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EA 13-03; 6608 NW Quadrant Storm Drain Program; Administrative Permits (ADMIN) (2)
Prepaml for: City of Carlsbad 1635 Faraday Ave. Carlsbad, CA 92008 0 0 Hydrology and Hydraulics Report NORTHWEST QUADRANT DRAINAGE IMPROVEMENTS GRAND AVENUE • •• • ••• CQNSUt.TINI3 • 30% SUBMITTAL-March 8, 2013 Inpared by: RBF Consulting Richard Lucera, PE, CFM, CPESC-RCE 58089 Scou Cartwright, PE 9755 Clairemom Mesa Blvd .• San Diego, CA 92124 858.614.5000 Telephone I 858.614.5001 Fax RBf ]N ll-W5~;'()JNI/ b": b 0 - • 0 0 Table of Contents 1. Project Description .................................................................................................... 1 1. 1 Project Background ............................................................................................ 1 1.2 Project Location .................................................................................................. 1 1.3 Existing Conditions ............................................................................................. 1 1.4 Proposed Improvements ..................................................................................... 1 1.5 FEMA Firm Map .................................................................................................. 1 2. Study Objectives ....................................................................................................... 3 3. Methodology ............................................................................................................... 4 3.1 Hydrology ............................................................................................................ 4 3.2 Hydraulics ........................................................................................................... 5 3.2.1 Street Capacity ............................................................................................ 5 3.2.2 Storm Drain Pipe Sizing .............................................................................. 5 3.2.3 Storm Drain Inlet Sizing ............................................................................... 5 3.2.4 limiting Hydraulic Capacity and Impacts to Hydrology ............................... 5 3.3 Water Quality Retrofit ......................................................................................... 6 3.3.1 Water Quality Sizing .................................................................................... 6 3.3.2 Retrofit Feasibility ........................................................................................ 6 4. Results ...................................................................................................................... 8 4.1 Hydrology ............................................................................................................ 8 4.2 Hydraulics ........................................................................................................... 8 5. Conclusions and Recommendations ......................................................................... 9 6. References .............................................................................................................. 11 List of Tables Table 4-1 Rational Method Hydrology Summary .............................................................. 8 Table 4-2 Street Capacity Summary Grand Avenue ......................................................... 8 Table 4-3 Summary of Required Treatment Volume and Surface Area ........................... 8 List of Figures Figure 1-1 Vicinity Map ..................................................................................................... 2 Appendix APPENDIX A-NRCS Soils Information and FEMA Maps APPENDIX B -Existing Condition Hydrology Map APPENDIX C-Existing Condition Hydrology, Inlet, and Pipe Capacity Calculations APPENDIX D-Existing Condition Street Capacity Calculations APPENDIX E-Proposed Condition Hydrology, Inlet, and Pipe Capacity Calculations APPENDIX F -Hydraflow Hydrographs APPENDIX G -Preliminary Pipe Improvement Alignment Grand Avenue J 1. Project Description 1.1 Project Background Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Grand Avenue Storm Drain 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 Grand Avenue between the State Street alley and Jefferson Street. 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 approximate location that is being addressed in this phase of work can be seen on the Vicinity Map (Figure 1-1 ): • Grand A venue Sever ponding and inadequate drainage has been observed along Grand A venue, particularly in front of the Chase bank located at the southwest corner of Grand A venue and Madison Street. 1.3 Existing Conditions The existing drainage areas are described as follows and can be seen on the map included in APPENDIX B: • Grand A venue There is an existing pipe system in Grand Avenue that starts approximately 150' east of the intersection with Madison Street and connects to the twin 48" pipes at the State Street alley. This existing system in Grand A venue is believed to be dramatically undersized, which not only impacts the drainage in Grand A venue, but also the ability of the existing systems in Madison Street and Roosevelt Street (that connect directly into the Grand Avenue system) to function properly. 1.4 Proposed Improvements The intent of this project is to replace the existing storm drain system in Grand A venue, as well as any undersized laterals that were not addressed as part of recent improvements in Madison and Roosevelt. Undersized inlets will also be replaced (and perhaps some added) in order to capture a greater percentage of current flow and reduce flooding in the area. Wherever practical, the drainage system will be improved to meet applicable City of Carlsbad engineering criteria for pipes, inlets, and maximum gutter flow. 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 1 Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Grand Avenue Storm Drain Figure 1-1 Vicinity Map 2 ll' ol 2. Study Objectives Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Grand Avenue Storm Drain The objectives for this study include the following: • Perform a detailed hydrologic analysis to determine the flow rate into the existing 18" storm drain in Grand Avenue during the 100 year, 10 year, and 2 year events. • Determine the approximate flow rate into the existing twin 48" and 66" pipes in State Street Alley during the 1 00 year event. • Assess the factors (aside from hydrology) influencing inundation in Grand Avenue at the Chase Bank location within the context of historical observation during the flood event of October 2012. This assessment will consider: o Gutter capacity in Grand Avenue near Chase Bank o Storage within the topographic sump located at the southwest curb return at the intersection of Grand Avenue at Madison Street. o Limitation in inlet and pipe capacity at Grand Avenue and Madison Street. • Determine the hydraulic adequacy of the twin 48" and 66" pipes in State Street Alley and confirm that its capacity does not cause or contribute to observed flooding at the Chase Bank location on Grand Avenue. • Serve as a technical basis of design for final improvement plans, including sizing the proposed pipe in Grand Avenue as well as inlet modification/addition at the intersection with Madison Street. • Determine feasibility of LID Retrofit opportunities within the project area. The feasibility analysis will focus on the potential to retrofit bioretention planters within the public right of way. 3 3. Methodology 3.1 Hydrology Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Grand Avenue Storm Drain 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 the Hydraflow Storm Sewers computer program. 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 Natural Resource Conservation Service (NRCS) web soil survey. Refer to the soils map and NRCS descriptions in APPENDIX A. Intensity (I) • Precipitation values come from the Rainfall lsopluvial map in Appendix B of the SDCHM (1 00-yr Ps=2.6 in, 1 0-yr P6=1. 7 in, 2-yr Pa=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 in the gutter to determine the total time of concentration (Tc). 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. One other factor that can have an impact on the peak runoff rates in the existing condition is the topographic sump in Madison Street near the intersection with Grand Avenue. In a large or intense storm event, the capacity of the existing pipes and inlet at cross gutter can be exceeded, causing runoff to pond within the topographic sump until it reaches an elevation at which it can be conveyed around the Chase Bank building. As runoff ponds in the area, it will inundate a significant portion of Madison Street as well as the bank parking lot. The ponded water will ultimately release either through the parking lot or around the north side of the bank into Grand Avenue. Additional survey shots are needed within the parking lot to determine the exact release elevation. Based on the current information there could be as much as 8" -10" of ponding above the elevation of the inlet rim. This would equate to roughly 4" lower than the existing finished floor of Chase Bank. 4 • 3.2 Hydraulics 3.2.1 Street Capacity Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Grand Avenue Storm Drain The City of Carlsbad Engineering Standards require that an inlet to an underground storm system be provided when enough flow has accumulated within the gutter to cause the depth to approach or exceed the top of curb elevation during the 100 year, 6 hour event. Street capacity was analyzed at various cross sections for the existing conditions at each site using Flowmaster software, which determines flow depth based upon Manning's equation for uniform channel conditions. Street capacity calculations for each site can be found within APPENDIX D and are summarized in Table 4-2 Street Capacity Summary Grand Avenue. The calculations were performed for the 1 00 year event, as well as the 1 0 year and 2 year. 3.2.2 Storm Drain Pipe Sizing The City of Carlsbad Engineering Standards require that public drainage facilities contain the 1 0 year, 6 hour event "underground". Pipe hydraulics are calculated using the computer software Hydraflow Storm Sewers. Input parameters include length of pipe, slope, and invert elevations. Hydraflow Storm Sewers was used to analyze the hydraulic performance of the proposed storm drain pipes. The software uses design flows generated from the site hydrology to calculate hydraulic grade line and flow velocity. The software computes pipe hydraulics using the widely accepted "Standard Step" method, in which iterative calculations are performed to achieve an overall system energy balance, as described in Bernoulli's Principal. Head loss, friction loss, and junction loss are all accounted for when determining the hydraulic grade line. The starting tailwater elevation is assumed to be the top of the existing dual 48" pipes to which the proposed system will connect. The existing dual 48" pipes are assumed to be flowing full during the peak of the proposed Grand Avenue system since the timing of the peaks for both systems is essentially coincidental. The similarity in timing is due to the fact that both watersheds are similar in both size and shape. It should be noted that the timing of the peaks will be similar to one another regardless of the assumed storm distribution (i.e. SCS Type I, County of San Diego "nested" distribution, etc.). 3.2.3 Storm Drain Inlet Sizing Proposed inlets are sized to capture the 10 year, 6 hour event (at a minimum) without bypass, and also capture enough during the 100 year event to maintain a depth of flow in the street that is below the top of curb. Inlet performance is calculated in Hydraflow Storm Sewers. 3.2.4 Limiting Hydraulic Capacity and Impacts to Hydrology In the existing condition, the undersized pipes and inlets cause runoff to pond at several locations (particularly near the intersection of Madison Street and Grand Avenue as discussed in Section 3.1 ). There are also several inlets that have significant bypass in the existing condition. 