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Home My WebLink AboutCT 16-07; MARJA ACRES; DRAINAGE REPORT FOR MARJA ACRES; 2022-01-20DRAINAGE REPORT For MARJA ACRES 4901 EL CAMINO REAL CARLSBAD, CA 92010 CDP 16-33 SDP 2018-0001 CT 16-07 PUD 16-09 HDP 16-02 SUP 16-02 GR 2021-0006 DWG 529-6A Date: 01/20/22 Mel Landy, PE PREPARED BY: 2888 LOKER AVENUE EAST, SUITE 217 CARLSBAD, CA 92010 (760) 929-2288 Page | 1 of 194 Marja Acres Drainage Report TABLE OF CONTENTS Introduction ……………………………………………………………………..2 Existing Drainage Conditions…...…………………………………………….4 Proposed Drainage Conditions…...…………………………………………..4 Peak flow Attenuation…………………………………………………………..7 Emergency Weir…………………………………………………………………7 Methodology …………………………………………………………………….8-12 Summary ………………………………………………………………………...13 Hydromodification ……………………………………………………………….13 Conclusions ………………………………………………………………………13 References ……………………………………………………………………….14 Appendix 1 Existing Conditions Calculations - Basin Map 2 Developed Conditions Calculations – Basin Map 3 Modified-Puls Detention Routing 4 Runoff coefficient Calculations, Maps, Charts, Reference Drawings 5 Flood Hydrograph Routing Program 6 Emergency Weir Flow Capacity 7 Basin Details 8 Curb Inlet Calculations 9 Typical Yard Area Calculations 10 Browditch D-75 Capacity 11 Grate Inlet Capacity 12 Pipe Hydraulics 13 StormTrap underground detention standard details Page | 2 of 194 Marja Acres Drainage Report Introduction This Drainage Study for the new development which includes senior living facility, Restaurant, Retail, residential community and recreational area for Marja Acres has been prepared to analyze the hydrologic and hydraulic characteristics of the existing and proposed project site. This report intends to present both the methodology and the calculations used for determining the runoff from the project site in both the pre-developed (existing) conditions and the post-developed (proposed) conditions produced by the 100-year, 6-hour storm. In addition, this report will propose the sizing of all necessary storm drain facilities and storm drain piping to safely convey the runoff, based on the 100-year rainfall event, per City of Carlsbad and County of San Diego Hydrology and Storm Drain Design Standards. Additionally Caltrans Highway Design Manual was used to generate the runoff coefficient for this project. Elevations range from approximately 110 feet above mean sea level (msl) in the southaest area to approximately 41 feet msl in the northwest area. Marja Acres is a proposed mix use project. The project is a proposed with a senior living building, along with retail building, restaurant building, Recreational areas and residential community on a 20.83 acre lot, currently the site includes 2 residential units, two commercial units and undeveloped land that has lain fallow since 2008. The site is located on the south side of El Camino Real, between Kelly Drive to the west and Lisa Street to the east. The subject site consists of three parcels totaling 20.85 acres (APN 207-101-35, 207-101-37, and 207-290-10). This property is owned by The Hoffman Legacy Trust and Michael W. Selna An Marja D. Selna Family Trust, and is being developed by Jason Han, Num Carlsbad LLC. The projects location is shown on the Site Map in Appendix B. The site is bounded to the north by El Camino Real street, to the east an existing mobile home tract that prevents storm water from draining towards subject property, to the south there are existing homes that drain southerly to Park Drive away from the Marja Acres site, to the west there is an existing storm water drainage channel that drains to the southwest away from the property. Flow from the property known as Robertson Ranch, which fronts El Camino Real to the north of this site has been diverted, away from the site. Drainage improvement drawing 477-6 sheet 20 shows an existing 48-inch diameter storm drain pipe that flowed from north to south, discharging onto the Marja Acres site to be abandoned and capped. Stormwater flow from the southerly side of El Camino Real is directed northerly in a 24-inch diameter storm drain to a 48- inch storm drain that flows westerly discharging into Agua Hedionda Creek. The storm drain improvements have been constructed. Therefore there is no off-site tributary drainage area to the site. The site has an open dirt channel approximately 3’ wide along the toe of the 2:1 slope at the middle of the site that collects the storm water from the site and conveys it towards the west to the existing creek. PROJECT VICINITY MAP Page | 3 of 194 Marja Acres Drainage Report Page | 4 of 194 Marja Acres Drainage Report Existing Drainage Conditions On-site storm water drains towards the west of the site with two major discharge locations on the westerly property line, the first major discharge point is located approximately 200 feet of the southwesterly property corner which conveys roughly 25% of the site flow via surface flow through a natural low point, the second major point is approximately 350 feet south of the northwesterly property corner with flows going through an existing on-site storm drain conveyance system that conveys on-site storm water to an off-site storm drain channel that collects storm water from several upstream and downstream properties. Flows from both discharge points ultimately enter the adjacent Agua Hedionda Creek. Table 1 below summarizes the exiting condition 100-year peak flow for the project site. Table 1 – Summary of Existing Condition Flows Discharge Location Drainage Area (AC) Runoff Coefficient (C) 100-Year Peak Flow (cfs) Node 15 15.21 0.49 28.38 Node 30 4.96 0.44 9.38 Node 45 0.21 0.55 0.49 Node 60 0.45 0.58 1.84 Total 20.83 - 40.09 Proposed Drainage Conditions The project proposes to create new impervious surfaces: Rooftop, driveways and new parking areas. There will be grading activities to level out areas for new improvements, but the drainage patterns will mostly remain the same except for approximately 520 feet of the easterly perimeter slopes along frontage of El Camino Real. It is considered infeasible to capture