0+20 3/23/2011 2:38:39 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Proposed Section: Site 2 (steep) Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Formula Normal Depth 0,00300 ft/ft 0,47 ft 6,00 ftVs 0+00 0+05 0+10 station 0+15 0+20 3/23/2011 2:40:03 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Proposed Section; Site 6 (flat) Project Description Friction Method Solve For input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Formula Normal Depth 0,00100 ft/ft 0.41 ft 2,50 ft^/s 0+00 0+05 0+10 Station 0+15 0+20 3/23/2011 4:07:27 PM Bentley Systems, Inc, Haestad Methods Solution Center Bentley FlowMaster [08.01,066.00] 27SiemonsCompanyDriveSuite 200W Watertown,CT06795 USA +1-203-755-1666 Page 1 of 1 Proposed Section: Site 6 (steep) Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Formula Normal Depth 0,00100 ft/ft 0,45 ft 2,50 ftVs 0+00 0+05 0+10 Station 0+15 0+20 3/23/2011 4:07:52 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066,00] 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1