5 3.3 Water Quality Retrofit Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Grand Avenue Storm Drain Although this project is not considered "redevelopment" based on the definition in the City SUSMP and therefore is not subject to SUSMP requirements, this report will discuss typical SUSMP requirements for BMP sizing as a basis of comparison. This comparison will assist in deciding if adding BMP retrofitting to the scope of this project is in the best interest of the City. 3.3.1 Water Quality Sizing Based on the SUSMP, volume based BMPs (such as bioretention) should be design to treat the volume of runoff produced by the 24-hour 851h percentile event. For this project, that equates to 0.6". Based on the total project tributary drainage area (25.5 acres) and an average runoff coefficient of 0.84, the total volume of runoff produced by the 0.6" rain event would be 46,650 fe {or 1.07 ac-ft). The SUSMP also requires a minimum surface area ratio of 4% as a means to prevent excessively deep facilities which may provide the necessary volume, but are prone to clogging or vector issues. 3.3.2 Retrofit Feasibility As stated in Section 2, one of the objectives of this study is to determine the feasibility of LID retrofit within the existing planter areas along Grand Avenue. The following driving factors for retrofit were considered: 1. Mandated retrofit assumed to be required as part of the upcoming revision to the Regional Municipal Separate Storm Sewer System (MS4) Permit. The MS4 Permit could be adopted as early as April 2013. 2. Potential outside funding sources and grant programs 3. Possible pipe size reduction 4. Improved water quality MS4 Permit The draft version of the updated MS4 Permit requires that each jurisdiction identify and encourage potential retrofit projects. Although it is not known exactly how this requirement will be enforced, adding bioretention to the scope of this project would certainly contribute toward satisfying the requirements of the Permit. Although this would only represent a portion of what the City will ultimately need, even small projects such as this should be seriously considered. The BMP retrofit could potentially be used to offset other projects where BMPs are not feasible {such as adding a turn lane to an existing street). Outside Funding Sources Adding BMP retrofits to the scope of the project may open up additional federal and state funding sources that are set aside for such activities. Although they are not currently accepting applications, grant programs through measures such as Prop 50 and Prop 84 have historically provided assistance. Many of these programs require a portion of the grant to be matched by the City. Some also require monitoring and reporting plans as well as public education and outreach components. Grant loans such as the Clean Water State Revolving Fund {SRF), which is currently accepting applications, may also be available. 6 Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Grand Avenue Storm Drain Pipe Size Reduction One potential benefit to LID retrofit would be a reduction in the necessary size of pipe in Grand Avenue. Hydraflow Hydrographs was used to assess the impacts of the potential storage and detention within the existing planter areas (see APPENDIX A). This was done my modeling two different scenarios: (1) bioretention equal to what would be required in the SUSMP and (2) bioretention equal to % of what would be required in the SUSMP. Both scenarios would allow for a reduction in proposed pipe size (compared to an unmitigated condition) from 48" to 36". Reducing the pipe size is really only a benefit to the City if the cost savings are greater than the cost to implement the BMP retrofit. The following is rough estimate of the costs and savings associated with the BMP Retrofit based on the two scenarios described above: Scenario 1 -SUSMP Cost -$1,700,000 -1. 3 acres of bioretention at $30/sf Savings -$42,900 -Storm drain downsized from 48" to 36" for 1, 1 00 feet Scenario 2 -% SUSMP Cost-$850,000-0.65 acres of bioretention at $30/sf Savings -$42,900 -Storm drain downsized from 48" to 36" for 1,100 feet There is clearly no direct cost saving from using BMP retrofit to reduce the size of the proposed storm drain. It should also be noted that there are realistically very few areas within the project limits that would be well suited for bioretention. The best locations are as follows (the 650 square feet from these 5 areas does not come anywhere close to the 0.65 acres in Scenario 2, and would therefore not even allow for a reduction in pipe size): 2 planters at the southeast corner of Grand Avenue and Madison Street (approximately 250 square feet of area) 2 planters at the southwest corner of Grand Avenue and Madison Street (approximately 250 square feet of area) 1 planter at the southeast corner of Grand Avenue and Roosevelt Street (approximately 150 square feet of area) Although the potential savings to not exceed the additional costs in Scenario 1 or 2, the cost to construct the 650 square feet of bioretention would be estimated to be only $19,500. Water Quality Adding bioretention within the existing planters will improve the quality of the stormwater runoff in the area. Based on the water quality volume calculations discussed above, available area is not even close to what would typically be required to demonstrate compliance with traditional water quality requirements (see Table 4-3). Although the BMPs would improve the quality of stormwater runoff at some theoretic level, the extent would be imperceptible through any means of analytic monitoring (either at the outlet of the MS4 or within Buena Vista Lagoon, the nearest receiving water body). 7 4. Results 4.1 Hydrology Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Grand Avenue Storm Drain The results of the hydrologic analysis are summarized in Table 4-1. These flow rates represent the peak flow rate to each inlet modeled in the system. Once flow enters the system, it is routed and combined using Hydraflow Storm Sewers. Table 4-1 Rational Method Hydrology Summary 2Year 10 Year 100Year Area Tc Q2 01o Basin ID (ac) c (min) Ps I (inlhr) (cfs) Ps I (inlhr) (cfs) Ps I (inlhr) 1 2.5 0.84 7.0 1.2 2.54 5.3 1.7 3.59 7.6 2.6 5.50 2 2.8 0.84 7.2 1.2 2.51 5.9 1.7 3.55 8.3 2.6 5.43 3 0.9 0.90 5.0 1.2 3.18 2.6 1.7 4.50 3.6 2.6 6.88 4 1.9 0.84 7.0 1.2 2.54 4.1 1.7 3.59 5.8 2.6 5.50 5 0.9 0.84 5.0 1.2 3.15 2.4 1.7 4.46 3.4 2.6 6.82 6 0.2 0.90 5.0 1.2 3.16 0.6 1.7 4.48 0.8 2.6 6.85 7 1.2 0.84 6.3 1.2 2.71 2.8 1.7 3.85 3.9 2.6 5.88 8 15.1 0.84 10.6 1.2 1.95 24.7 1.7 2.76 35.0 2.6 4.23 Where: Area: Tributary drainage area in acres C: Runoff coefficient Tc: Total time of concentration in minutes 4.2 Hydraulics Ps: 6-hour rainfall depth 1: Rainfall intensity in inches per hour 0: Flow rate in cubic feet per second Table 4-2 provides a summary of the hydraulic adequacy of Grand Avenue as several different locations. The locations can be seen on the Street Capacity location Map in Appendix D. 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. Table 4-2 Street Capacity Summary Grand Avenue Section Location 100-Year Event 10-Year Event 2-Year Event 1-1 Jefferson -Madison No No No 1-2 Madison -Roosevelt Yes Yes Yes 1-3 Roosevelt -State No Yes Yes 1-4 State-Alley No No No Table 4-3 Summary of Required Treabnent Volume and Surface Area Project SUSMP Required Available SUSMP Required Available Area Area (ac) Storage Volume (fti Volume Ctti Surface Area (tr) (tr) 25.5 46,650 650 44,430 650 8 010o (cfs) 11.6 12.7 5.5 8.8 5.2 1.2 5.9 53.6 Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Grand Avenue Storm Drain 5. Conclusions and Recommendations Based on the size and configuration of the tributary area to the twin 48" and 66" pipes, the total peak flow rate is estimated to be approximately 200 cfs in the 1 00- year event. Based on Manning's equation, this equates to a full flow condition in that portion of the system. As discussed in Section 3.1, there are several factors that influence the current inundation near the Chase Bank at the intersection of Grand Avenue and Madison Street. Our analysis concludes that local storm drain improvements can significantly reduce (if not completely eliminate) the pending in this area (and others nearby within Grand Avenue) for events up to the 100-year. The calculations show that pending in that area in the proposed condition will not exceed the top of the curb. Specifically, we recommend: • The 15"-18" existing system in Grand Avenue should be replaced with a 48" system. • The most immediately contributing laterals in Madison Street should be upsized from 18" to 24". • Several inlets will be reconstructed with larger openings. o Inlet at 507 Grand Avenue-Upsize from 5' to 15' o Inlet on Madison at Cross Gutter-Upsize from 9' to 18' o Inlet at 2907 State Street-Upsize from 6' to 9' • A new inlet (or possibly two inlets) will be added upstream of the existing inlet in Grand Avenue, east of Madison Street. As discussed in Section 3.3.2, four driving factors were considered for BMP retrofit. The conclusions and recommendations are as follows: • MS4 Permit -This would represent small, but important part of the City's overall BMP retrofit plan, anticipated as a pending requirement by the San Diego Regional Water Quality Control Board. This would show the Regional Board as well as other Non-Government Organizations ("NGOs" such as Coastkeeper, etc.) that the City is making a good faith effort to comply with that portion of the new MS4 Permit. • Outside Funding -Since most of the major grant programs are not currently accepting applications, this is not a critical factor, unless the City would like to pursue the SRF loan option. • Reduction in Pipe Size -The calculations clearly show that BMPs (of any reasonably achievable extent) in the available areas will not result in a reduced pipe size for the proposed system in Grand Avenue. • Water Quality Improvement-Although adding BMPs would certainly improve the quality of the storm water to some theoretical degree, it would most likely not be at a physical or environmentally perceptible level. The achievable area and volume for bioretention is substantially less than what would be considered to provide adequate water quality treatment as described in the City SUSMP. 9 Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Grand Avenue Storm Drain The City should consider all of these factors while making their decision regarding BMP retrofit. Although there are limited options for outside funding, the size of the pipe in Grand Avenue is not likely to be reduced, and the direct impact to water quality would be difficult to measure, there are still some advantages to including BMP retrofit with this project. It will count toward satisfying the requirement in the MS4 Permit, and based on the area available would not add a significant amount to the total project construction cost. 10 6. References Carlsbad Northwest Quadrant Improvements Hydrology and Hydraulics Study Grand Avenue Storm Drain 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 33' 9' 57" 33' 9'30" Hydrologic Soil Group-San Diego County Area, California Map Scale: 1:5,890 if printed on A size (8.5"x 11") sheet N A ~-11111::==:11111---... ~~::::::===~Meters 0 50 100 200 300 ~---.c=====~--------.c==============~Feet 0 300 600 1 ,200 1 ,800 USDA Natural Resources '!!