flows from said slope and route them to the Point of discharge, instead flows will sheet flow onto El Camino Real where they will be capture by existing structures which will convey them onto Agua Hedionda creek. The project proposes installation of storm drain structures that will convey flows to the westerly property line where they will discharge to the pre-development discharge point and ultimately enter the adjacent Agua Hedionda Creek. All generated flows will be taken via gutters and underground pipes to proposed bio-filtration facilities for water quality pollution control, hydromodification management and Q100 attenuation. Treated flows will then discharge at the same predevelopment point of discharge. The two-site access driveway are unable to be routed to basins therefor modular wetlands for water quality purpose and collection of flows have been proposed along the west side of each access driveways. To maximize the treatment area of the westerly driveway a curb inlet is being proposed on the easterly half, which will capture flows and at the same time act as a conveying system to the flows from the perimeter slope basin J.1 and J.2. After treatment said flows will Page | 5 of 194 Marja Acres Drainage Report then be conveyed in a southwesterly direction to confluences with site flows before being discharged. In addition to the modular wetland for the easterly driveway, a tree well has been included for water quality purposes and flow conveyance on the east side of the curb inlet located along El Camino Real, Said tree well is meant to treat flows downstream of the modular wetland taking advantage of the underground conveyance system that exists. Flows will be routed to an exising 18” RCP storm drain lateral which currently carries 2.6 cfs per DWG 477-6, during the post development condition the flows will increase to 4.66 cfs, with a delta of 2.06 cfs, said lateral is able to convey the flows and was design with watertight joints, therefore no need to replace of modify is necessary. This lateral conveys flows to a 48” RCP storm drain main which currently carries 118.6 cfs per DWG 477-6, meaning that a 1.7% increase in flows will not be detrimental to the downstream system. The existing 48” RCP main system was analysis to confirm that the increase in Q will not compromise the system downstream an HGL exhibit titled “Effects to Storm Drain Main Due to Flow Increase on Existing Lateral” has been prepared illustrating the updated HGL based on the increase in Q and can be found at the end of appendix 4 showing . Table 2 below summarizes the developed condition Design 100 year peak flow from the project. Table 2 – Summary of unmitigated- developed conditions flows BASIN / Node Effective C Tc (min.) I in/hr Area (ac) Total Qpeak (cfs) Total A (BMP 1) / 20 0.53 8.74 4.96 1.10 2.96 B (BMP2) / 40 0.72 5.40 6.77 0.93 4.52 C (BMP 3) / 60 0.72 8.08 5.21 0.83 3.13 D (BMP 6) / 105 0.68 9.16 4.82 4.63 14.96 E (BMP 7)/ 145 0.70 8.36 5.10 3.38 12.28 F (BMP 5)/ 175 0.52 4.17 7.11 1.73 6.26 G,H,I (BMP 4) /255 0.68 14.26 3.62 6.21 15.44 J / 332 0.58 7.72 5.38 0.55 1.72 K / 205 0.32 13.28 3.79 0.20 0.23 TOTAL ONSITE 19.48 48.93 (Confluenced) Perimeter Slopes L 0.71 5.99 6.33 1.06 4.66 M 0.72 5.68 7.09 0.10 0.40 N 0.21 6.57 5.97 0.34 0.42 TOTAL PERIMETER 1.50 * 2.88 ONSITE & PERMITER TOTAL SUMMATION 20.98 51.81 * During Pre-development condition Basin L contributes 2.6 cfs per DWG 447-6 therefore the post development condition has a delta of +0.37 cfs. Page | 6 of 194 Marja Acres Drainage Report TABLE 3 – SUMMARY OF DEVELOPED DUAL AND TRIPLE PURPOSE BMPs BMP Tributary Area (Ac)(7) DIMENSIONS BMP Area(1) (ft2) Gravel Depth(2) (in) Lower Orif. D (in)(3) Depth Riser Invert (in)(4) Weir Perimeter Length(5) (ft) Total Surface Depth(6) (in) BMP 1 1.105 1949 33 0.8 12 12 18 BMP 2 0.926 1098 30 0.9 6 12 12 BMP 3* 0.827 2360 36 0.9 27 12 33 BMP 4* 6.098 7724 48 2.3 45 12 63 BMP 5 1.660 1692 36 2.2 21 12 30 BMP 6 4.444 4347 36 2.4 21 12 31.5 BMP 7 3.206 3567 48 2.0 21 12 31.5 Notes: (1): Area of amended soil equal to area of gravel. 18” thick and in conformance with specifications listed on Fact Sheet BF‐2: Nutrient Sensitive Media Design. (2): Gravel depth needed to comply with hydromodification purposes (3): Diameter of orifice in gravel layer with invert at bottom of layer; tied with hydromod min threshold (0.5∙Q2). (4): Depth of ponding beneath riser structure’s surface spillway. (5): Overflow length, the internal perimeter of the riser internal dimensions (6): Total surface depth of BMP from top crest elevation to surface invert. (7): Tributary area to basin not including area of BMP. *PEAKFLOW ATTENUATION BASINS TABLE 4 – SUMMARY OF RISER DETAILS BMP Lower Slot Middle Slot Top Riser Emergency Weir Width (ft) Height (ft) Elevation (1) (ft) Width (ft) Height (ft) Elevation (1) (ft) Length (2) (ft) Elev.(1) (ft) Length (3) (ft) BMP 3 1.0 0.167 1.00 -- ---- ----- 12 2.25 BMP 4 1.0 0.167 1.50 4.0 0.167 3.25 12 3.75 8 BMP 5 1.5 0.167 1.00 8.0 0.250 1.33 12 1.75 8 BMP 6 1.5 0.167 1.00 8.0 0.250 1.33 12 1.75 10 BMP 7 1.5 0.167 1.00 8.0 0.250 1.33 12 1.75 8 Notes: (1): Basin ground surface elevation assumed to be 0.00 ft elevation. (2): Overflow length is the internal perimeter of the riser structure. (3): Additional Overflow length for peak flow discharge. Page | 7 of 194 Marja Acres Drainage Report Peak flow attenuation Basins BMP 3, BMP 4 and underground storage vault UG1 will store and manage the Q100 peak flows for flow attenuation to below pre-development levels. The basins have a 36”x36” riser box with varying heights which will act as a spillway such that peak flows can be safely discharged to the receiving storm drain system, see data table on proposed condition exhibit for riser heights and underground gravel storage thickness. The development condition Peak flows were calculated using the Modified Rational Method. The corresponding 6-hr hydrographs were generated using the CivilDesign extension. These hydrographs were then routed through the proposed-on site detention facilities in the CivilDesign Flood Hydrograph Routing Program, input values were based on Depth vs Storage and Depth vs Discharge data. In order to have a more accurate model the elevation inputs were every 0.125 feet to allow for an increase in the precision of the results for BMPs 3 & 4, see Appendix 5 for input values. The initial orifice is located 1-foot above the finish grade of the bioretention basin, therefor any storage volume below the first orifice was not considered in the model. The proposed underground vault UG1 stores and detains flows from confluence node No. 201, The results are summarized on table 5 below. Table 5 – Summary of Detention Basin Routing Detention Basin 100-Year Peak Inflow (cfs) 100-Year Peak Outflow (cfs) Peak Water Surface Elevation (ft) BMP 3 3.13 0.73 0.89 BMP 4 15.44 3.61 2.16 UG1 37.70 9.04 --- It should be noted that as a conservative design approach, it has been assumed that the design capture volume as stored in the detention facility BMPs 3 & 4 prior to the routing of the 100-year storm event. The volumes are a conservative hydraulic design methodology only – for water quality discussion and BMP sizing analysis, refer to site specific SWQMP prepared by Howes Weiler & Associates. Emergency Weir This study has performed Spillway calculations for the seven basins being proposed as part of this project, assuming a complete clogging of the water quality facilities, and with peak flows being conveyed through the overflow system only. After the analysis it has been determined that basins 5,6 and 7 will require a secondary emergency box to allow peak flows to be conveyed without having detrimental effect on the basins. The results being presented on Appendix 6 of this report, represent the maximum flow capacity of each box, and as stated before with basin 5,6 and 7 having a secondary box. In each case the maximum discharge capacity of the emergency spillway is grater than the maximum peak flow entering the basin. See table 2 of this report for peak flows. Page | 8 of 194 Marja Acres Drainage Report Study Methodology The method of analysis was based on the Rational Method according to the San Diego. Runoff calculations for this study were accomplished by using the Rational Method. The Rational Method is a physically-based numerical method where runoff is assumed to be directly proportional to rainfall and area, less losses for infiltration and depression storage. Flows were computed based on the Rational formula: Q = CIA Where Q = Peak discharge (cfs); C = runoff coefficient, is based on Caltrans Highway design manual Values I = rainfall intensity (in/hr) A = watershed area (acre) (1) Runoff Coefficient, C The runoff coefficient C for this site is calculated as follows pursuant to section 819 of the Caltrans Highway Design Manual. Due to the inability of the user to modify the Runoff Coefficient for the Initial Area Evaluation within the CivilDesign which determines it based on Table 4-1 of the County Hydrology Manual, which is based on land use coverage and soil type. The User adjusted the land use and soil type within the CivilDesign program to better approximate the Runoff Coefficient which were determined using the Caltrans Highway Design Manual Section 819. Page | 9 of 194 Marja Acres Drainage Report Page | 10 of 194 Marja Acres Drainage Report (2) Rainfall Intensity, I Page | 11 of 194 Marja Acres Drainage Report Average rainfall intensity for a duration equal to the Tc for the area, in inches per hour. The storm frequency for this study has a 100-year recurrence interval. The six-hour anticipated precipitation for the project site subject to the design storm frequency. P6 = 2.7 in P24 = 4.8 in P6 is in the range of 45% to 65% of P24 and therefore doesn’t need to be adjusted. The RM equation assumes that the storm event being analyzed delivers precipitation to the entire basin uniformly, and therefore the peak discharge rate will occur when a raindrop falls at the most remote portion of the basin arrives at the point of analysis. The RM also assumes that the fraction of rainfall that becomes runoff or the runoff coefficient C is not affected by the storm intensity, I, or the precipitation zone number. (1) Time of Concentration, Tc The time of concentration is the time required for runoff to flow from the most remote part of the watershed to the outlet point under consideration. The time of concentration for each sub-area on site, Tc is determined from the following formula (San Diego County Hydrology Manual, dated June 2003) with the initial lengths and times adjusted per Table 3-2 of the Manual for slope and land use. Page | 12 of 194 Marja Acres Drainage Report There is an illustration of this formula in Figure 2, which is per County 2003 Hydrology Manual. Time of concentration (TC) is composed of two components: The initial time of concentration (Ti ), and the travel time (Tt ). The maximum overland flow length (LM ) is used from Table 4 in calculating the initial time of concentration. The source for this chart is the San Diego County Hydrology Manual (Table 3.2), June 2003. The County of San Diego Rational Method program within CivilDesign was utilized in calculating runoff for all basins smaller than 0.5 square miles in size. Page | 13 of 194 Marja Acres Drainage Report Summary Upon performing hydrologic analysis of the project site in both the proposed developed and existing condition, the following results were produced: Table 6 – Summary of peak flows Discharge location (Node) Area (ac) 100-Yr peak Flows (cfs) Existing Developed Difference Existing Developed Unmitigated Developed Mitigated Difference 15/30/45/60- EXISTING 345(plus perimeter slopes)PROPO 20.84 21.23 + 0.4(1) 40.09 51.81 18.54 -33.27 (1) Increase in area is due to the offsite analysis as part of Basin L, to determine the effect of increasing the Q being discharge onto the existing 18” RCP Lateral per DWQ 447-6. As shown in the above table, the proposed Marja Acres project will result in a net decrease of peak flow discharged from the project site of approximately 33.27 cfs. Hydromodification The project is considered a Priority Project according to the City’s Storm Water Standards and will need to manage hydromodification. The hydromodification results are provided in the SWQMP as part of the SWMM Technical memorandum. Conclusions The proposed storm drain system was designed in accordance with the guidelines set by the City of Carlsbad and County of San Diego. During the design of the proposed drainage systems precautions were taken to limit adverse downstream affects and to maintain existing drainage characteristics wherever possible. Please refer to the project SWQMP for the water quality impacts and mitigation measures for the proposed improvements. A summary of the facts and findings associated with this project and the measures addressed by this report is as follows:  The project will not significantly alter drainage patterns on the site.  