>= -Conservation Service Web Soil Survey National Cooperative Soil Survey 3/6/2013 Page 1 of 3 33' 9' 57' 33' 9' 30" Hydrologic Soil Group-San Diego County Area, California MAP LEGEND Area of Interest (AOI) 0 Area of Interest (AOI) Soils u Soil Map Units Soil Ratings D A D AID DB D BID oc D C/D oo Not rated or not available Political Features Cities Water Features Streams and Canals Transportation +++ Rails ,..,. Interstate Highways .,..._, US Routes Major Roads ~ LocaiRoads Natural Resources Conservation Service MAP INFORMATION Map Scale: 1:5,880 if printed on A size (8.5" x 11 ") sheet. The soil surveys that comprise your AOI were mapped at 1:24.000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for accurate map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: UTM Zone 11 N NAD83 This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Survey Area Data: San Diego County Area, California Version 6, Dec 17, 2007 Date(s) aerial images were photographed: 6/7/2005 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Web Soil Survey National Cooperative Soil Survey 3/6/2013 Page 2 of 3 Hydrologic Soil Group-San Diego County Area, California Hydrologic Soil Group Hydrologic Soil Group--Summary by Map Unit-San Diego County Area, California (CA638) Map unit symbol I Map unit name I Rating I Acres In AOI I Percent of AOI MIG Marina loamy coarse sand, 2 B to 9 percent slopes 32.8 Totals for Area of Interest 32.8 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups {A, B, C, and D) and three dual classes {AID, BID, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (AID, BID, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 100.0% 3/6/2013 Page 3 of3 MAP SCALE 1" = 500' 0 250 500 750 1,000 ~~=E=:=:=c====~=====c====~FEET PANEL 0761G ~[f~~ ~ 1----------l ~ FIRM ~ FLOOD INSURANCE RATE MAP ~ SAN DlEGO COUNTY, @g CALIFORNIA @:, AND INCORPORATED AREAS M:!l © ~ ~ d @1) ~ = PANEL 761 OF 2375 (SEE MAP INDEX FOR FIRM PANEL LAYOUT) ~ ~ CAAI.S8AO CITY OF ~.CrTYOF .. ~~ 06C128S 0761 G OI5Q2I.t 07f1 G Noto:t to UMr T"'-Map Nuf'GMI sholm btofo<,lt ~ be UNd When pf.aQng I"''\::C) atdtf' tnt ComiT!Wiity Nua'~Mf ~ ablwf snauto bt UHd on ~ ~~~ kit 1ne JlA:Itltd: """""""" MAP NUMBER 06073C0761G MAP REVISED MAY 16,2012 Frd~al f.mcrgenry lanagemcol Agency a""'"' map. F-MIT This map doea not relect changes amo•n<llnon,t• which may haw been m-sub&equent to the date on the latest product Information about National Flood Insurance check the FEMA Flood Store at APPENDIX 8-Existing Condition Hydrology Map LEGEND: BASIN 10 A 5 AREA IACRESl Q100 ICFSl CUMlJLATIYE AREA IACRESl CUMll..ATIVE FLOW ICFSl 8 - - -BASIN LIMIT t: ~ ~ '00 50 0 tOO 200 I ~ I I SCALE: 1",..100' JOO I . CARLSBAD NW QUADRANT DRAINAGE DESIGN ANALYSIS GRAND AVENUE APPENDIX C -Existing Condition Hydrology, Inlet, and Pipe Capacity Calculations Hydraflow Storm Sewers Extension for AutoCAD® Civil 3D® 2009 Plan 5 6 2 3 • • • Project File: Grand Ave Exstm I 100-Year Event I I Number of lines: 12 I Date: 03-07-2013 Hydraflow Storm Sewers Extension v6.066 Storm Sewer Summary Report Page 1 Une Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate size shape length ELDn ELUp slope down up loss Junct line Type (cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No. 1 Grand Ave at State Street 104.5 15 Cir 5.000 35.52 35.58 1.200 36.77* 49.90* n/a 329.33 i End Manhole 2 Grand Ave at State Street(2) 81.67 15 Cir 167.000 35.58 36.09 0.305 329.33* 596.56* 34.43 630.99 1 Curb-Horiz 3 Grand w/of Roosevelt 75.71 15 Cir 308.000 36.09 39.73 1.182 630.99* 1054.45* 59.17 1113.62 2 Manhole 4 Roosevelt s/of Grand 5.53 15 Cir 40.000 39.73 42.58 7.125 1113.62* 1113.91* 0.32 1114.23 3 Curb-Horiz 5 Grande/of Roosevelt 70.18 15 Cir 115.000 39.73 42.25 2.191 1113.62* 1249.50* 25.42 1274.92 3 Curb-Horiz 6 Grand along Chase Bank 65.87 15 Cir 235.000 42.25 43.47 0.519 1274.92* 1519.53* 26.43 1545.96 5 Manhole 7 Madison s/of Grand #1 56.00 18 Cir 37.000 44.05 44.35 0.811 1545.96* 1556.49* 20.30 1576.79 6 Curb-Horiz 8 Madison s/of Grand #2 1.23 18 Cir 38.000 44.35 46.00 4.342 1576.79* 1576.80* 0.01 1576.80 7 Curb-Horiz 9 Grand at Madison 9.87 18 Cir 33.000 43.47 43.72 0.758 1545.96* 1546.25* 0.07 1546.33 6 Manhole 10 Grand e/of Madison 9.87 12 Cir 110.000 43.72 48.01 3.900 1546.33* 1554.78* 2.46 1557.24 9 Curb-Horiz 11 Madison s/of Grand #5 5.09 18 Cir 5.000 46.00 47.38 27.600 1576.79* 1576.80* 0.13 1576.93 7 Curb-Horiz 12 Grand Ave at APN 203-293-01 22.80 18 Cir 15.000 35.58 37.64 13.733 329.33* 330.04* 2.59 332.63 1 Curb-Horiz Project File: Grand Ave Ex.stm I 100-Year Event I Number of lines: 12 I Run Date: 03-07-2013 NOTES: Return period= 100 Yrs. ; *Surcharged (HGL above crown). ; i -Inlet control. Hydrallow Storm Sewers Extens1on ~.066 Storm Sewer Tabulation Page 1 Station Len Drng Area Rnoff AreaxC Tc Rain Total Cap Vel Pipe Invert Elev HGLEiev Gmd I Rim Elev Line 10 coeff (I) flow full Line To I ncr Total I ncr Total Inlet Syst Size Slope On Up On Up On Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ftls) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 5.000 0.00 25.50 0.00 0.00 21.49 0.0 11.1 4.1 104.5 7.07 85.14 15 1.20 35.52 35.58 36.77 49.90 41.00 40.96 Grand Ave at State 2 1 167.00C 2.80 23.00 0.84 2.35 19.39 7.2 11.0 4.1 81.67 3.57 66.56 15 0.31 35.58 36.09 329.33 596.56 40.96 40.67 Grand Ave at State 3 2 308.00( 0.00 20.20 0.00 0.00 17.03 0.0 11.0 4.1 75.71 7.02 61.70 15 1.18 36.09 39.73 630.99 1054.45 40.67 46.09 Grand wlof Roosev 4 3 40.000 0.90 0.90 0.90 0.81 0.81 5.0 5.0 6.8 5.53 17.24 4.50 15 7.13 39.73 42.58 1113.62 1113.91 46.09 46.20 Roosevelt s/of Gra 5 3 115.00( 1.90 19.30 0.84 1.60 16.22 7.0 10.9 4.1 70.18 9.56 57.19 15 2.19 39.73 42.25 1113.62 1249.50 46.09 48.77 Grand e/of Roosett 6 5 235.00( 0.00 17.40 0.00 0.00 14.63 0.0 10.8 4.2 65.87 4.65 53.68 15 0.52 42.25 43.47 1274.92 1519.53 48.77 49.13 Grand along Chas 7 6 37.000 0.90 2.30 0.84 0.76 1.94 5.0 6.3 5.9 56.00 9.46 31.69 18 0.81 44.05 44.35 1545.96 1556.49 49.13 48.17 Madison s/of Gran 8 7 38.000 0.20 0.20 0.90 0.18 0.18 5.0 5.0 6.8 1.23 21.88 0.70 18 4.34 44.35 46.00 1576.79 1576.80 48.17 48.24 Madison s/of Gran 9 6 33.000 0.00 15.10 0.00 0.00 12.68 0.0 10.7 4.2 9.87 9.14 5.59 18 0.76 43.47 43.72 1545.96 1546.25 49.13 49.28 Grand at Madison 10 9 110.00C 15.10 15.10 0.84 12.68 12.68 10.6 10.6 4.2 9.87 7.03 12.57 12 3.90 43.72 48.01 1546.33 1554.78 49.28 50.11 Grand e/of Madiso 11 7 5.000 1.20 1.20 0.84 1.01 1.01 6.3 6.3 5.9 5.09 55.17 2.88 18 27.60 46.00 47.38 1576.79 1576.80 48.17 47.92 Madison s/of Gran 12 1 15.000 2.50 2.50 0.84 2.10 2.10 7.0 7.0 5.5 22.80 38.92 12.90 18 13.73 35.58 37.64 329.33 330.04 40.96 41.37 Grand Ave at APN Project File: Grand Ave Ex.stm I 100-Year Event I Number of lines: 12 Run Date: 03-07-2013 NOTES: Intensity= 19.61/ (Inlet time+ 0.10) "0.65; Return period= 100 Yrs. ; Total flows limited to inlet captured flows. c = cir e = ellip b = box Hydraflow Storm Sewers Extens1on \16.066 Inlet Report Page 1 Line lnletiD Q= Q Q Q June Curb Inlet Grate Inlet Gutter Inlet Byp No CIA carry capt byp type line Ht L area L w So w Sw Sx n Depth Spread Depth Spread Depr No (cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ftlft) (ft) (ft/ft) (ftlft) (ft) (ft) (ft) (ft) (in) 1 New 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off 2 Ex. Inlet 507 Grand 12.72 4.48 5.97 11.24 Curb 6.0 5.00 0.00 0.00 0.00 0.004 1.50 0.087 0.020 0.013 0.56 22.77 0.77 22.03 4.0 12 3 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off 4 Ex. Inlet Roosevelt 5.53 0.00 5.53 0.00 Curb 6.0 5.00 0.00 0.00 0.00 Sag 1.50 0.087 0.020 0.000 0.56 22.92 0.79 22.92 4.0 Off 5 Ex. Inlet at 645 Gra 8.79 0.00 4.31 4.48 Curb 6.0 6.00 0.00 0.00 0.00 0.010 1.50 0.087 0.020 0.013 0.39 14.67 0.60 13.38 4.0 2 6 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off 7 Ex. Inlet Chase Ba 5.16 44.52 49.68 0.00 Curb 6.0 9.00 0.00 0.00 0.00 Sag 1.50 0.087 0.020 0.000 1.70 80.15 1.94 80.15 4.0 Off 8 Ex Inlet Chase Ban 1.23 0.00 1.23 0.00 Curb 6.0 5.00 0.00 0.00 0.00 0.005 1.50 0.087 0.020 0.013 0.25 7.38 0.41 3.98 4.0 7 9 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off 10 Ex Inlet 725 Grand 53.55 0.00 9.87 43.68 Curb 6.0 6.00 0.00 0.00 0.00 0.010 1.50 0.087 0.020 0.013 0.69 29.47 0.91 28.93 4.0 7 11 5.94 0.00 5.09 0.84 Curb 6.0 10.00 0.00 0.00 0.00 0.010 1.50 0.087 0.020 0.013 0.35 12.52 0.55 10.93 4.0 7 12 Inlet at All America 11.56 11.24 22.80 0.00 Curb 6.0 6.00 0.00 0.00 0.00 Sag 1.50 0.087 0.020 0.000 0.90 40.18 1.14 40.18 4.0 Off Project File: Grand Ave Ex.stm I 100-Year Event I l Number of lines: 12 I Run Date: 03-07-2013 NOTES: Inlet N-Values = 0.016; Intensity= 19.61 I (Inlet time+ 0.10) "0.65; Retum period= 100 Yrs.; • Indicates KnCNm Q added. All curb inlets are Horiz throat. Hydraflow Storm Sewers Extension -,5.066 Hydraulic Grade Line Computations Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ftls) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ftls) (ft) (ft) (%) (%) (ft) (K) (ft) 1 15 104.5 35.52 36.77 1.25 1.23 85.15 112.72 149.49 n/a 5.000 35.58 49.90 1.25** 1.23 85.13 112.68 162.58i nla n/a -99.58 0.54 n/a 2 15 81.67 35.58 329.33 1.25 1.23 66.56 68.89 398.22 160.03 167.00 36.09 596.56 1.25** 1.23 66.55 68.86 665.42 159.97 160.00 267.20 0.50 34.43 3 15 75.71 36.09 630.99 1.25 1.23 61.70 59.19 690.18 137.50l 308.00 39.73 1054.45 1.25** 1.23 61.69 59.17 1113.62 137.45 137.48 423.44 1.00 59.17 4 15 5.53 39.73 1113.62 1.25 1.23 4.50 0.32 1113.94 0.733 40.000 42.58 1113.91 1.25 1.23 4.50 0.32 1114.23 0.733 0.733 0.293 1.00 0.32 5 15 70.18 39.73 1113.62 1.25 1.23 57.20 50.86 1164.48 118.16 115.00 42.25 1249.50 1.25 .. 1.23 57.19 50.84 1300.34 118.11 118.13 135.86 0.50 25.42 6 15 65.87 42.25 1274.92 1.25 1.23 53.69 44.81 1319.73 104.10 235.00 43.47 1519.53 1.25** 1.23 53.68 44.80 1564.33 104.06 104.08 244.59 0.59 26.43 7 18 56.00 44.05 1545.96 1.50 1.77 31.70 15.62 1561.58 28.451 37.000 44.35 1556.49 1.5o·· 1.77 31.69 15.61 1572.11 28.440 28.445 10.52 1.30 20.30 8 18 1.23 44.35 1576.79 1.50 1.77 0.70 0.01 1576.80 0.014 38.000 46.00 1576.80 1.50 1.77 0.70 0.01 1576.80 0.014 0.014 0.005 1.00 0.01 9 18 9.87 43.47 1545.96 1.50 1.77 5.59 0.49 1546.45 0.884 33.000 43.72 1546.25 1.50 1.77 5.59 0.49 1546.74 0.884 0.884 0.292 0.15 0.07 10 12 9.87 43.72 1546.33 1.00 0.79 12.57 2.46 1548.78 7.687 110.00 48.01 1554.78 1.oo•• 0.79 12.57 2.46 1557.24 7.684 7.685 8.454 1.00 2.46 11 18 5.09 46.00 1576.79 1.50 1.77 2.88 0.13 1576.92 0.235 5.000 47.38 1576.80 1.50 1.77 2.88 0.13 1576.93 0.235 0.235 0.012 1.00 0.13 12 18 22.80 35.58 329.33 1.50 1.77 12.91 2.59 331.92 4.716 15.000 37.64 330.04 1.50 1.77 12.90 2.59 332.63 4.715 4.716 0.707 1.00 2.59 i Project File: Grand Ave Exstm I 10Q-Year Event I 1 Number of lines: 12 I Run Date: 03-07-2013 Notes: ; .. Critical depth. ; c = cir e = ellip b = box Hydraflow Storm Sewers Extension v6.066 ----------------------------------------- Hydraflow Storm Sewers Extension for AutoCAD® Civil 30® 2009 Plan 5 6 ~tfall el.J:d • 2 3 • • • Project File: Grand Ave Ex.stm 10-Year Event I Number of lines: 12 I Date: 03-07-2013 Hydraflow Storm Sewers Extens1on 116.066 Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate size shape length ELDn ELUp slope down up loss Junct line Type (cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No. 1 Grand Ave at State Street 68.31 15 Cir 5.000 35.52 35.58 1.200 36.77* 42.39* n/a 161.54i End Manhole 2 Grand Ave at State Street(2) 54.91 15 Cir 167.000 35.58 36.09 0.305 161 .54* 282.34* 15.56 297.91 1 Curb-Horiz 3 Grand w/cl Roosevelt 50.18 15 Cir 308.000 36.09 39.73 1.182 297.91* 483.92* 25.99 509.91 2 Manhole 4 Roosevelt s/of Grand 3.62 15 Cir 40.000 39.73 42.58 7.125 509.91* 510.03* 0.14 510.17 3 Curb-Horiz 5 Grand e/of Roosevelt 46.56 15 Cir 115.000 39.73 42.25 2.191 509.91* 569.71* 11 '19 580.90 3 Curb-Horiz 6 Grand along Chase Bank 43.07 15 Cir 235.000 42.25 43.47 0.519 580.90* 685.46* 11.30 696.76 5 Manhole 7 Madison s/of Grand #1 34.93 18 Cir 37.000 44.05 44.35 0.811 696.76* 700.85* 7.90 708.75 6 Curb-Horiz 8 Madison ski Grand #2 0.80 18 Cir 38.000 44.35 46.00 4.342 708.75* 708.75* 0.00 708.75 7 Curb-Horiz 9 Grand at Madison 8.14 18 Cir 33.000 43.47 43.72 0.758 696.76* 696.95* 0.05 697.00 6 Manhole 10 Grand e/of Madison 8.14 12 Cir 110.000 43.72 48.01 3.900 697.00* 702.75* 1.67 704.42 9 Curb-Horiz 11 Madison s/cl Grand #5 3.77 18 Cir 5.000 46.00 47.38 27.600 708.75* 708.75* 0.07 708.83 7 Curb-Horiz 12 Grand Ave at APN 203-293-01 13.40 18 Cir 15.000 35.58 37.64 13.733 161 .54* 161.78* 0.89 162.68 1 Curb-Horiz Project File: Grand Ave Ex.stm I 10-Year Event I Number of lines: 12 I Run Date: 03-07-2013 NOTES: Retum period= 10 Yrs. ; *Surcharged (HGL above cra.vn). ; i-Inlet control. Hydraflow Storm Sewers Extension v6.066 Storm Sewer Tabulation Page 1 Station Len OmgArea Rnoff AreaxC Tc Rain Total Cap Vel Pipe Invert Elev HGLEiev Gmd I Rim Elev Line 10 coeff (I) flow full Line To lncr Total Line I ncr Total Inlet Syst Size Slope On Up On Up On Up (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ftls) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 5.000 0.00 25.50 0.00 0.00 21.49 0.0 11.2 2.7 68.31 7.07 55.67 15 1.20 35.52 35.58 36.77 42.39 41.00 40.96 Grand Ave at State 2 1 167.00{ 2.80 23.00 0.84 2.35 19.39 7.2 11.2 2.7 54.91 3.57 44.75 15 0.31 35.58 36.09 161.54 282.34 40.96 40.67 Grand Ave at State 3 2 308.00( 0.00 20.20 0.00 0.00 17.03 0.0 11.1 2.7 50.18 7.02 40.89 15 1.18 36.09 39.73 297.91 483.92 40.67 46.09 Grand w/of Roosev 4 3 40.000 0.90 0.90 0.90 0.81 0.81 5.0 5.0 4.5 3.62 17.24 2.95 15 7.13 39.73 42.58 509.91 510.03 46.09 46.20 Roosevelt s/of Gra 5 3 115.00( 1.90 19.30 0.84 1.60 16.22 7.0 11.0 2.7 46.56 9.56 37.94 15 2.19 39.73 42.25 509.91 569.71 46.09 48.77 Grand e/of Roosev 6 5 235.00( 0.00 17.40 0.00 0.00 14.63 0.0 10.9 2.7 43.07 4.65 35.10 15 0.52 42.25 43.47 580.90 685.46 48.77 49.13 Grand along Chas 7 6 37.000 0.90 2.30 0.84 0.76 1.94 5.0 6.4 3.8 34.93 9.46 19.77 18 0.81 44.05 44.35 696.76 700.85 49.13 48.17 Madison s/of Gran 8 7 38.000 0.20 0.20 0.90 0.18 0.18 5.0 5.0 4.5 0.80 21.88 0.45 18 4.34 44.35 46.00 708.75 708.75 48.17 48.24 Madison s/of Gran 9 6 33.000 0.00 15.10 0.00 0.00 12.68 0.0 10.8 2.7 8.14 9.14 4.61 18 0.76 43.47 43.72 696.76 696.95 49.13 49.28 Grand at Madison 10 9 110.000 15.10 15.10 0.84 12.68 12.68 10.6 10.6 2.8 8.14 7.03 10.36 12 3.90 43.72 48.01 697.00 702.75 49.28 50.11 Grand e/of Madiso 11 7 5.000 1.20 1.20 0.84 1.01 1.01 6.3 6.3 3.9 3.77 55.17 2.14 18 27.60 46.00 47.38 708.75 708.75 48.17 47.92 Madison s/of Gran 12 1 15.000 2.50 2.50 0.84 2.10 2.10 7.0 7.0 3.6 13.40 38.92 7.58 18 13.73 35.58 37.64 161.54 161.78 40.96 41.37 Grand Ave at APN Project File: Grand Ave Ex.stm I 10-Year Event I Number of lines: 12 Run Date: 03-07-2013 NOTES: Intensity= 12.86/ (Inlet time+ 0.10) "0.65; Return period= 10 Yrs. ; Total flows limited to inlet captured flo.vs. c = cir e = ellip b = box Hydraflow Storm Sewers Extension v6.066 Inlet Report Page 1 Line lnletiD Q= Q Q Q June Curb Inlet Grate Inlet Gutter Inlet Byp No CIA carry capt byp type line Ht L area L w So w Sw Sx n Depth Spread Depth Spread Depr No (cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ftlft) (ft) (ft) (ft) (ft) (in) 1 N~:m 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off 2 Ex. Inlet 507 Grand 8.32 2.26 4.74 5.84 Curb 6.0 5.00 0.00 0.00 0.00 0.004 1.50 0.087 0.020 0.013 0.48 18.87 0.69 17.93 4.0 12 3 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off 4 Ex. Inlet Roosevelt 3.62 0.00 3.62 0.00 Curb 6.0 5.00 0.00 0.00 0.00 Sag 1.50 0.087 0.020 0.000 0.45 17.25 0.68 17.25 4.0 Off 5 Ex. Inlet at 645 Gra 5.75 0.00 3.49 2.26 Curb 6.0 6.00 0.00 0.00 0.00 0.010 1.50 0.087 0.020 0.013 0.35 12.37 0.55 10.78 4.0 2 6 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off 7 Ex. Inlet Chase Ba 3.38 26.98 30.35 0.00 Curb 6.0 9.00 0.00 0.00 0.00 Sag 1.50 0.087 0.020 0.000 1.18 54.20 1.42 54.20 4.0 Off 8 Ex Inlet Chase Ban 0.80 0.00 0.80 0.00 Curb 6.0 5.00 0.00 0.00 0.00 0.005 1.50 0.087 0.020 0.013 0.22 6.03 0.36 1.47 4.0 7 9 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 o.boo 0.00 0.00 0.00 0.00 0.0 Off 10 Ex Inlet 725 Grand 35.00 0.00 8.14 26.87 Curb 6.0 6.00 0.00 0.00 0.00 0.010 1.50 0.087 0.020 0.013 0.60 25.07 0.82 24.38 4.0 7 11 3.88 0.00 3.77 0.11 Curb 6.0 10.00 0.00 0.00 0.00 0.010 1.50 0.087 0.020 0.013 0.31 10.52 0.50 8.53 4.0 7 12 Inlet at All America 7.56 5.84 13.40 0.00 Curb 6.0 6.00 0.00 0.00 0.00 Sag 1.50 0.087 0.020 0.000 0.86 38.22 1.10 38.22 4.0 Off Project File: Grand Ave Exstm I 1Q-Year Event I I Number of lines: 12 I Run Date: 03-07-2013 NOTES: Inlet N-Values = 0.016; Intensity= 12.86/ (Inlet time+ 0.10) "0.65; Return period= 10 Yrs. : • Indicates Known Q added. All curb inlets are Horiz throat. Hydraftow Storm Sewers Extension \16.066 Hydraulic Grade Line Computations Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft) 1 15 68.31 35.52 36.77 1.25 1.23 55.68 48.20 84.97 n/a 5.000 35.58 42.39 1.25** 1.23 55.67 48.18 90.56i nla nla -42.581 0.54 n/a 2 15 54.91 35.58 161.54 1.25 1.23 44.75 31.14 192.68 72.344 167.00 36.09 282.34 1.25** 1.23 44.75 31.13 313.47 72.317 72.330 120.79 0.50 15.56 3 15 50.18 36.09 297.91 1.25 1.23 40.89 26.00 323.91 60.401 308.00 39.73 483.92 1.25** 1.23 40.89 25.99 509.91 60.379 60.390 186.00 1.00 25.99 4 15 3.62 39.73 509.91 1.25 1.23 2.95 0.14 510.04 0.314 40.000 42.58 510.03 1.25 1.23 2.95 0.14 510.17 0.314 0.314 0.125 1.00 0.14 5 15 46.56 39.73 509.91 1.25 1.23 37.95 22.39 532.30 52.008 115.00 42.25 569.71 1.25** 1.23 37.94 22.38 592.09 51.989 51.998 59.80 0.50 11.19 6 15 43.07 42.25 580.90 1.25 1.23 35.10 19.15 600.06 44.497 235.00 43.47 685.46 1.25** 1.23 35.09 19.15 704.61 44.480 44.489 104.55 0.59 11.30 7 18 34.93 44.05 696.76 1.50 1.77 19.77 6.08 702.83 11.067 37.000 44.35 700.85 1.50** 1.77 19.77 6.07 706.93 11.063 11.065 4.094 1.30 7.90 8 18 0.80 44.35 708.75 1.50 1.77 0.45 0.00 708.75 0.006 38.000 46.00 708.75 1.50 1.77 0.45 0.00 708.75 0.006 0.006 0.002 1.00 0.00 9 18 8.14 43.47 696.76 1.50 1.77 4.61 0.33 697.09 0.601 33.000 43.72 696.95 1.50 1.77 4.61 0.33 697.28 0.601 0.601 0.198 0.15 0.05 10 12 8.14 43.72 697.00 1.00 0.79 10.36 1.67 698.67 5.224 110.00 48.01 702.75 1.00 0.79 10.36 1.67 704.42 5.222 5.223 5.746 1.00 1.67 11 18 3.77 46.00 708.75 1.50 1.77 2.14 0.07 708.82 0.129 5.000 47.38 708.75 1.50 1.77 2.14 0.07 708.83 0.129 0.129 0.006 1.00 0.07 12 18 13.40 35.58 161.54 1.50 1.77 7.59 0.89 162.43 1.629 15.000 37.64 161.78 1.50 1.77 7.58 0.89 162.68 1.629 1.629 0.244 1.00 0.89 Project File: Grand Ave Ex.stm I 10-Year Event I I Number of lines: 12 I Run Date: 03-07-2013 Notes: ; •• Critical depth. ; c = cir e = ellip b = box Hydraflow Storm Sewers Extension '16.066 Hydraflow Storm Sewers Extension for AutoCAD® Civil 3D® 2009 Plan 5 6 ~tfall ~2. 2 3 • • • Project File: Grand Ave Ex.stm 2-Year Event I Number of lines: 12 I Date: 03-07-2013 Hydraflow Storm Sewers Extension '16.066 Storm Sewer Summary Report Page 1 Line line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate size shape length ELDn ELUp slope down up loss Junct line Type (cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No. 1 Grand Ave at State Street 48.23 15 Cir 5.000 35.52 35.58 1.200 36.77* 39.57* nla 98.69i End Manhole 2 Grand Ave at State Street(2) 39.74 15 Cir 167.000 35.58 36.09 0.305 98.69* 161.96* 8.15 170.11 1 Curb-Horiz 3 Grand w/of Roosevelt 35.86 15 Cir 308.000 36.09 39.73 1.182 170.11* 265.11* 13.27 278.38 2 Manhole 4 Roosevelt slof Grand 2.56 15 Cir 40.000 39.73 42.58 7.125 278.38* 278.45* 0.07 278.51 3 Curb-Horiz 5 Grand e/of Roosevelt 33.30 15 Cir 115.000 39.73 42.25 2.191 278.38* 308.97* 5.72 314.70 3 Curb-Horiz 6 Grand along Chase Bank 30.39 15 Cir 235.000 42.25 43.47 0.519 314.70* 366.77* 5.63 372.39 5 Manhole 7 Madison sfof Grand #1 23.45 18 Cir 37.000 44.05 44.35 0.811 372.39* 374.24* 3.56 377.80 6 Curb-Horiz 6 Madison s/of Grand #2 0.57 18 Cir 38.000 44.35 46.00 4.342 377.80* 377.80* 0.00 377.80 7 Curb-Horiz 9 Grand at Madison 6.94 18 Cir 33.000 43.47 43.72 0.756 372.39* 372.54* 0.04 372.57 6 Manhole 10 Grand e/of Madison 6.94 12 Cir 110.000 43.72 48.01 3.900 372.57* 376.76* 1.22 377.97 9 Curb-Horiz 11 Madison sfof Grand #5 2.75 18 Cir 5.000 46.00 47.38 27.600 377.80* 377.80* 0.04 377.84 7 Curb-Horiz 12 Grand Ave at APN 203-293-01 8.49 18 Cir 15.000 35.58 37.64 13.733 98.69* 98.79* 0.36 99.14 1 Curb-Horiz Project File: Grand Ave Ex.stm I 2-Year Event I Number of lines: 12 I Run Date: 03-07-2013 NOTES: Return period = 2 Yrs. ; *Surcharged (HGL above crown). ; i -Inlet control. Hydraflow Storm Sewers Extension '16.066 Storm Sewer Tabulation Page 1 Station Len DmgArea Rnoff AreaxC Tc Rain Total Cap Vel Pipe Invert Elev HGLEiev Gmd I Rim Elev Line 10 coeff (I) flow full Line To I ncr Total I ncr Total Inlet Syst Size Slope On Up On Up On Up Line (ft) (ac) (a c) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 5.000 0.00 25.50 0.00 0.00 21.49 0.0 11.4 1.9 48.23 7.07 39.31 15 1.20 35.52 35.58 36.77 39.57 41.00 40.96 Grand Ave at State 2 1 167.000 2.80 23.00 0.84 2.35 19.39 7.2 11.4 1.9 39.74 3.57 32.39 15 0.31 35.58 36.09 98.69 161.96 40.96 40.67 Grand Ave at State 3 2 308.000 0.00 20.20 0.00 0.00 17.03 0.0 112 1.9 35.86 7.02 29.22 15 1.18 36.09 39.73 170.11 265.11 40.67 46.09 Grand wfof Roosev 4 3 40.000 0.90 0.90 0.90 0.81 0.81 5.0 5.0 3.2 2.56 17.24 2.09 15 7.13 39.73 42.58 278.38 278.45 46.09 46.20 Roosevelt sfof Gra 5 3 115.000 1.90 19.30 0.84 1.60 16.22 7.0 11.1 1.9 33.30 9.56 27.14 15 2.19 39.73 42.25 278.38 308.97 46.09 48.77 Grand elof Roosev 6 5 235.000 0.00 17.40 0.00 0.00 14.63 0.0 10.9 1.9 30.39 4.65 24.77 15 0.52 42.25 43.47 314.70 366.77 48.77 49.13 Grand along Chas 7 6 37.000 0.90 2.30 0.84 0.76 1.94 5.0 7.0 2.6 23.45 9.46 13.27 18 0.81 44.05 44.35 372.39 374.24 49.13 48.17 Madison s/of Gran 8 7 38.000 0.20 0.20 0.90 0.18 0.18 5.0 5.0 3.2 0.57 21.88 0.32 18 4.34 44.35 46.00 377.80 377.80 48.17 48.24 Madison s/of Gran 9 6 33.000 0.00 15.10 0.00 0.00 12.68 0.0 10.8 1.9 6.94 9.14 3.93 18 0.76 43.47 43.72 372.39 372.54 49.13 49.28 Grand at Madison 10 9 110.00C 15.10 15.10 0.84 12.68 12.68 10.6 10.6 1.9 6.94 7.03 8.84 12 3.90 43.72 48.01 372.57 376.76 49.28 50.11 Grand elof Madiso 11 7 5.000 1.20 1.20 0.84 1.01 1.01 6.3 6.3 2.7 2.75 55.17 1.55 18 27.60 46.00 47.38 377.80 377.80 48.17 47.92 Madison s/of Gran 12 1 15.000 2.50 2.50 0.84 2.10 2.10 7.0 7.0 2.5 8.49 38.92 4.81 18 13.73 35.58 37.64 98.69 98.79 40.96 41.37 Grand Ave at APN Project File: Grand Ave Ex.stm I 2-Year Event I Number of lines: 12 Run Date: 03-07-2013 NOTES: Intensity= 9.16/ (Inlet time+ 0.10) "0.65; Return period= 2 Yrs. ; Total flows limited to inlet captured flows. c = cir e = ellip b = box Hydraflow Storm Sewers Extens1on v6.066 Inlet Report Page 1 Line lnletiD Q= Q Q Q June Curb Inlet Grate Inlet Gutter Inlet Byp No CIA carry capt byp type line Ht L area L w So w Sw Sx n Depth Spread Depth Spread Depr No (cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ftlft) (ft) (ft) (ft) (ft) (in) 1 New 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off 2 Ex. Inlet 507 Grand 5.88 1.15 3.88 3.15 Curb 6.0 5.00 0.00 0.00 0.00 0.004 1.50 0.087 0.020 0.013 0.42 16.12 0.63 14.93 4.0 12 3 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off 4 Ex. Inlet Roosevelt 2.56 0.00 2.56 0.00 Curb 6.0 5.00 0.00 0.00 0.00 Sag 1.50 0.087 0.020 0.000 0.37 13.68 0.61 13.68 4.0 Off 5 Ex. Inlet at 645 Gra 4.06 0.00 2.91 1.15 Curb 6.0 6.00 0.00 0.00 0.00 0.010 1.50 0.087 0.020 0.013 0.31 10.72 0.51 8.78 4.0 2 6 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off 7 Ex. Inlet Chase Ba 2.39 17.74 20.13 0.00 Curb 6.0 9.00 0.00 0.00 0.00 Sag 1.50 0.087 0.020 0.000 0.92 41.17 1.16 41.17 4.0 Off 8 Ex Inlet Chase Ban 0.57 0.00 0.57 0.00 Curb 6.0 5.00 0.00 0.00 0.00 0.005 1.50 0.087 0.020 0.013 0.20 4.98 0.31 1.30 4.0 7 9 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off 10 Ex Inlet 725 Grand 24.69 0.00 6.94 17.74 Curb 6.0 6.00 0.00 0.00 0.00 0.010 1.50 0.087 0.020 0.013 0.54 21.92 0.76 21.13 4.0 7 11 2.75 0.00 2.75 0.00 Curb 6.0 10.00 0.00 0.00 0.00 0.010 1.50 0.087 0.020 0.013 0.28 9.07 0.47 6.63 4.0 7 12 Inlet at All America 5.34 3.15 8.49 0.00 Curb 6.0 6.00 0.00 0.00 0.00 Sag 1.50 0.087 0.020 0.000 0.66 28.16 0.90 28.16 4.0 Off Project File: Grand Ave Ex.stm I 2-Year Event I I Number of lines: 12 j Run Date: 03-07-2013 NOTES: Inlet N-Values = 0.016; Intensity= 9.16/ (Inlet time+ 0.10) "0.65; Return period = 2 Yrs. ; • Indicates Known Q added. All curb inlets are Horiz throat. Hydraflow Storm Sewers Extension v5.066 Hydraulic Grade Line Computations Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft) 1 15 48.23 35.52 36.77 1.25 1.23 39.31 24.03 60.80 n/a 5.000 35.58 39.57 1.25** 1.23 39.30 24.02 63.59i n/a nla -21.22E 0.54 nla 2 15 39.74 35.58 98.69 1.25 1.23 32.39 16.31 115.00 37.890 167.00 36.09 161.96 1.25** 1.23 32.38 16.30 178.26 37.876 37.883 63.26 0.50 8.15 3 15 35.86 36.09 170.11 1.25 1.23 29.23 13.28 183.39 30.848 308.00 39.73 265.11 1.25** 1.23 29.22 13.27 278.38 30.837 30.842 94.99 1.00 13.27 4 15 2.56 39.73 278.38 1.25 1.23 2.09 0.07 278.45 0.157 40.000 42.58 278.45 1.25 1.23 2.09 0.07 278.51 0.157 0.157 0.063 1.00 0.07 5 15 33.30 39.73 278.38 1.25 1.23 27.14 11.45 289.83 26.602 115.00 42.25 308.97 1.25** 1.23 27.13 11.45 320.42 26.592 26.597 30.59 0.50 5.72 6 15 30.39 42.25 314.70 1.25 1.23 24.77 9.54 324.24 22.159 235.00 43.47 366.77 1.25** 1.23 24.76 9.54 376.30 22.151 22.155 52.06 0.59 5.63 7 18 23.45 44.05 372.39 1.50 1.77 13.27 2.74 375.13 4.987 37.000 44.35 374.24 1.50 1.77 13.27 2.74 376.97 4.985 4.986 1.845 1.30 3.56 8 18 0.57 44.35 377.80 1.50 1.77 0.32 0.00 377.80 0.003 38.000 46.00 377.80 1.50 1.77 0.32 0.00 377.80 0.003 0.003 0.001 1.00 0.00 9 18 6.94 43.47 372.39 1.50 1.77 3.93 0.24 372.63 0.438 33.000 43.72 372.54 1.50 1.77 3.93 0.24 372.78 0.437 0.437 0.144 0.15 0.04 10 12 6.94 43.72 372.57 1.00 0.79 8.84 1.22 373.79 3.804 110.00 48.01 376.76 1.00 0.79 8.84 1.22 377.97 3.803 3.803 4.184 1.00 1.22 11 18 2.75 46.00 377.80 1.50 1.77 1.55 0.04 377.83 0.068 5.000 47.38 377.80 1.50 1.77 1.55 0.04 377.84 0.068 0.068 0.003 1.00 0.04 12 18 8.49 35.58 98.69 1.50 1.77 4.81 0.36 99.05 0.655 15.000 37.64 98.79 1.50 1.77 4.81 0.36 99.14 0.654 0.654 0.098 1.00 0.36 Project File: Grand Ave Exstm I 2-Year Event I I Number of lines: 12 I Run Date: 03-07-2013 Notes: ; .. Critical depth. ; c = cir e = ellip b = box Hydraflow Storm Sewers Extension \'6.066 APPENDIX D-Existing Condition Street Capacity Calculations LEGEND: 1-1 CROSS SECTION 60 50 0 60 t/.0 180 I~ .. I SCALE: 1" 60' CARLSBAD NW QUADRANT CRO SS SECTION MAP GRAND AVENUE -~····· . ... .............. .. 