The ultimate discharge points will not be changed.  Graded areas and slopes will be landscaped to reduce or eliminate sediment discharge.  Construction and post-construction BMPs will address mitigation measures to protect water quality and protection of water quality objectives and beneficial uses to the maximum extent practicable.  The storm drain system for the project is designed to route and convey all resulting runoff from developed conditions to the existing points of discharge. Page | 14 of 194 Marja Acres Drainage Report  The project proposes to route runoff on bio-filtration facilities that will improve water quality and will help avoid flooding off-site by attenuating velocities and reducing peak flows. References "San Diego County Hydrology Manual", revised June 2003, County of San Diego, Department of Public Works, Flood Control Section. "California Regional Water Quality Control Board Order No. 2001-07," California Regional Water Control Board, San Diego Region (SDRWQCB). Page | 15 of 194 Marja Acres Drainage Report APPENDIX 1 Existing Conditions Calculations & Drainage Map 891012131415161718676869707172737475767778PM 3451MAP 7292MAP 8033MAP 10558EL CAMINO REALEL CAMINO REALPARK DR .PARK DR .R/WR/WPLPL PLPLPLPL CLCLR/WR/WR/WCLCLR/WR/W469+00470+00471+00472+00473+00474+00475+00476+00477+00478+00479+00480+00481+00PM 3451PM 3451(PUBLIC)(PUBLIC)MAP 8033MAP 7292 (PUBL IC ) (PUBL IC )150' EASEMENT TO SDG&E PERDEED REC. JUNE 1, 1953 IN BOOK4874, PAGE 143 AND 148 O.R.EXISTINGHOUSEEXISTINGWAREHOUSEEXISTING SHOPSEXIST. DRI V E W A Y EXISTING SHOPSS18°57'34"W 977.24' (S18°32'12"W 976.88')TO BE REMOVEDTO BE REMOVEDTO BE REMOVEDTO BE REMOVEDEXIST. DRIVEWAY PARCEL NO. 1APN 207-101-356.26 ACRESL = 75'L = 1125'L = 1710'L = 7 5 'L = 283 'L = 75'L = 130'110.5 EG108.7 EG109.5 EG110.5 EG104.1 EG102.6 EG18" RCP SD PERDWG 477-6, SHT 20.18" RCP SD PERDWG 477-6, SHT 20.92.6 EG84.9 EG95.8 EGQ100=0.49 CFS41.4 EGQ100=28.38 CFS54.8 EGQ100=1.84 CFS47.6 EGQ100=9.38 CFS18" RCP SD PERDWG 477-6Q100=2.6 CFSPER DWG 447-6PRE-DEVELOPMENT CONDITIONMARJA ACRESDRAINAGE EXHIBITAssociatesHoWesweiler&L A N D U S E P L A N N I N G A N D E N G I N E E R I N GTel. 760.929.2288 Fax. 760.929.2287 Email. info@hwplanning.com2888 LOKER AVENUE EAST SUITE 217, CARLSBAD, CA 92010 www.hwplanning.com Page | 16 of 194 Marja Acres Drainage Report CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2009 Version 7.8 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 11/27/18 ------------------------------------------------------------------ Marja Acres – Pre-Development Condition 100 Year Storm Event ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Program License Serial Number 6290 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) = 4.800 P6/P24 = 56.3% San Diego hydrology manual 'C' values used ** ** Note - (Caltrans “ Highway Design Manual - Figure 819.2A, Runoff Coefficients for Undeveloped Areas” and Table 819.2B Runoff Coefficients for Developed Areas, were used to determine the weighted runoff coefficient. ‘C’ Values within this Software were selected to closely resemble actual values. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 10.000 **** INITIAL AREA EVALUATION **** BASIN A ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL ] (2.9 DU/A or Less ) Impervious value, Ai = 0.250 Sub-Area C Value = 0 Initial subarea total flow distance = 75.000(Ft.) Highest elevation = 110.500(Ft.) Lowest elevation = 109.500(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.333 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 1.33 %, in a development type of 2.9 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 8.35 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.4900)*( 70.000^.5)/( 1.333^(1/3)]= 8.35 San Diego County Rational Hydrology Program Page | 17 of 194 Marja Acres Drainage Report Rainfall intensity (I) = 5.111(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.490 Subarea runoff = 0.501(CFS) Total initial stream area = 0.200(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 15.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 109.500(Ft.) Downstream point elevation = 41.400(Ft.) Channel length thru subarea = 1710.000(Ft.) Channel base width = 10.000(Ft.) Slope or 'Z' of left channel bank = 8.000 Slope or 'Z' of right channel bank = 8.000 Estimated mean flow rate at midpoint of channel = 14.468(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.500(Ft.) Flow(q) thru subarea = 14.468(CFS) Depth of flow = 0.201(Ft.), Average velocity = 6.209(Ft/s) Channel flow top width = 13.212(Ft.) Flow Velocity = 6.21(Ft/s) Travel time = 4.59 min. Time of concentration = 12.94 min. Critical depth = 0.363(Ft.) Adding area flow to channel Rainfall intensity (I) = 3.853(In/Hr) for a 100.0 year storm User specified 'C' value of 0.490 given for subarea Rainfall intensity = 3.853(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 7.365 Subarea runoff = 27.876(CFS) for 15.010(Ac.) Total runoff = 28.376(CFS) Total area = 15.210(Ac.) Depth of flow = 0.295(Ft.), Average velocity = 7.784(Ft/s) Critical depth = 0.539(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 15.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 15.210(Ac.) Runoff from this stream = 28.376(CFS) Time of concentration = 12.94 min. Rainfall intensity = 3.853(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 28.376 12.94 3.853 Qmax(1) = 1.000 * 1.000 * 28.376) + = 28.376 Total of 1 streams to confluence: Flow rates before confluence point: 28.376 Maximum flow rates at confluence using above data: Page | 18 of 194 Marja Acres Drainage Report 28.376 Area of streams before confluence: 15.210 Results of confluence: Total flow rate = 28.376(CFS) Time of concentration = 12.937 min. Effective stream area after confluence = 15.210(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 55.000 **** INITIAL AREA EVALUATION **** BASIN D ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (Office Professional ) Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 Initial subarea total flow distance = 75.000(Ft.) Highest elevation = 92.600(Ft.) Lowest elevation = 84.900(Ft.) Elevation difference = 7.700(Ft.) Slope = 10.267 % Top of Initial Area Slope adjusted by User to 10.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 10.00 %, in a development type of Office Professional In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.09 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.8500)*( 100.000^.5)/( 10.000^(1/3)]= 2.09 Calculated TC of 2.089 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.302(CFS) Total initial stream area = 0.050(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 60.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 84.900(Ft.) Downstream point elevation = 54.800(Ft.) Channel length thru subarea = 130.000(Ft.) Channel base width = 1.000(Ft.) Slope or 'Z' of left channel bank = 8.000 Slope or 'Z' of right channel bank = 8.000 Estimated mean flow rate at midpoint of channel = 1.098(CFS) Manning's 'N' = 0.030 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 1.098(CFS) Depth of flow = 0.123(Ft.), Average velocity = 4.494(Ft/s) Channel flow top width = 2.970(Ft.) Page | 19 of 194 Marja Acres Drainage Report Flow Velocity = 4.49(Ft/s) Travel time = 0.48 min. Time of concentration = 2.57 min. Critical depth = 0.205(Ft.) Adding area flow to channel Calculated TC of 2.571 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm User specified 'C' value of 0.540 given for subarea Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.574 CA = 0.259 Subarea runoff = 1.537(CFS) for 0.400(Ac.) Total runoff = 1.839(CFS) Total area = 0.450(Ac.) Depth of flow = 0.158(Ft.), Average velocity = 5.157(Ft/s) Critical depth = 0.264(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 60.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.450(Ac.) Runoff from this stream = 1.839(CFS) Time of concentration = 2.57 min. Rainfall intensity = 7.114(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.839 2.57 7.114 Qmax(1) = 1.000 * 1.000 * 1.839) + = 1.839 Total of 1 streams to confluence: Flow rates before confluence point: 1.839 Maximum flow rates at confluence using above data: 1.839 Area of streams before confluence: 0.450 Results of confluence: Total flow rate = 1.839(CFS) Time of concentration = 2.571 min. Effective stream area after confluence = 0.450(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 25.000 **** INITIAL AREA EVALUATION **** BASIN B ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL ] Page | 20 of 194 Marja Acres Drainage Report (2.9 DU/A or Less ) Impervious value, Ai = 0.250 Sub-Area C Value = 0.490 Initial subarea total flow distance = 75.000(Ft.) Highest elevation = 110.500(Ft.) Lowest elevation = 108.700(Ft.) Elevation difference = 1.800(Ft.) Slope = 2.400 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.40 %, in a development type of 2.9 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.56 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.4900)*( 85.000^.5)/( 2.400^(1/3)]= 7.56 Rainfall intensity (I) = 5.448(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.490 Subarea runoff = 0.080(CFS) Total initial stream area = 0.030(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.000 to Point/Station 30.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 108.700(Ft.) Downstream point elevation = 47.600(Ft.) Channel length thru subarea = 1125.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 8.000 Slope or 'Z' of right channel bank = 8.000 Estimated mean flow rate at midpoint of channel = 4.770(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.250(Ft.) Flow(q) thru subarea = 4.770(CFS) Depth of flow = 0.140(Ft.), Average velocity = 5.560(Ft/s) Channel flow top width = 7.243(Ft.) Flow Velocity = 5.56(Ft/s) Travel time = 3.37 min. Time of concentration = 10.93 min. Critical depth = 0.262(Ft.) Adding area flow to channel Rainfall intensity (I) = 4.295(In/Hr) for a 100.0 year storm User specified 'C' value of 0.440 given for subarea Rainfall intensity = 4.295(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.440 CA = 2.184 Subarea runoff = 9.299(CFS) for 4.930(Ac.) Total runoff = 9.379(CFS) Total area = 4.960(Ac.) Depth of flow = 0.205(Ft.), Average velocity = 6.907(Ft/s) Critical depth = 0.379(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 30.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.960(Ac.) Page | 21 of 194 Marja Acres Drainage Report Runoff from this stream = 9.379(CFS) Time of concentration = 10.93 min. Rainfall intensity = 4.295(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.379 10.93 4.295 Qmax(1) = 1.000 * 1.000 * 9.379) + = 9.379 Total of 1 main streams to confluence: Flow rates before confluence point: 9.379 Maximum flow rates at confluence using above data: 9.379 Area of streams before confluence: 4.960 Results of confluence: Total flow rate = 9.379(CFS) Time of concentration = 10.933 min. Effective stream area after confluence = 4.960(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 40.000 **** INITIAL AREA EVALUATION **** BASIN C ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL ] (2.9 DU/A or Less ) Impervious value, Ai = 0.250 Sub-Area C Value = 0.490 Initial subarea total flow distance = 75.000(Ft.) Highest elevation = 104.100(Ft.) Lowest elevation = 102.600(Ft.) Elevation difference = 1.500(Ft.) Slope = 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.00 %, in a development type of 2.9 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 8.03 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.4900)*( 85.000^.5)/( 2.000^(1/3)]= 8.03 Rainfall intensity (I) = 5.239(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.490 Subarea runoff = 0.026(CFS) Total initial stream area = 0.