1'/tiJct.Aiua:M'~IIO:U.JNNO.I!IUil!*' l ............................................................................................................................................................................ .u................... . . . ~~~--·" CONQULTINQ -.-44»J ·FAit..,..,.,_. ._,.._ ,. n. "' ,., Project Description Friction Method SOlve For Input Data Channel Slope Discharge Section Definitions Station (ft) Roughness Segment Definitions Cross Section 1-1-1DOYR Manning Formula Normal Depth 0+00 0+12 0+23 0+35 0+36 0+36 0.01500 fVft 53.60 ff3/s Elevation (ft) Ending St$i00 51.47 51.34 50.89 49.92 49.85 50.36 (0+00, 51.47) (0+36, 50.36) 0.015 Options t;urrenr l"<ougnness wergntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Normal Depth Pavlovskii's Method Pavtovskii's Method Pavlovskii's Method 49.85 to 51.47 ft 1.02 7.03 14.12 0.50 13.20 1.02 ft ft> ft ft ft ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 316/2013 1:38:27 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1·203·766·1666 Page 1 ot 2 Results 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 Critical Slope 3/6/2013 1:38:27 PM Supercritical 1.34 ft 0.00421 ftlft 7.62 ftls 0.90 ft 1.93 ft 1.84 0.00 ft 0.00 ft 0 0.00 ft 0.00 ft Infinity ftls Infinity ftls 1.02 ft 1.34 ft 0.01500 ftlft 0.00421 ftlft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 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 1-1-100YR Manning Formula Normal Depth 0.01500 ftlft 1.02 ft 53.60 ff/s Cross Sectionlrnage c 0 15 > 4) iTI 51.60 51.40 51.20 51.00 50.80 50.60 50.40 50.20 50.00 49.80 49.60 ' ' . ' . ' ' ' ' ' . . ' . ' 0+00 0+05 0+10 0+15 0+20 0+25 0+30 0+35 station Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 3/6/2013 1:39:60 PM 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 · Station(ft) Roughness Segment Definitions Manning Formula Normal Depth 0+00 0+10 0+25 0+36 0+38 0+38 0.01500 ft/ft 8.80 ft'/s 48.71 48.68 48.54 48.19 48.09 48.71 (0+00, 48.71) (0+38, 48.71) 0.015 ~,;urrent Kougnness vve1gmea Method Open Channel Weighting Method Closed Channel Weighting Method Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Normal Depth Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 48.09 to 48.71 ft 0.42 ft 2.28 ft2 12.66 ft 0.18 ft 12.29 ft 0.42 ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 3/6/20131:40:12 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 2 Results Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type GVF lr:lputData Downstream Depth Length Number Of Steps GVFOutput Data Upstream Depth Profile Description Profile Headloss Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope 316/20131:40:12 PM Cross Section 1-2 • 100YR Supercritical 0.51 ft 0.00590 tuft 3.87 ft/s 0.23 ft 0.65 ft 1.58 0.00 ft 0.00 ft 0 0.00 ft 0.00 ft Infinity ft/s Infinity ft/s 0.42 ft 0.51 ft 0.01500 tuft 0.00590 tuft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 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 c 0 48.90. 1 48.40 4) w 48.30 48.10 48.00 47.90 0+00 j ... 0+10 Cross Section 1·2 • 100YR Manning Formula Normal Depth 0+20 station 0+30 0.01500 ft/ft 0.42 ft 8.80 ft3/s Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 316/2013 1:40:26 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766·1666 Page 1 of 1 ProjeCt Delcription. Friction Method Solve For lnpufData Channel Slope Discharge Section Definitions station (ft) Roughness Segment Definitions Start Station Cross Section 1-3-100YR Manning Formula Normal Depth 0+00 0+01 0+13 0+23 0+29 0+30 0+30 0. 00600 fVft 12.70 ff/s Elevation (ft) 42.41 41.81 41.74 41.40 40.88 40.80 41.45 Ending Station (0+00, 42.41) (0+30, 41.45) Options t;urrent Kougnness vve1gmea 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 Pavtovskii's Method Pavtovskii's Method 40.80 to 42.41 ft 0.74 ft 3.66 ft2 12.07 ft 0.30 ft 11.44 ft Bentley Systems, Inc. Haestad Methods Solution Center ·ROughness cdemcient 0.015 Bentley FlowMaster [08.11.00.03] 3/6/2013 1:40:40 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1·203·766·1666 Page 1 of 2 Results Normal Depth Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type GVF lnputData 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 Critical Slope 3/6/2013 1:40:40 PM Supercritical 0.74 ft 0.76 ft 0.00511 ftlft 3.47 ftls 0.19 ft 0.93 ft 1.08 0.00 ft 0.00 ft 0 0.00 ft 0.00 ft Infinity ft/s Infinity ftls 0.74 ft 0.76 ft 0.00600 ftlft 0.00511 ftlft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1·203·766·1666 Page 2 of 2 Cross Section 1-3-100YR Project Description . Friction Method Solve For lnputoata Channel Slope Normal Depth Discharge Cross· Section l.mage 42.60 42.40 42.20 42.00 c 41.80. ~--....... -....L 0 ~ 41.60 ~ w 41.40. 41.20 41.00 40.80 Manning Formula Normal Depth 40.60 .L...,....;.....,..-..,........,........,...~---,-'-,---...,....-+,--:,-.,.-, ...;....,.....J 0+00 0+10 0+15 0+20 0+25 0+30 Station 0. 00600 ftlft 0.74 ft 12.70 tt•ts Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 3/6/2013 1 :40:&1 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 0679& USA +1-203-7&&-1666 Page 1 of 1 ProjeCt Description Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Station (ft) Roughness Segment Definitions S18rl .. station Cross Section 1-4 -100YR Manning Formula Normal Depth 0+00 0+00 0+11 0+21 0+26 0+27 0+27 0.00300 tuft 19.10 ft'/s Elevation (ft} · EntlinS station 42.06 41.57 41.47 41.36 41.10 40.94 41.52 (0+00, 42.06) (0+27, 41.52) Options ~.;urrem Kougnness vvetgmea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flov.t Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 40.94 to 42.06 ft 0.77 ft 8.02 ft2 27.58 ft 0.29 ft 26.91 ft 0.015 Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 316/2013 1:41:06 PM 27 Siemons Company Orin Suit& 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 2 ......... ______________ __ Results Normal Depth Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type GVF lnputData 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 Critical Slope 3/6/20131:41:06 PM Cross Section 1-4-100YR Subcritical 0.77 ft 0.72 ft 0.00536 ftlft 2.38 ft/s 0.09 ft 0.85 ft 0.77 0.00 ft 0.00 ft 0 0.00 ft 0.00 ft Infinity ft/s Infinity ft/s 0.77 ft 0.72 ft 0.00300 ftlft 0.00536 ftlft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1·203·766·1666 Page 2 of 2 Pr6ject ·Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Secti.on ·Image 42.30 42.20 42.10: 42.00 41.90. 41.80" 41.70 5 41.60. ~ 41.50 ~ 41.40 41.30 41.20 41.10- 41.00 40.90 40.ao: 40.70 0+00 0+05 Cross Section 1·4 • 100YR Manning Formula Normal Depth 0+10 0+15 0+20 0+25 Station 0.00300 tuft 0.77 ft 19.10 ft3/s Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 3/6/20131:41:18PM 27SiemonsCompanyDriveSulte200W Watertown,CT06796USA +1-203-766-1666 Page 1 of 1 Project Gescription • Friction Method Solve For Input Data Channel Slope Discharge Section Definitions Roughness Segment Definitions Start. Station Cross Section 1·1· 10YR Manning Formula Normal Depth 0+00 0+12 0+23 0+35 0+36 0+36 0.01500 ft/ft 35.00 fP/s Elevation (ft) 51.47 51.34 50.89 49.92 49.85 50.36 (0+00, 51.47) (0+36, 50.36) 0.015 Options ~,;urrem Kougnness vvetgntea Method Open Channel Weighting Method Closed Channel Weighting Method ResUlts. Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Normal Depth Pavtovskii's Method Pavlovskii's Method Pavtovskii's Method 49.85 to 51.47 ft 0.87 ft 5.11 ft2 12.03 ft 0.42 ft 11.27 ft 0.87 ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMuter [08.11.00.03] 3/6/2013 1:41:32 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 2 Results Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type GVF lnpufOata' Downstream Depth Length Number Of Steps GVF Output Data Upstream Depth Profile Description Profile Headless Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope 3/6/20131:41:32 PM Cross Section 1-1 -10YR Supercritical 1.12 ft 0.00437 ft/ft 6.85 fils 0. 73 ft 1.60 ft 1.79 0.00 ft 0.00 ft 0 0.00 ft 0.00 ft Infinity fils Infinity fils 0.87 ft 1.12 ft 0.01500 fllfl 0.00437 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1·203·766·1666 Page 2 of 2 Project be$Cription Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section 1·1· 10YR Manning Formula Normal Depth 0.01500 tUft 0.87 ft 35.00 ft'/s Cross Section Image c .Q li > I) w 51.60 51.40 51.20 51.00 50.80 50.60 50.20 50.00 49.80 49·68+00. ci+os 0+1 o '0+15 . ri+2o 0+25. 0+30 0+35 station Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 316/20131:41:49 PM 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 Station (ft) Roughness Segment Definitions Cross Section 1-2 -10YR Manning Formula Normal Depth 0+00 0+10 0+25 0+36 0+38 0+38 0.01500 tuft 5.80 tt•ts Elevation (ft) · enc~iilg. Station 48.71 48.68 48.54 48.19 48.09 48.71 (0+00, 48.71) (0+38, 48.71) ()ptions ~.;urrent Kougnness vve1gmea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Normal Depth Palllovskii's Method Palllovskii's Method Pa\1101/Skii's Method 48.09 to 48.71 ft 0.37 ft 1.66 ft2 10.79 ft 0.15 ft 10.47 ft 0.37 ft Bentley Systems, Inc. Haestad Methods Solution Center 0.015 Bentley FlowMaster [08.11.00.03] 3/6/2013 1:42:07 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1·203-766·1666 Page 1 of 2 l Results 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 Critical Slope 3/6/20131:42:07 PM Cross Section 1·2 • 10YR Supercritical 0.43 ft 0.00595 ft/ft 3.49 ft/s 0.19 ft 0.55 ft 1.54 0.00 ft 0.00 ft 0 0.00 ft 0.00 ft Infinity ft/s Infinity ft/s 0.37 ft 0.43 ft 0.01500 ftlft 0.00595 ftlft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 27 Slemons Company Drive Suite 200 W Watertown, CT 06796 USA +1·203-766-1666 Page 2 of 2 Project Oe.scription Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section. Image 48.90 48.80 48.70,........~-- c 48.50 .Q ~ 48.40 .!l w 48.30 48.20 48.00. 47.90 0+00 0+10 ' Cross Section 1·2 • 10YR Manning Formula Normal Depth .; .. 0+20 0+30 0.01500 ft/ft 0.37 ft 5.80 ft3/s stfiltion Bentley Systems, Inc. Haestad Methods SOlution Center Bentley FlowMaster [08.11.00.03) 3/6/2013 1 :42:24 PM 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 Station (ft) Roughness Segment Definitions Start Station Cross Section 1·3 • 10YR Manning Formula Normal Depth 0+00 0+01 0+13 0+23 0+29 0+30 0+30 0. 