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 45.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 102.600(Ft.) Page | 22 of 194 Marja Acres Drainage Report Downstream point elevation = 95.800(Ft.) Channel length thru subarea = 283.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 8.000 Slope or 'Z' of right channel bank = 8.000 Estimated mean flow rate at midpoint of channel = 0.282(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.250(Ft.) Flow(q) thru subarea = 0.282(CFS) Depth of flow = 0.034(Ft.), Average velocity = 1.564(Ft/s) Channel flow top width = 5.548(Ft.) Flow Velocity = 1.56(Ft/s) Travel time = 3.02 min. Time of concentration = 11.05 min. Critical depth = 0.045(Ft.) Adding area flow to channel Rainfall intensity (I) = 4.266(In/Hr) for a 100.0 year storm User specified 'C' value of 0.550 given for subarea Rainfall intensity = 4.266(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.547 CA = 0.115 Subarea runoff = 0.464(CFS) for 0.200(Ac.) Total runoff = 0.490(CFS) Total area = 0.210(Ac.) Depth of flow = 0.047(Ft.), Average velocity = 1.921(Ft/s) Critical depth = 0.064(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 45.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.210(Ac.) Runoff from this stream = 0.490(CFS) Time of concentration = 11.05 min. Rainfall intensity = 4.266(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.490 11.05 4.266 Qmax(1) = 1.000 * 1.000 * 0.490) + = 0.490 Total of 1 streams to confluence: Flow rates before confluence point: 0.490 Maximum flow rates at confluence using above data: 0.490 Area of streams before confluence: 0.210 Results of confluence: Total flow rate = 0.490(CFS) Time of concentration = 11.050 min. Effective stream area after confluence = 0.210(Ac.) End of computations, total study area = 20.830 (Ac.) Page | 23 of 194 Marja Acres Drainage Report APPENDIX 2 Developed Conditions Calculations & Drainage Map E(No2). 24" CMPEL CAMINO REALEL CAMINO REALPARK DR .PARK DR . KELLY DR.R/WR/WPLPL PLPLPLPL CLCLCLR/WR/WR/WCLCLR/WR/W(PUBLIC)(PUBLIC)(PUBLIC) (PUBL IC ) (PUBL IC )L = 483 'L = 530 'L = 418 'L = 790 ' L = 275'L = 350'L = 181'L = 100 'L = 283 'L = 100'L = 65'L = 65 'L = 65 'L = 65'L = 65'L = 65'L = 65'L = 65'L = 65'L = 185'L = 100 'L = 116'L = 65'77.5 FS77.0 FS73.7 FS77.5 FS77.0 FS73.7 FS77.9 FS72.40 FL79.0 FS72.33 FL88.9 FS88.1 FS82.3 FS89.6 FS81.2 FG81.9 FG67.00FL (IN)66.67FL (OUT)73.4 TG72.65 FG68.4 FL63.00FL(IN-18")64.50FL (IN-12")62.67FL (OUT)88.0 FS64.53 FL82.0 FG72.4 FG53.67 FL (IN-30")54.66FL (IN-18")53.09FL (OUT)87.6 FS86.05 TC77.54 FL85.2 FS79.30 FS73.37 FL86.7 FS45.69FL(IN-36")45.52FL (OUT-36")66.4 FS60.5 FS58.02FS56.01 FL55.60FL (IN)55.27FL (OUT)76.2 FS66.66FL (IN)66.33FL (OUT)53.5 FL45.48FL73.4 TG72.4 FG67.9 FL63.5 FL76.8 FS69.3 FL62.06 FS56.23FL58.75 FS18" RCP SD PERDWG 477-6, SHT 20.18" RCP SD PERDWG 477-6PRE-DEVEOPMENT Q100=2.6 CFSPER DWG 447-6POST-DEVELOPMET Q100 FROM BASIN L,Q100= 4.66 CFSΔ Q100= + 2.06 CFSQ100=29.8 CFS PER DWG 447-683.6 FSBMP 6Q100-UNM IT IGATED = 14.96 CFSBMP 5Q100-UNMIT IGATED = 6.26 CFSBMP 1Q100-UNMITIGATED= 2.96 CFSBMP 2Q100-UNMITIGATED= 4.52 CFSBMP 4Q100-UNMITIGATED= 15.44 CFSQ100-MITIGATED= 3.05 CFS74.0 FL59.0 FL53.5 FLQ100= 0.42 CFSSOIL TYPEBOUNDARYSOIL TYPEBOUNDARY92.5 FS108.0 FS94.7 FL92.2 FL78.9 FLBMP 7Q100-UNM ITIGATED = 12.28 CFSBMP 3Q100-UNMITIGATED=3.13 CFSQ100-MITIGATED= 0.73 CFSTOTALQ100-UNMITIGATED= 48.76 CFSQ100-MITIGATED= 13.06 CFSPROPOSEDBROW DITCH76.55 FL90.2 FS68.0 FG64.5 FGPROPOSEDTREE WELLPERIMETER FLOWSFROM BASIN MQ100-UNMITIGATED= 0.40 CFS56.9 TG48.80 FL59.76 FS58.52 FS47.13 FL(IN)46.72FL (OUT)4" SD DISCHARGINGTO NODE 205PROPOSEDMODULARWETLANDPROPOSEDMODULARWETLANDPROPOSED REVERSECURB OUTLET56.75 TG53.50 FG48.00 FL70.25 TG68.50 FG64.00 FL64.75 TG63.00 FF57.50 FL76.10 TG73.85 FG69.35 FL81.7 FS74.23 FL83.71TG70.58FL (IN)70.25FL ( OUT)72.2 FS67.06FL (IN)66.96FL (OUT)65.48FL (IN)65.46FL (OUT)67.89 FL63.09FL (IN)63.07FL (OUT)55.20FL (IN-30")56.70FL(IN-12")55.10FL (OUT-30")63.8 FS57.60 FL63.8 FS56.5FL (IN)56.17FL (OUT)72.3 FS67.54 FL (IN)52.5 FS48.5 FL70.25 TG68.50 FG63.75 FL74.04FL (IN-18")74.54FL (IN-12")73.94FL (OUT)82.1 FS74.57 FL69.84FL (IN)69.31FL ( OUT)52.76 FS48.13 FL57.73 FL (IN)56.73FL (OUT)56.63 FL65.25 TG63.50 FS59.00 FL72.17FL (IN)71.84FL (OUT)70.67FL (IN)70.34FL (OUT)71.14 FL (IN)70.81FL (OUT)62.73FL (IN)62.40FL (OUT)59.13FL (IN)58.80FL (OUT)73.10FL (IN)72.77FL (OUT)73.10FL (IN)72.77FL (OUT)83.01 TG72.14FL (IN)71.81FL (OUT)63.59FL (IN)63.57FL (OUT)72.4 FG70.5 FLL = 75'L = 75'55.6 FS57.5 FS66.2 FSL = 75' L = 75'65.3 FS62.64 FS55.72FL (IN)55.39FL (OUT)85.6 FG86.93 FGL = 6 5 '89.0 FG87.5 FGL = 6 5 ' L = 1 4 5 ' L = 1 0 7 ' L = 63'18" RCP SD PERDWG 477-6, SHT 20.Q100= 3.5 CFSL = 1 0 0 '68.3 FGPROPOSEDMODULARWETLAND45.89FL(IN-30")45.89FL (IN-36")45.78FL (OUT-36")PROP. UNDERGROUNDVAULTQ100-UNMITIGATED= 37.70 CFSQ100-MITIGATED= 9.04 CFSPOST-DEVELOPMENT CONDITIONMARJA ACRESDRAINAGE EXHIBITTel. 760.929.2288 Fax. 760.929.2287 Email. info@HWL-PE.com2888 LOKER AVENUE EAST SUITE 217, CARLSBAD, CA 92010 www.HWL-PE.comHOWES WEILER LANDYPLANNING & ENGINEERING Page | 24 of 194 Marja Acres Drainage Report San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2018 Version 9.0 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 03/07/21 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** Marja Acres – Post-Development Condition 100 Year Storm Event- UNMITIGATED ------------------------------------------------------------------------ Program License Serial Number 6446 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) = 4.800 P6/P24 = 56.3% San Diego hydrology manual 'C' values used** ** Note - ( Caltrans “ Highway Design Manual - Figure 819.2A, Runoff Coefficients for Undeveloped Areas” and Table 819.2B Runoff Coefficients for Developed Areas, were used to determine the weighted runoff coefficient. ‘C’ Values within this Software were selected to closely resemble actual values. BASIN D ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 62.000 **** INITIAL AREA EVALUATION **** D.0.1___________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.300 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 108.000(Ft.) Lowest elevation = 94.700(Ft.) Elevation difference = 13.300(Ft.) Slope = 13.300 % Top of Initial Area Slope adjusted by User to 10.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 10.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.68 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.3000)*( 100.000^.5)/( 10.000^(1/3)]= 6.68 Page | 25 of 194 Marja Acres Drainage Report Rainfall intensity (I) = 5.899(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.300 Subarea runoff = 0.142(CFS) Total initial stream area = 0.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 62.000 to Point/Station 63.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** D.0.2___________________________________________________________________ Estimated mean flow rate at midpoint of channel = 0.363(CFS) Depth of flow = 0.384(Ft.), Average velocity = 2.460(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 1.00 2 0.50 0.50 3 1.00 0.00 4 1.50 0.50 5 2.00 1.00 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 0.363(CFS) ' ' flow top width = 0.768(Ft.) ' ' velocity= 2.460(Ft/s) ' ' area = 0.147(Sq.Ft) ' ' Froude number = 0.989 Upstream point elevation = 94.700(Ft.) Downstream point elevation = 92.200(Ft.) Flow length = 283.000(Ft.) Travel time = 1.92 min. Time of concentration = 8.60 min. Depth of flow = 0.384(Ft.) Average velocity = 2.460(Ft/s) Total irregular channel flow = 0.363(CFS) Irregular channel normal depth above invert elev. = 0.384(Ft.) Average velocity of channel(s) = 2.460(Ft/s) Adding area flow to channel Rainfall intensity (I) = 5.013(In/Hr) for a 100.0 year storm User specified 'C' value of 0.320 given for subarea Rainfall intensity = 5.013(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.315 CA = 0.104 Subarea runoff = 0.380(CFS) for 0.250(Ac.) Total runoff = 0.521(CFS) Total area = 0.330(Ac.) Depth of flow = 0.440(Ft.), Average velocity = 2.693(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station 75.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 78.900(Ft.) Downstream point/station elevation = 75.060(Ft.) Pipe length = 170.00(Ft.) Slope = 0.0226 Manning's N = 0.013 Page | 26 of 194 Marja Acres Drainage Report No. of pipes = 1 Required pipe flow = 0.521(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.521(CFS) Normal flow depth in pipe = 2.93(In.) Flow top width inside pipe = 7.71(In.) Critical Depth = 4.06(In.) Pipe flow velocity = 4.49(Ft/s) Travel time through pipe = 0.63 min. Time of concentration (TC) = 9.23 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 75.000 to Point/Station 75.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.330(Ac.) Runoff from this stream = 0.521(CFS) Time of concentration = 9.23 min. Rainfall intensity = 4.790(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.521 9.23 4.790 Qmax(1) = 1.000 * 1.000 * 0.521) + = 0.521 Total of 1 streams to confluence: Flow rates before confluence point: 0.521 Maximum flow rates at confluence using above data: 0.521 Area of streams before confluence: 0.330 Results of confluence: Total flow rate = 0.521(CFS) Time of concentration = 9.232 min. Effective stream area after confluence = 0.330(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 65.000 to Point/Station 70.000 **** INITIAL AREA EVALUATION **** D.1_____________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 65.000(Ft.) Highest elevation = 90.200(Ft.) Page | 27 of 194 Marja Acres Drainage Report Lowest elevation = 89.600(Ft.) Elevation difference = 0.600(Ft.) Slope = 0.923 % Top of Initial Area Slope adjusted by User to 3.800 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 3.80 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.14 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6300)*( 90.000^.5)/( 3.800^(1/3)]= 5.14 Rainfall intensity (I) = 6.985(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.352(CFS) Total initial stream area = 0.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 75.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** D.2_____________________________________________________________________ Top of street segment elevation = 89.600(Ft.) End of street segment elevation = 81.700(Ft.) Length of street segment = 530.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 19.000(Ft.) Distance from crown to crossfall grade break = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.359(CFS) Depth of flow = 0.292(Ft.), Average velocity = 2.382(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.762(Ft.) Flow velocity = 2.38(Ft/s) Travel time = 3.71 min. TC = 8.85 min. Adding area flow to street Rainfall intensity (I) = 4.922(In/Hr) for a 100.0 year storm User specified 'C' value of 0.750 given for subarea Rainfall intensity = 4.922(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.745 CA = 1.318 Subarea runoff = 6.134(CFS) for 1.690(Ac.) Total runoff = 6.487(CFS) Total area = 1.770(Ac.) Street flow at end of street = 6.487(CFS) Half street flow at end of street = 3.243(CFS) Depth of flow = 0.343(Ft.), Average velocity = 2.769(Ft/s) Flow width (from curb towards crown)= 10.338(Ft.) Page | 28 of 194 Marja Acres Drainage Report ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 75.000 to Point/Station 75.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.770(Ac.) Runoff from this stream = 6.487(CFS) Time of concentration = 8.85 min. Rainfall intensity = 4.922(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.521 9.23 4.790 2 6.487 8.85 4.922 Qmax(1) = 1.000 * 1.000 * 0.521) + 0.973 * 1.000 * 6.487) + = 6.834 Qmax(2) = 1.000 * 0.959 * 0.521) + 1.000 * 1.000 * 6.487) + = 6.986 Total of 2 streams to confluence: Flow rates before confluence point: 0.521 6.487 Maximum flow rates at confluence using above data: 6.834 6.986 Area of streams before confluence: 0.330 1.770 Results of confluence: Total flow rate = 6.986(CFS) Time of concentration = 8.851 min. Effective stream area after confluence = 2.