00600 ft/ft 8.30 ft"/s Elevation (ft) 42.41 41.81 41.74 41.40 40.88 40.80 41.45 Ending Station Roughness cOefficient (0+00, 42.41) (0+30, 41.45) 0.015 Options ~.;urrent Kougnness vve~gmea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavtovskii's Method Pavtovskii's Method Pavtovskii's Method 40.80 to 42.41 ft 0.61 ft 2.43 ft2 8.21 ft 0.30 ft 7.70 ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 316/20131:43:37 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 2 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 Headless Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope 3/6/2013 1:43:37 PM Supercritical 0.61 ft 0.64 ft 0.00524 ftlft 3.41 ft/s 0.18 ft 0.79 ft 1.07 0.00 ft 0.00 ft 0 0.00 ft 0.00 ft Infinity fUs Infinity ft/s 0.61 ft 0.64 ft 0.00600 ft/ft 0.00524 ftlft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 2 of 2 Cross Section 1·3 • 10YR ProjeCt Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image 42.60 42.40. 42.20 42.00_ c 41.80_ -;--. ....... -.....:... 0 'i . > 41.60_ 4) jjj 41 .40 41.20 41.00 40.80 Manning Formula Normal Depth 40.60 -4-+-,--.,....-+-,--,-+--:----,.-'-:--..,.....;.--;--,-+-:-.....J 0+00 0+05 0+10 0+15 0+20 0+25 0+30 Station 0. 00600 tUft 0.61 ft 8.30 ft3/s Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 3/6/2013 1:43:66 PM 27 Slemons 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 StatiOn (ft)· Roughness Segment Definitions Start StatiOn Cross Section 1-4 -10YR Manning Formula Normal Depth ;'.'•'c ','·:.··,.:',• 0.00300 ft/ft 11.70 ft3/s ;Eie~ti~ (ft) · 0+00 0+00 0+11 0+21 0+26 0+27 0+27 42.06 41.57 41.47 41.36 41.10 40.94 41.52 (0+00, 42.06) (0+27, 41.52) 0.015 Options. t;urrent Kougnness vve~gntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavtovskii's Method Pavlovskii's Method Pavlovskii's Method 40.94 to 42.06 ft 0.69 ft 5.96 ft2 27.40 ft 0.22 ft 26.85 ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster (08.11.00.03] 3/6/20131:44:12 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 0679& USA +1-203-766·1666 Page 1 of 2 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 Outpt4 Data Upstream Depth Profile Description Profile Headloss Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope 3/6/20131:44:12 PM Cross Section 1·4 • 10YR Subcritical 0.69 ft 0.65 ft 0.00594 fVft 1.96 fVs 0.06 ft 0.75 ft 0.73 0.00 ft 0.00 ft 0 0.00 ft 0.00 ft Infinity fVs Infinity fVs 0.69 ft 0.65 ft 0.00300 fVft 0.00594 fVft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1·203-766·1666 Page 2 of 2 I . Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section 1·4 • 10YR Manning Formula Normal Depth 0. 00300 ft/ft 0.69 ft 11.70 ff/s Cross Section Image 42.30. 42.20 42.10 42.00. 41.90 41.80 41.70: a 41.so· l 41.50 ~ 41.40 41.30. 41.20 41.10 41.00 40.90. 40.80'' 40.70 0+00 0+05 0+10 0+15 0+20 0+25 station Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 3/612013 1:44:26 PM 27 Slemons 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 Station (ft) Roughness Segment Definitions Cross Section 1-1-2YR Manning Formula Normal Depth 0+00 0+12 0+23 0+35 0+36 0+36 0.01500 ft/ft 24.70 ft'/s Elevation (ft) Ending Station 51.47 51.34 50.89 49.92 49.85 50.36 (0+00, 51.47) (0+36, 50.36) 0.015 Options ~,.;urrem Kougnness vve~gmea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Normal Depth Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 49.85 to 51.47 ft 0.76 ft 3.93 ft2 10.55 ft 0.37 ft 9.91 ft 0.76 ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 3/6/2013 1 :44:47 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1·203·766·1666 Page 1 of 2 Results Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type GVFJnput Data Downstream Depth Length Number Of Steps GVF Output Data Upstream Depth Profile Description Profile Headless Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope 3/6/2013 1:44:47 PM Cross Section 1-1-2YR Supercritical 0.96 ft 0.00452 ft/ft 6.28 ft/s 0.61 ft 1.37 ft 1.76 0.00 ft 0.00 ft 0 0.00 ft 0.00 ft Infinity ft/s Infinity ft/s 0.76 ft 0.96 ft 0.01500 ftlft 0.00452 ftlft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FtowMaster [08.11.00.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1·203-766·1666 Page 2 of 2 Project•.oesdriptton Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section 1·1 • 2YR Manning Formula Normal Depth 0.01500 ft/ft 0.76 ft 24.70 ff/s Cross Section Image c 0 'i > ~ w 51.60 .. 51.40 51.20 51.00 50.80 50.60 50.40 50.20 5o.oo· 49.80. 49·68+ob 'O+OS '0+1 b '0+1S '0+20 ; 0+2S 0+30 'O+JS station Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 316/2013 1:46:09 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1·203·766·1666 Page 1 of 1 ProjeCt Desetiptien 'I :-' , ' -- Friction Method Solve For toputData Channel Slope Discharge Section Definitions Roughness Segment Definitions Manning Formula Normal Depth 0+00 0+10 0+25 0+36 0+38 0+38 0.01500 ftlft 4.10 ft'/s 48.71 48.68 48.54 48.19 48.09 48.71 (0+00, 48.71) (0+38, 48.71) ~urrem Kougnness vvetgmea Method Open Channel Weighting Method Closed Channel Weighting Method Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Normal Depth Pavlovskii's Method Pavtovskii's Method Pavlovskii's Method 48.09 to 48.71 fl 0.33 ft 1.28 f12 9.44 ft 0.14 ft 9.15 ft 0.33 ft Bentley Systems, Inc. Haestad Methods Solution Center '·:,:.;>;;~: "1/i;·. -,:\>}.<''''' ,," ~~tlf1~:~f···· 0.015 Bentley FlowMaster [08.11.00.03) 3/6/2013 1:46:24 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1·203-766·1666 Page 1 of 2 Results· 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 Headless Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope 3/6/20131:46:24 PM Cross Section 1·2 • 2YR Supercritical 0.38 fl 0.00624 fllfl 3.20 fils 0.16 fl 0.49 fl 1.51 0.00 fl 0.00 fl 0 0.00 fl 0.00 fl Infinity fils Infinity fils 0.33 fl 0.38 fl 0.01500 fllfl 0.00624 fllfl Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 27 Slemons 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 48.90. 48.80 48.70 1"---i-- 48.60 c 48.50 0 ~ 48.40 G) iii 48.30. 48.20 48.10 48.00 47.90 Cross Section 1-2 • 2VR Manning Formula Normal Depth 0.01500 ft/ft 0.33 ft 4.10 ft3/s 0+00 0+10 0+20. station 0+30 Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 3/6/2013 1 :46:37 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06796 USA +1·203-766-1666 Page 1 of 1 Proje6toescription Friction Method Solve For Input Data Channel Slope Discharge Section Definitions · .Station (ft) Roughness Segment Definitions Start StatiOn Cross Section 1-3-2YR Manning Formula Normal Depth 0+00 0+01 0+13 0+23 0+29 0+30 0+30 0. 00600 ft/ft 5.90 tt•ts Efevati6n · (ft) Endmg Station · 42.41 41.81 41.74 41.40 40.88 40.80 41.45 (0+00, 42.41) (0+30, 41.45) 0.015 Options ~.;urrem Kougnness vve~gmea Method Open Channel Weighting Method Closed Channel Weighting Method Resul~ Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 40.80 to 42.41 ft 0.53 ft 1.86 ft2 6.99 ft 0.27 ft 6.55 ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 3/6/20131:46:62 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 2 ResultS Normal Depth Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type GVt=;lnput Data Downstream Depth Length Number Of Steps G\lf 'Output Data, Upstream Depth Profile Description Profile Headloss Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope 3/6/20131:46:62 PM Supercritical 0.53 ft 0.54 ft 0.00540 ftlft 3.17 ft/s 0.16 ft 0.69 ft 1.05 0.00 ft 0.00 ft 0 0.00 ft 0.00 ft Infinity ft/s Infinity fils 0.53 ft 0.54 ft 0.00600 ftlft 0.00540 ftlft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1·203·766·1666 Page 2 of 2 ------------......... Cross Section 1-3 • 2YR Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross 'Section Image 42.60 42.40 42.20 42.00 c 41.80. ~--.;...__...;,_ .Q ! 41.60: w 41.40. 41.20 41.00 40.60 Manning Formula Normal Depth 40.60 ~-+-:-.,.-'--:--~-,--,-+-:----.,.-+-:--:-i-~ o+OO o+o5 0+1o . 0+15 0+2o 0+25 o+3o Station 0.00600 ftlft 0.53 ft 5.90 ft'/s Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 3/6/20131:46:07 PM 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 Station (ft) Roughness Segment Definitions Cross Section 1·4 • 2YR Manning Formula Normal Depth 0+00 0+00 0+11 0+21 0+26 0+27 0+27 0.00300 tUft 7. 70 ft'/s ~levauoo.(tt) · · 42.06 41.57 41.47 41.36 41.10 40.94 41.52 (0+00, 42.06) (0+27. 41.52) Qptions ~urrem Kougnness vvetgmea Method Open Channel Weighting Method Closed Channel Weighting Method Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 40.94 to 42.06 ft 0.64 ft 4.63 ft2 27.29 ft 0.17 ft 26.82 ft Bentley Systems, Inc. Haestad Methods Solution Center \ ·>·-~ ~i, :· :,;:~·:<·(·-' R6ugh~Ei$s~t;·· · 0.015 Bentley FlowMaster [08.11.00.03] 3/6/2013 1:46:20 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 2 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 Critical Slope 3/6/20131:46:20 PM Cross Section 1-4 • 2YR Subcritical 0.64 ft 0.59 ft 0.00629 ft/ft 1.66 ft/s 0.04 fl 0.68 ft 0.71 0.00 ft 0.00 ft 0 0.00 ft 0.00 ft Infinity ftls Infinity ftls 0.64 ft 0.59 ft 0.00300 ft/ft 0.00629 ftlft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03) 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 2 of 2 PrQject·.·oesc:ription Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image 42.30 42.20 42.10 42.00. 41.90 41.80 41.70. !5 41.60" ~ 41.50. ~ 41.40 41.30 41.20 41.10 41.00 40.90 4o.ao· 40.70 0+00 0+05 3/6/20131:46:36 PM Cross Section 1-4 -2YR Manning Formula Normal Depth o+1o 0+15 0+2ri 0+25 station 0.00300 ft/ft 0.64 ft 7.70 fP/s Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 1 . ' . APPENDIX E-Proposed Condition Hydrology, Inlet, and Pipe Capacity Calculations Hydraflow Storm Sewers Extension for AutoCAD® Civil 3D® 2009 Plan 5 6 Jtfall ~&!• 2 3 • • • Project File: Grand Ave Prop.stm I 1QO..Year Event I I Number of lines: 12 1 Date: 03-07-2013 Hydraftow Storm Sewers Extension \16.066 _ ------------------------------------------------------------------------------------------- Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate size shape length ELDn ELUp slope down up loss Junct line Type (cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No. 1 Grand Ave at State Street 104.5 48 Cir 5.000 33.52 33.58 1.200 37.52 37.54 n/a 38.37 i End Manhole 2 Grand Ave at State Street(2) 90.06 48 Cir 167.000 33.58 34.09 0.305 38.37* 39.02* 0.40 39.42 1 Curb-Horiz 3 Grand wfr$ Roosevelt 75.71 48 Cir 308.000 34.09 37.73 1.182 39.42 40.30 n!a 42.19i 2 Manhole 4 Roosevelt s/of Grand 5.53 15 Cir 40.000 39.73 42.58 7.125 42.19 43.52 n/a 44.31 i 3 Curb-Horiz 5 Grand e/of Roosevelt 70.18 48 Cir 115.000 37.73 40.25 2.191 42.19 42.73 n/a 44.47i 3 Curb-Horiz 6 Grand along Chase Bank 65.87 48 Cir 235.000 40.25 41.47 0.519 44.47 44.85 0.31 45.16 5 Manhole 7 Madison s/of Grand #1 22.32 24 Cir 37.000 43.05 43.35 0.811 45.16* 45.52* n/a 46.39i 6 Curb-Horiz 8 Madison s/of Grand #2 1.23 18 Cir 38.000 44.35 46.00 4.342 46.39 46.42 nla 46.58 i 7 Curb-Horiz 9 Grand at Madison 43.56 48 Cir 33.000 41.47 41.72 0.758 45.16 45.16 0.03 45.20 6 Manhole 10 Grand e/of Madison 43.56 48 Cir 110.000 41.72 41.01 -0.645 45.20* 45.33* 0.19 45.51 9 Curb-Horiz 11 Madison s/of Grand #5 5.94 18 Cir 5.000 44.35 44.36 0.200 46.39* 46.41* 0.18 46.58 7 Open Headwall 12 Grand Ave at APN 203-293-01 14.41 18 Cir 15.000 35.58 37.64 13.733 38.37 39.03 n/a 41.20 i 1 Curb-Horiz Project File: Grand Ave Prop.stm I 1 00-Year Event I Number of lines: 12 I Run Date: 03-07-2013 NOTES: Retum period= 100 Yrs. ; *Surcharged (HGL above crcwn). ; i -Inlet control. Hydraftow Storm Sewers Extension 116.066 Storm Sewer Tabulation Page 1 Station Len DmgArea Rnoff AreaxC Tc Rain Total Cap Vel Pipe Invert Elev HGLEiev Gmd I Rim Elev Line 10 coeff (I) flow full Line To I ncr Total I ncr Total Inlet Syst Size Slope On Up On Up On Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ftls) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 5.000 0.00 25.50 0.00 0.00 21.49 0.0 13.3 3.6 104.5 157.4 8.32 48 1.20 33.52 33.58 37.52 37.54 41.00 40.96 Grand Ave at State 2 1 167.00C 2.80 23.00 0.84 2.35 19.39 7.2 12.9 3.7 90.06 79.38 7.17 48 0.31 33.58 34.09 38.37 39.02 40.96 40.67 Grand Ave at State 3 2 308.00C 0.00 20.20 0.00 0.00 17.03 0.0 12.2 3.8 75.71 156.2 7.44 48 1.18 34.09 37.73 39.42 40.30 40.67 46.09 Grand w/of Roosev 4 3 40.000 0.90 0.90 0.90 0.81 0.81 5.0 5.0 6.8 5.53 17.24 5.04 15 7.13 39.73 42.58 42.19 43.52 46.09 46.20 Roosevelt s/of Gra 5 3 115.000 1.90 19.30 0.84 1.60 16.22 7.0 12.0 3.9 70.18 212.6 7.08 48 2.19 37.73 40.25 42.19 42.73 4609 48.77 Grand e/of Roosev 6 5 235.00C 0.00 17.40 0.00 0.00 14.63 0.0 11.3 4.1 65.87 103.5 5.53 48 0.52 40.25 41.47 44.47 44.85 48.77 49.13 Grand along Chas 7 6 37.000 0.90 2.30 0.84 0.76 1.94 5.0 6.3 5.9 22.32 20.37 7.10 24 0.81 43.05 43.35 45.16 45.52 49.13 48.17 Madison s/of Gran 8 7 38.000 0.20 0.20 0.90 0.18 0.18 5.0 5.0 6.8 1.23 21.88 1.85 18 4.34 44.35 46.00 46.39 46.42 48.17 48.24 Madison s/of Gran 9 6 33.000 0.00 15.10 0.00 0.00 12.68 0.0 11.1 4.1 43.56 125.0 3.69 48 0.76 41.47 41.72 45.16 45.16 49.13 49.28 Grand at Madison 10 9 110.00C 15.10 15.10 0.84 12.68 12.68 10.6 10.6 4.2 43.56 0.00 3.61 48 -0.65 41.72 41.01 45.20 45.33 49.28 50.11 Grand e/of Madiso 11 7 5.000 1.20 1.20 0.84 1.01 1.01 6.3 6.3 5.9 5.94 4.70 3.36 18 0.20 44.35 44.36 46.39 46.41 48.17 47.92 Madison s/of Gran 12 1 15.000 2.50 2.50 0.84 2.10 2.10 7.0 7.0 5.5 14.41 38.92 8.28 18 13.73 35.58 37.64 38.37 39.03 40.96 41.37 Grand Ave at APN Project File: Grand Ave Prop.stm I 100-Year Event I Number of lines: 12 Run Date: 03-07-2013 NOTES: Intensity= 19.61 I (Inlet time+ 0.1 0) A 0.65; Retum period = 100 Yrs. ; Total flows limited to inlet captured flows. ; c = cir e = ellip b = box Hydraflow Storm Sewers Extension v6.066 Inlet Report Page 1 Line lnletiD Q= Q Q Q June Curb Inlet Grate Inlet Gutter Inlet Byp No CIA carry capt byp type line Ht L area L w So w Sw Sx n Depth Spread Depth Spread Depr No (cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ftlft) (ft) (ft) (ft) (ft) (in) 1 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off 2 Basin 2 -Inlet 507 12.72 4.48 14.36 2.84 Curb 6.0 15.00 0.00 0.00 0.00 0.004 1.50 0.087 0.020 0.013 0.56 22.77 0.77 22.03 4.0 12 3 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off 4 Basin 3 -Inlet on R 5.53 0.00 5.53 0.00 Curb 6.0 5.00 0.00 0.00 0.00 Sag 1.50 0.087 0.020 0.000 0.56 22.92 0.79 22.92 4.0 Off 5 Basin 4 -Inlet at 64 8.79 0.00 4.31 4.48 Curb 6.0 6.00 0.00 0.00 0.00 0.010 1.50 0.087 0.020 0.013 0.39 14.67 0.60 13.38 4.0 2 6 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off 7 Basin 5 -Inlet Cha 5.16 9.99 15.15 0.00 Curb 6.0 18.00 0.00 0.00 0.00 Sag 1.50 0.087 0.020 0.000 0.53 21.34 0.76 21.34 4.0 Off 8 Basin 6 -Inlet Cha 1.23 0.00 1.23 0.00 Curb 6.0 5.00 0.00 0.00 0.00 0.005 1.50 0.087 0.020 0.013 0.25 7.38 0.41 3.98 4.0 7 9 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off 10 Basin 8 -Inlet 725 53.55 0.00 43.56 9.99 Curb 6.0 34.00 0.00 0.00 0.00 0.010 1.50 0.087 0.020 0.013 0.69 29.47 0.91 28.93 4.0 7 11 Basin 7 -Flow fro 5.94 0.00 5.94 0.00 Hdwl 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off 12 Basin 1 -Inlet at 29 11.56 2.84 14.41 0.00 Curb 6.0 9.00 0.00 0.00 0.00 Sag 1.50 0.087 0.020 0.000 0.76 32.90 0.99 32.90 4.0 Off Project File: Grand Ave Prop.stm I 100-Year Event I l Number of lines: 12 l Run Date: 03-07-2013 NOTES: Inlet N-Values = 0.016; Intensity= 19.61/ (Inlet time+ 0.10) "0.65; Retum period= 100 Yrs .. • Indicates Known Q added. All curb inlets are Horiz throat. Hydraflow Storm Sewers Extens1on v6.066 Hydraulic Grade Line Computations Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft) 1 48 104.5 33.52 37.52 4.00 12.56 8.32 1.07 38.59 nfa 5.000 33.58 37.54 3.96 12.55 8.33 1.08 38.62i nfa nfa -1.052 0.54 nfa 2 48 90.06 33.58 38.37 4.00 12.56 7.17 0.80 39.16 0.393 167.00 34.09 39.02 4.00 12.57 7.17 0.80 39.82 0.393 0.393 0.657 0.50 0.40 3 48 75.71 34.09 39.42 4.00 12.56 6.03 0.56 39.99 n/a 308.00 37.73 40.30 2.57** 8.55 8.86 1.22 41.52i nla nla nla 1.00 nla 4 15 5.53 39.73 42.19 1.25 1.23 4.50 0.32 42.51 n/a 40.000 42.58 43.52j 0.94** 0.99 5.58 0.48 44.00i n/a nla nla 1.00 nla 5 48 70.18 37.73 42.19 4.00 12.56 5.59 0.49 42.68 nfa 115.00 40.25 42.73 2.48** 8.18 8.58 1.15 43.87i nla nla nla 0.50 nla 6 48 65.87 40.25 44.47 4.00 12.56 5.24 0.43 44.90 0.210 235.00 41.47 44.85 3.38 11.33 5.82 0.53 45.38 0.200 0.205 0.482 0.59 0.31 7 24 22.32 43.05 45.16 2.00 3.14 7.10 0.78 45.95 n/a 37.000 43.35 45.52 2.00 3.14 7.10 0.78 46.31i nfa nla -0.424 1.30 n/a 8 18 1.23 44.35 46.39 1.50 1.77 0.70 0.01 46.40 nla 38.000 46.00 46.42j 0.42** 0.41 3.00 0.14 46.56i n/a n/a n/a 1.00 nla 9 48 43.56 41.47 45.16 3.69 12.12 3.59 0.20 45.36 0.080 33.000 41.72 45.16 3.44 11.51 3.79 0.22 45.39 0.085 0.082 0.027 0.15 0.03 10 48 43.56 41.72 45.20 3.48 11.60 3.76 0.22 45.42 0.084 110.00 41.01 45.33 4.00 12.57 3.47 0.19 45.51 0.092 0.088 0.097 1.00 0.19 11 18 5.94 44.35 46.39 1.50 1.77 3.36 0.18 46.57 0.320 5.000 44.36 46.41 1.50 1.77 3.36 0.18 46.58 0.320 0.320 0.016 1.00 0.18 12 18 14.41 35.58 38.37 1.50 1.71 8.16 1.03 39.40 nfa 15.000 37.64 39.03 1.39** 1.71 8.41 1.10 40.14i nfa nla n/a 1.00 n/a Project File: Grand Ave Prop.stm I 1 00-Year Event I I Number of lines: 12 I Run Date: 03-07-2013 Notes: ; •• Critical depth.; j-Line contains hyd. jump. ; c = cir e = ellip b = box Hydraflow Storm Sewers Extension loti.066 _ Hydraflow Storm Sewers Extension for AutoCAD® Civil 3D® 2009 Plan 5 6 .Jtfall~~. 2 3 • • • Project File: Grand Ave Prop.stm I 10-Year Event I Number of lines: 12 I Date: 03-07-2013 Hydraflow Storm Sewers Extens•on v6.066 Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate size shape length ELDn ELUp slope down up loss Junct line Type (cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No. 1 Grand Ave at State Street 68.31 48 Cir 5.000 33.52 33.58 1.200 37.52 37.53 0.25 37.78 End Manhole 2 Grand Ave at State Street(2) 60.37 48 Cir 167.000 33.58 34.09 0.305 37.78 38.06 0.18 38.24 1 Curb-Horiz 3 Grand w/of Roosevelt 50.18 48 Cir 308.000 34.09 37.73 1.182 38.24 39.83 n/a 41.07 i 2 Manhole 4 Roosevelt s/of Grand 3.62 15 Cir 40.000 39.73 42.58 7.125 41.07 43.34 nta 43.82 i 3 Curb-Horiz 5 Grand elof Roosevelt 46.56 48 Cir 115.000 37.73 40.25 2.191 41.07 42.27 n/a 43.43 i 3 Curb-Horiz 6 Grand along Chase Bank 43.07 48 Cir 235.000 40.25 41.47 0.519 43.43 43.49 n/a 44.33 i 5 Manhole 7 Madison s/of Grand #1 10.46 24 Cir 37.000 43.05 43.35 0.811 44.33 44.50 n/a 45.20i 6 Curb-Horiz 8 Madison s/of Grand #2 0.80 18 Cir 38.000 44.35 46.00 4.342 45.20 46.34 n/a 46.45 i 7 Curb-Horiz 9 Grand at Madison 32.61 48 Cir 33.000 41.47 41.72 0.758 44.33 44.32 0.03 44.35 6 Manhole 10 Grand elof Madison 32.61 48 Cir 110.000 41.72 41.01 -0.645 44.35 44.52 0.12 44.64 9 Curb-Horiz 11 Madison s/of Grand #5 3.88 18 Cir 5.000 44.35 44.36 0.200 45.20 45.23 n/a 45.34 i 7 Open Headwall 12 Grand Ave at APN 203-293-01 7.94 18 Cir 15.000 35.58 37.64 13.733 37.78 38.72 n/a 39.56i 1 Curb-Horiz Project File: Grand Ave Prop.stm I 1Q-YearEvent I Number of lines: 12 I Run Date: 03-07-2013 NOTES: Return period= 10 Yrs. ; i-Inlet control. Hydraflow Storm Sewers Extension v6 066 Storm Sewer Tabulation Page 1 Station Len DmgArea Rnoff AreaxC Tc Rain Total Cap Vel Pipe Invert Elev HGLEiev Gmd I Rim Elev Line ID coeff (I) flow full Line To I ncr Total I ncr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 5.000 0.00 25.50 0.00 0.00 21.49 0.0 13.8 2.3 68.31 157.4 5.44 48 1.20 33.52 33.58 37.52 37.53 41.00 40.96 Grand Ave at State 2 1 167.00C 2.80 23.00 0.84 2.35 19.39 7.2 13.3 2.4 60.37 79.38 4.81 48 0.31 33.58 34.09 37.78 38.06 40.96 40.67 Grand Ave at State 3 2 308.00( 0.00 20.20 0.00 0.00 17.03 0.0 12.4 2.5 50.18 156.2 5.76 48 1.18 34.09 37.73 38.24 39.83 40.67 46.09 Grand w/of Roosev 4 3 40.000 0.90 0.90 0.90 0.81 0.81 5.0 5.0 4.5 3.62 17.24 3.78 15 7.13 39.73 42.58 41.07 43.34 46.09 46.20 Roosevelt s/of Gra 5 3 115.00( 1.90 19.30 0.84 1.60 16.22 7.0 12.0 2.5 46.56 212.6 5.74 48 2.19 37.73 40.25 41.07 42.27 46.09 48.77 Grand elof Roosev 6 5 235.00( 0.00 17.40 0.00 0.00 14.63 0.0 11.3 2.6 43.07 103.5 5.39 48 0.52 40.25 41.47 43.43 43.49 48.77 49.13 Grand along Chas 7 6 37.000 0.90 2.30 0.84 0.76 1.94 5.0 6.3 3.8 10.46 20.37 5.27 24 0.81 43.05 43.35 44.33 44.50 49.13 48.17 Madison s/of Gran 8 7 38.000 0.20 0.20 0.90 0.18 0.18 5.0 5.0 4.5 0.80 21.88 1.71 18 4.34 44.35 46.00 45.20 46.34 48.17 48.24 Madison s/of Gran 9 6 33.000 0.00 15.10 0.00 0.00 12.68 0.0 11.2 2.7 32.61 125.0 3.58 48 0.76 41.47 41.72 44.33 44.32 49.13 49.28 Grand at Madison 10 9 110.00C 15.10 15.10 0.84 12.68 12.68 10.6 10.6 2.8 32.61 0.00 3.26 48 -0.65 41.72 41.01 44.35 44.52 49.28 50.11 Grand elof Madiso 11 7 5.000 1.20 1.20 0.84 1.01 1.01 6.3 6.3 3.9 3.88 4.70 3.71 18 0.20 44.35 44.36 45.20 45.23 48.17 47.92 Madison s/of Gran 12 1 15.000 2.50 2.50 0.84 2.10 2.10 7.0 7.0 3.6 7.94 38.92 5.17 18 13.73 35.58 37.64 37.78 38.72 40.96 41.37 Grand Ave at APN Project File: Grand Ave Prop.stm I 10-Year Event I Number of lines: 12 Run Date: 03-07-2013 NOTES: Intensity= 12.86/ (Inlet time+ 0.10) 11 0.65; Return period= 10 Yrs. ; Total flows limited to inlet captured flows. ; c = cir e = ellip b = box Hydraflow Storm Sewers El<tension v6.066 Inlet Report Page 1 Line lnletiD Q= Q Q Q June Curb Inlet Grate Inlet Gutter Inlet Byp No CIA carry capt byp type line Ht L area L w So w Sw Sx n Depth Spread Depth Spread Depr No (cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ftlft) (ft) (ftlft) (ftlft) (ft) (ft) (ft) (ft) (in) 1 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off 2 Basin 2 -Inlet 507 8.32 2.26 10.20 0.38 Curb 6.0 15.00 0.00 0.00 0.00 0.004 1.50 0.087 0.020 0.013 0.48 18.87 0.69 17.93 4.0 12 3 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off 4 Basin 3 -Inlet on R 3.62 0.00 3.62 0.00 Curb 6.0 5.00 0.00 0.00 0.00 Sag 1.50 0.087 0.020 0.000 0.45 17.25 0.68 17.25 4.0 Off 5 Basin 4 -Inlet at 64 5.75 0.00 3.49 2.26 Curb 6.0 6.00 0.00 0.00 0.00 0.010 1.50 0.087 0.020 0.013 0.35 12.37 0.55 10.78 4.0 2 6 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off 7 Basin 5 -Inlet Cha 3.38 2.39 5.77 0.00 Curb 6.0 18.00 0.00 0.00 0.00 Sag 1.50 0.087 0.020 0.000 0.32 11.17 0.56 11.17 4.0 Off 8 Basin 6 -Inlet Cha 0.80 0.00 0.80 0.00 Curb 6.0 5.00 0.00 0.00 0.00 0.005 1.50 0.087 0.020 0.013 0.22 6.03 0.36 1.47 4.0 7 9 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off 10 Basin 8 -Inlet 725 35.00 0.00 32.61 2.39 Curb 6.0 34.00 0.00 0.00 0.00 0.010 1.50 0.087 0.020 0.013 0.60 25.07 0.82 24.38 4.0 7 11 Basin 7 -Flow fro 3.88 0.00 3.88 0.00 Hdwl 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off 12 Basin 1 -Inlet at 29 7.56 0.38 7.94 0.00 Curb 6.0 9.00 0.00 0.00 0.00 Sag 1.50 0.087 0.020 0.000 0.54 22.07 0.77 22.07 4.0 Off Project File: Grand Ave Prop.stm I 10-Year Event I I Number of lines: 12 I Run Date: 03-07-2013 NOTES: Inlet N-Values = 0.016; Intensity= 12.86/ (Inlet time+ 0.10) "0.65; Return period= 10 Yrs .. *Indicates Known Q added. All curb inlets are Horiz throat. Hydraflow Storm Sewers Extension v6.066 _ Hydraulic Grade Line Computations Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft) 1 48 68.31 33.52 37.52 4.00 12.56 5.44 0.46 37.98 0.226 5.000 33.58 37.53 3.95 12.54 5.45 0.46 37.99 0.206 0.216 0.011 0.54 0.25 2 48 60.37 33.56 37.78 4.00 12.56 4.81 0.36 38.14 0.177 167.00 34.09 38.06 3.97 12.55 4.81 0.36 38.42 0.165 0.171 0.285 0.50 0.18 3 48 50.18 34.09 38.24 4.00 12.56 3.99 0.25 38.49 n/a 308.00 37.73 39.83j 2.10** 6.66 7.53 0.88 40.71i nla n/a nla 1.00 n/a 4 15 3.62 39.73 41.07 1.25 1.23 2.95 0.14 41.21 n/a 40.000 42.58 43.34j 0.76** 0.78 4.62 0.33 43.67i n/a n/a n/a 1.00 n/a 5 48 46.56 37.73 41.07 3.34 11.21 4.15 0.27 41.34 n/a 115.00 40.25 42.27 j 2.02** 6.36 7.33 0.83 43.10i n/a nla n/a 0.50 n/a 6 48 43.07 40.25 43.43 3.18 10.71 4.02 0.25 43.68 nla 235.00 41.47 43.49 2.02 6.37 6.76 0.71 44.20i n/a n/a -0.190 0.59 n/a 7 24 10.46 43.05 44.33 1.28 2.12 4.92 0.38 44.71 nla 37.000 43.35 44.50 1.15 .. 1.86 5.62 0.49 44.99i nla n/a n/a 1.30 n/a 8 18 0.80 44.35 45.20 0.85 1.03 0.78 0.01 45.21 n/a 38.000 46.00 46.34j 0.34** 0.30 2.65 0.11 46.45i nla n/a n/a 1.00 n/a 9 48 32.61 41.47 44.33 2.86 9.62 3.39 0.18 44.51 0.070 33.000 41.72 44.32 2.60 8.64 3.77 0.22 44.54 0.090 0.080 0.026 0.15 0.03 10 48 32.61 41.72 44.35 2.63 8.77 3.72 0.22 44.57 0.087 110.00 41.01 44.52 3.51 11.68 2.79 0.12 44.64 0.047 0.067 0.073 1.00 0.12 11 18 3.88 44.35 45.20 0.85 1.03 3.76 0.22 45.42 n/a 5.000 44.36 45.23 0.87 1.06 3.66 0.21 45.44i n/a n/a -0.192 1.00 n/a 12 18 7.94 35.58 37.78 1.50 1.77 4.49 0.31 38.09 n/a 15.000 37.64 38.72j 1.08 .. 1.36 5.86 0.53 39.25i n/a n/a n/a 1.00 n/a Project File: Grand Ave Prop.stm I 10-Year Event I I Number of lines: 12 I Run Date: 03-07-2013 Notes: ; •• Critical depth.; j-Line contains hyd. jump. ; c = cir e = ellip b = box Hydraftow Storm Sewers Extens1on v6,066 Hydraflow Storm Sewers Extension for AutoCAD® Civil 3D® 2009 Plan 5 2 3 • • 6 • Project File: Grand Ave Prop.stm 2-Year Event r Number of lines: 12 I Date: 03-07-2013 Hydraflow Storm Sewers Extens1on v6.066 Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction No. rate size shape length ELDn ELUp slope down up loss Junct line Type (cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No. 1 Grand Ave at State Street 48.23 48 Cir 5.000 33.52 33.58 1.200 37.52 37.52 0.12 37.65 End Manhole 2 Grand Ave at State Street(2) 42.89 48 Cir 167.000 33.58 34.09 0.305 37.65 37.77 0.10 37.87 1 Curb-Horiz 3 Grand wfr:i Roosevelt 35.86 48 Cir 308.000 34.09 37.73 1.182 37.87 39.50 nfa 40.42i 2 Manhole 4 Roosevelt s/r:i Grand 2.56 15 Cir 40.000 39.73 42.58 7.125 40.42 43.22 nla 43.56i 3 Curb-Horiz 5 Grand e/r:i Roosevelt 33.30 48 Cir 115.000 37.73 40.25 2.191 40.42 41.96 nta 42.82i 3 Curb-Horiz 6 Grand along Chase Bank 30.39 48 Cir 235.000 40.25 41.47 0.519 42.82 43.10 n/a 43.90 i 5 Manhole 7 Madison s/r:i Grand #1 5.81 24 Cir 37.000 43.05 43.35 0.811 43.90 44.20 nta 44.61 i 6 Curb-Horiz 8 Madison s/r:i Grand #2 0.57 18 Cir 38.000 44.35 46.00 4.342 44.64 46.29 n/a 46.38i 7 Curb-Horiz 9 Grand at Madison 24.58 48 Cir 33.000 41.47 41.72 0.758 43.90 43.87 0.03 43.90 6 Manhole 10 Grand e/r:i Madison 24.58 48 Cir 110.000 41.72 41.01 -0.645 43.90 44.07 0.09 44.16 9 Curb-Horiz 11 Madison s/r:i Grand #5 2.75 18 Cir 5.000 44.35 44.36 0.200 44.98 45.06 n/a 45.18 i 7 Open Headwall 12 Grand Ave at APN 203-293-01 5.34 18 Cir 15.000 35.58 37.64 13.733 37.65 38.52 n/a 39.07 i 1 Curb-Horiz Project File: Grand Ave Prop.stm I 2-Year Event I Number r:i lines: 12 I Run Date: 03-07-2013 NOTES: Retum period = 2 Yrs. ; i -Inlet control. Hydraflow Storm Sewers Extension v6.066 Storm Sewer Tabulation Page 1 Station Len DmgArea Rnoff AreaxC Tc Rain Total Cap Vel Pipe lnvertEiev HGLEiev Gmd I Rim Elev LineiO coeff (I) flow full Line To I ncr Total I ncr Total Inlet Syst Size Slope On Up On Up On Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ftls) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 5.000 0.00 25.50 0.00 0.00 21.49 0.0 14.4 1.6 48.23 157.4 3.84 48 1.20 33.52 33.58 37.52 37.52 41.00 40.96 Grand Ave at State 2 1 167.00C 2.80 23.00 0.84 2.35 19.39 7.2 13.6 1.7 42.89 79.38 3.48 48 0.31 33.58 34.09 37.65 37.77 40.96 40.67 Grand Ave at State 3 2 308.00C 0.00 20.20 0.00 0.00 17.03 0.0 12.6 1.7 35.86 156.2 4.80 48 1.18 34.09 37.73 37.87 39.50 40.67 46.09 Grand w/of Roosev 4 3 40.000 0.90 0.90 0.90 0.81 0.81 5.0 5.0 3.2 2.56 17.24 3.87 15 7.13 39.73 42.58 40.42 43.22 46.09 46.20 Roosevelt s/of Gra 5 3 115.00C 1.90 19.30 0.84 1.60 16.22 7.0 12.2 1.8 33.30 212.6 5.11 48 2.19 37.73 40.25 40.42 41.96 46.09 48.77 Grand e/of Roosev 6 5 235.00C 0.00 17.40 0.00 0.00 14.63 0.0 11.4 1.9 30.39 103.5 4.94 48 0.52 40.25 41.47 42.82 43.10 48.77 49.13 Grand along Chas 7 6 37.000 0.90 2.30 0.84 0.76 1.94 5.0 6.3 2.7 5.81 20.37 4.54 24 0.81 43.05 43.35 43.90 44.20 49.13 48.17 Madison s/of Gran 8 7 38.000 0.20 0.20 0.90 0.18 0.18 5.0 5.0 3.2 0.57 21.88 2.40 18 4.34 44.35 46.00 44.64 46.29 48.17 48.24 Madison s/of Gran 9 6 33.000 0.00 15.10 0.00 0.00 12.68 0.0 11.2 1.9 24.58 125.0 3.33 48 0.76 41.47 41.72 43.90 43.87 49.13 49.28 Grand at Madison 10 9 110.00( 15.10 15.10 0.84 12.68 12.68 10.6 10.6 1.9 24.58 0.00 2.95 48 -0.65 41.72 41.01 43.90 44.07 49.28 50.11 Grand e/of Madiso 11 7 5.000 1.20 1.20 0.84 1.01 1.01 6.3 6.3 2.7 2.75 4.70 3.65 18 0.20 44.35 44.36 44.98 45.06 48.17 47.92 Madison s/of Gran 12 1 15.000 2.50 2.50 0.84 2.10 2.10 7.0 7.0 2.5 5.34 38.92 3.98 18 13.73 35.58 37.64 37.65 38.52 40.96 41.37 Grand Ave at APN Project File: Grand Ave Prop.stm I 2-Year Event I Number of lines: 12 Run Date: 03-07-2013 NOTES: Intensity= 9.16/ (Inlet time+ 0.10) "0.65; Return period= 2 Yrs. ; Total flows limited to inlet captured flows. c = cir e = ellip b = box Hydraflow Storm Sewers Extension v6.066 Inlet Report Page 1 Line lnletiD Q= Q Q Q June Curb Inlet Grate Inlet Gutter Inlet Byp No CIA carry capt byp type line Ht L area L w So w Sw Sx n Depth Spread Depth Spread Depr No (cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ftlft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in) 1 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off 2 Basin 2 -Inlet 507 5.88 1.15 7.03 0.00 Curb 6.0 15.00 0.00 0.00 0.00 0.004 1.50 0.087 0.020 0.013 0.42 16.12 0.63 14.93 4.0 12 3 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off 4 Basin 3 -Inlet on R 2.56 0.00 2.56 0.00 Curb 6.0 5.00 0.00 0.00 0.00 Sag 1.50 0.087 0.020 0.000 0.37 13.68 0.61 13.68 4.0 Off 5 Basin 4 -Inlet at 64 4.06 0.00 2.91 1.15 Curb 6.0 6.00 0.00 0.00 0.00 0.010 1.50 0.087 0.020 0.013 0.31 10.72 0.51 8.78 4.0 2 6 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off 7 Basin 5 -Inlet Cha 2.39 0.11 2.50 0.00 Curb 6.0 18.00 0.00 0.00 0.00 Sag 1.50 0.087 0.020 0.000 0.23 6.38 0.46 6.38 4.0 Off 8 Basin 6 -Inlet Cha 0.57 0.00 0.57 0.00 Curb 6.0 5.00 0.00 0.00 0.00 0.005 1.50 0.087 0.020 0.013 0.20 4.98 0.31 1.30 4.0 7 9 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off 10 Basin 8 -Inlet 725 24.69 0.00 24.58 0.11 Curb 6.0 34.00 0.00 0.00 0.00 0.010 1.50 0.087 0.020 0.013 0.54 21.92 0.76 21.13 4.0 7 11 Basin 7 -Flow fro 2.75 0.00 2.75 0.00 Hdwl 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off 12 Basin 1 -Inlet at 29 5.34 0.00 5.34 0.00 Curb 6.0 9.00 0.00 0.00 0.00 Sag 1.50 0.087 0.020 0.000 0.44 16.93 0.67 16.93 4.0 Off Project File: Grand Ave Prop.stm I 2-Year Event I I Number of lines: 12 I Run Date: 03-07-2013 NOTES: Inlet N-Values = 0.016; Intensity= 9.16/ (Inlet time+ 0.10) "0.65; Return period = 2 Yrs. ; • Indicates Known Q added. All curb inlets are Horiz throat. Hydraflow Storm Sewers Extens1on v6.066 Hydraulic Grade Line Computations Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ftls) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft) 1 48 48.23 33.52 37.52 4.00 12.56 3.84 0.23 37.75 0.113 5.000 33.58 37.52 3.94 12.53 3.85 0.23 37.75 0.102 0.108 0.005 0.54 0.12 2 48 42.89 33.58 37.65 4.00 12.56 3.41 0.18 37.83 0.089 167.00 34.09 37.77 3.68 12.10 3.55 0.20 37.97 0.077 0.083 0.139 0.50 0.10 3 48 35.86 34.09 37.87 3.78 12.29 2.92 0.13 38.00 n/a 308.00 37.73 39.50j 1.77** 5.37 6.68 0.69 40.19i n/a n/a n/a 1.00 n/a 4 15 2.56 39.73 40.42 0.69 0.69 3.69 0.21 40.63 nla 40.000 42.58 43.22j 0.64** 0.63 4.05 0.25 43.47i nla n/a nla 1.00 n/a 5 48 33.30 37.73 40.42 2.69 8.98 3.71 0.21 40.63 nla 115.00 40.25 41.96j 1.71** 5.11 6.51 0.66 42.62i nla nla n/a 0.50 n/a 6 48 30.39 40.25 42.82 2.57 8.52 3.57 0.20 43.02 n/a 235.00 41.47 43.10j 1.63** 4.81 6.31 0.62 43.72i n/a n/a n/a 0.59 n/a 7 24 5.81 43.05 43.90 0.85* 1.28 4.54 0.32 44.22 nla 37.000 43.35 44.20 0.85** 1.28 4.54 0.32 44.52i n/a nla n/a 1.30 n/a 8 18 0.57 44.35 44.64 0.29* 0.24 2.40 0.09 44.73 nla 38.000 46.00 46.29 0.29** 0.24 2.40 0.09 46.38i nla nla nta 1.00 nla 9 48 24.58 41.47 43.90 2.43 7.98 3.08 0.15 44.04 0.063 33.000 41.72 43.87 2.15 6.88 3.57 0.20 44.07 0.092 0.077 0.026 0.15 0.03 10 48 24.58 41.72 43.90 2.18 7.00 3.51 0.19 44.09 0.088 110.00 41.01 44.07 3.06 10.32 2.38 0.09 44.16 0.034 0.061 0.067 1.00 0.09 11 18 2.75 44.35 44.98 0.63* 0.71 3.88 0.23 45.22 n/a 5.000 44.36 45.06 0.70 0.80 3.42 0.18 45.24i n/a nla -0.161 1.00 n/a 12 18 5.34 35.58 37.65 1.50 1.77 3.02 0.14 37.79 n/a 15.000 37.64 38.52j 0.88** 1.08 4.94 0.38 38.90i n/a nla nla 1.00 n/a I I I Project File: Grand Ave Prop.stm I 2~Year Event I I Number of lines: 12 I Run Date: 03-D7 -2013 Notes:* Critical depth assumed.;** Critical depth.; j-Une contains hyd. jump. ; c = cir e = ellip b =box Hydraflow Storm Sewers Extension v6.066 _ . ' ' APPENDIX F -Hydraflow Hydrographs ' ~ \ . 1 Watershed Mode I schema tic Hydraflow Hydrographs Extension for AutoCAD® Civil 30® 2009 by Autodesk, Inc. 11().066 1 i'-? .. ~ t:•:·· ... Project: Grand SCS Distribution.gpw 5 lP. :'.t:··l ... Thursday, Mar7, 2013 . . Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 30® 2009 by Autodesk, Inc. v6.066 Hyd. No. 1 Area to Grand Ave (SD Rational Hydrograph) Hydrograph type Storm frequency Time interval = Manual = 100 yrs = 10 min Hydrograph Discharge Table Time --Outflow (hrs cfs) 0.17 3.110 0.33 3.290 0.50 3.360 0.67 3.510 0.83 3.580 1.00 3.760 1.17 3.850 1.33 4.060 1.50 4.180 1.67 4.330 1.83 4.580 2.00 4.910 2.17 5.100 2.33 5.540 2.50 5.810 2.67 6.340 2.83 6.830 3.00 7.830 3.17 8.490 3.33 10.37 3.50 11.82 3.67 17.35 3.83 24.44 4.00 87.61 « 4.17 13.91 4.33 9.310 4.50 7.280 4.67 6.100 4.83 5.310 5.00 4.740 5.17 4.300 5.33 3.950 5.50 3.670 5.67 3.430 5.83 3.170 ... End Peak discharge Time to peak Hyd. volume 2 Thursday, Mar 7, 2013 = 87.61 cfs = 4.00 hrs = 185,532 cuft (Printed values>= 1.00% ofQp.) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 30® 2009 by Autodesk, Inc. l,ofj_066 Hyd. No. 2 Bioret. Out SUSMP Hydrograph type Storm frequency Time interval = Reservoir Peak discharge = 1 00 yrs Time to peak = 10 min Hyd. volume Inflow hyd. No. Max. Elevation = 1 -Area to Grand Ave (SD Ratioriie~graph~ = 101.46 ft Max. Storage Storage Indication method used. Hydrograph Discharge Table Time Inflow Elevation ClvA ClvB ClvC PfRsr WrA WrB WrC (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs 3.33 10.37 101.04 1.180 3.50 11.82 101.11 6.457 3.67 17.35 101.17 11.90 3.83 24.44 101.23 18.64 4.00 87.61 « 101.46 « 51.39 4.17 13.91 101.45 50.79 4.33 9.310 101.22 16.76 4.50 7.280 101.16 10.57 4.67 6.100 101.13 7.955 4.83 5.310 101.12 6.519 5.00 4.740 101.10 5.605 5.17 4.300 101.10 4.955 5.33 3.950 101.09 4.482 5.50 3.670 101.08 4.102 5.67 3.430 101.08 3.790 5.83 3.170 101.08 3.530 6.00 0.000 101.06 2.523 6.17 0.000 101.04 1.363 6.33 0.000 101.03 0.826 6.50 0.000 101.02 0.528 ... End 3 Thursday, Mar 7, 2013 = 51.39 cfs = 4.00 hrs = 129,910 cuft = Bioret. SUSMP = 81,821 cuft (Printed values>= 1.00% of Qp.) WrD Exfil Outflow cfs cfs cfs 1.180 6.457 11.90 18.64 . . . . 51.39 « 50.79 16.76 10.57 7.955 6.519 5.605 4.956 4.481 4.102 3.790 3.529 2.524 1.363 0.826 0.528 1 I • - Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. vt>.066 Hyd. No. 5 Area to Grand Ave (SO Rational Hydrograph) Hydrograph type Storm frequency Time interval = Manual = 100 yrs = 10 min Hydrograph Discharge Table Time --Outflow (hrs cfs) 0.17 3.110 0.33 3.290 0.50 3.360 0.67 3.510 0.83 3.580 1.00 3.760 1.17 3.850 1.33 4.060 1.50 4.180 1.67 4.330 1.83 4.580 2.00 4.910 2.17 5.100 2.33 5.540 2.50 5.810 2.67 6.340 2.83 6.830 3.00 7.830 3.17 8.490 3.33 10.37 3.50 11.82 3.67 17.35 3.83 24.44 4.00 87.61 « 4.17 13.91 4.33 9.310 4.50 7.280 4.67 6.100 4.83 5.310 5.00 4.740 5.17 4.300 5.33 3.950 5.50 3.670 5.67 3.430 5.83 3.170 ... End Peak discharge Time to peak Hyd. volume 4 Thursday, Mar?, 2013 = 87.61 cfs = 4.00 hrs = 185,532 cuft (Printed values>= 1.00% of Qp.} Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. \16.066 Hyd. No. 6 Bioret Out 1/2 SUSMP Hydrograph type = Reservoir Peak discharge Storm frequency = 1 00 yrs Time to peak Time interval = 10 min Hyd. volume Inflow hyd. No. = 5 -Area to Grand Ave (SD Ratiorlie~gmph~ Max. Elevation = 101.44 ft Max. Storage Storage Indication method used. Hydrograph Discharge Table Time Inflow Elevation ClvA Clv 8 ClvC PfRsr WrA WrB WrC (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs 2.17 5.100 101.04 1.584 2.33 5.540 101.08 5.104 2.50 5.810 101.08 5.697 2.67 6.340 101.09 6.094 2.83 6.830 101.09 6.610 3.00 7.830 101.10 7.387 3.17 8.490 101.11 8.230 3.33 10.37 101.12 9.571 3.50 11.82 101.13 11.31 3.67 17.35 101.16 15.17 3.83 24.44 101.21 22.24 4.00 87.61 « 101.44 « 68.19 4.17 13.91 101.33 43.82 4.33 9.310 101.07 3.895 4.50 7.280 101.11 8.520 4.67 6.100 101.09 6.534 4.83 5.310 101.08 5.662 5.00 4.740 101.08 5.005 5.17 4.300 101.07 4.518 5.33 3.950 101.07 4.123 5.50 3.670 101.06 3.812 5.67 3.430 101.06 3.564 5.83 3.170 101.06 3.314 6.00 0.000 101.04 1.751 .. .End 5 Thursday, Mar 7, 2013 = 68.19 cfs = 4.00 hrs = 157,841 cuft = Bioret. 1/2 SUSM = 40,290 cuft (Printed values>= 1.00%ofQp.) WrD Exfil Outflow cfs cfs cfs 1.584 5.104 5.697 6.095 6.610 7.388 8.230 9.571 11.31 15.17 22.24 68.19 « 43.82 3.895 8.520 6.534 5.662 5.005 4.518 4.123 3.812 3.564 3.314 1.751