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 75.000 to Point/Station 80.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 74.230(Ft.) Downstream point/station elevation = 74.040(Ft.) Pipe length = 36.90(Ft.) Slope = 0.0051 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.986(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.986(CFS) Normal flow depth in pipe = 13.69(In.) Flow top width inside pipe = 15.37(In.) Critical Depth = 12.28(In.) Pipe flow velocity = 4.84(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 8.98 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 85.000 to Point/Station 90.000 **** INITIAL AREA EVALUATION **** Page | 29 of 194 Marja Acres Drainage Report D.3_____________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 65.000(Ft.) Highest elevation = 88.900(Ft.) Lowest elevation = 88.000(Ft.) Elevation difference = 0.900(Ft.) Slope = 1.385 % Top of Initial Area Slope adjusted by User to 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.00 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.90 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.8200)*( 60.000^.5)/( 1.000^(1/3)]= 3.90 Calculated TC of 3.904 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.233(CFS) Total initial stream area = 0.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 95.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** D.4_____________________________________________________________________ Top of street segment elevation = 88.000(Ft.) End of street segment elevation = 82.100(Ft.) Length of street segment = 483.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 19.000(Ft.) Distance from crown to crossfall grade break = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.841(CFS) Depth of flow = 0.213(Ft.), Average velocity = 1.704(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 3.799(Ft.) Flow velocity = 1.70(Ft/s) Travel time = 4.73 min. TC = 8.63 min. Adding area flow to street Page | 30 of 194 Marja Acres Drainage Report Rainfall intensity (I) = 5.003(In/Hr) for a 100.0 year storm User specified 'C' value of 0.880 given for subarea Rainfall intensity = 5.003(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.874 CA = 0.323 Subarea runoff = 1.384(CFS) for 0.330(Ac.) Total runoff = 1.617(CFS) Total area = 0.370(Ac.) Street flow at end of street = 1.617(CFS) Half street flow at end of street = 0.808(CFS) Depth of flow = 0.251(Ft.), Average velocity = 1.890(Ft/s) Flow width (from curb towards crown)= 5.703(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 95.000 to Point/Station 80.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 74.570(Ft.) Downstream point/station elevation = 74.540(Ft.) Pipe length = 3.00(Ft.) Slope = 0.0100 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.617(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.617(CFS) Normal flow depth in pipe = 5.67(In.) Flow top width inside pipe = 11.98(In.) Critical Depth = 6.48(In.) Pipe flow velocity = 4.43(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 8.64 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 95.000 to Point/Station 80.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.370(Ac.) Runoff from this stream = 1.617(CFS) Time of concentration = 8.64 min. Rainfall intensity = 4.999(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.521 9.23 4.790 2 6.487 8.85 4.922 3 1.617 8.64 4.999 Qmax(1) = 1.000 * 1.000 * 0.521) + 0.973 * 1.000 * 6.487) + 0.958 * 1.000 * 1.617) + = 8.383 Qmax(2) = 1.000 * 0.959 * 0.521) + 1.000 * 1.000 * 6.487) + 0.985 * 1.000 * 1.617) + = 8.578 Qmax(3) = Page | 31 of 194 Marja Acres Drainage Report 1.000 * 0.936 * 0.521) + 1.000 * 0.976 * 6.487) + 1.000 * 1.000 * 1.617) + = 8.437 Total of 3 streams to confluence: Flow rates before confluence point: 0.521 6.487 1.617 Maximum flow rates at confluence using above data: 8.383 8.578 8.437 Area of streams before confluence: 0.330 1.770 0.370 Results of confluence: Total flow rate = 8.578(CFS) Time of concentration = 8.851 min. Effective stream area after confluence = 2.470(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 96.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 73.940(Ft.) Downstream point/station elevation = 73.100(Ft.) Pipe length = 106.10(Ft.) Slope = 0.0079 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.578(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 8.578(CFS) Normal flow depth in pipe = 10.95(In.) Flow top width inside pipe = 23.91(In.) Critical Depth = 12.54(In.) Pipe flow velocity = 6.15(Ft/s) Travel time through pipe = 0.29 min. Time of concentration (TC) = 9.14 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 96.000 to Point/Station 96.000 **** SUBAREA FLOW ADDITION **** D.5_____________________________________________________________________ Rainfall intensity (I) = 4.821(In/Hr) for a 100.0 year storm User specified 'C' value of 0.780 given for subarea Time of concentration = 9.14 min. Rainfall intensity = 4.821(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.709 CA = 1.815 Subarea runoff = 0.174(CFS) for 0.090(Ac.) Total runoff = 8.752(CFS) Total area = 2.560(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 96.000 to Point/Station 98.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 72.770(Ft.) Downstream point/station elevation = 72.140(Ft.) Pipe length = 126.00(Ft.) Slope = 0.0050 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.752(CFS) Page | 32 of 194 Marja Acres Drainage Report Given pipe size = 24.00(In.) Calculated individual pipe flow = 8.752(CFS) Normal flow depth in pipe = 12.66(In.) Flow top width inside pipe = 23.96(In.) Critical Depth = 12.66(In.) Pipe flow velocity = 5.21(Ft/s) Travel time through pipe = 0.40 min. Time of concentration (TC) = 9.54 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 97.000 to Point/Station 97.500 **** INITIAL AREA EVALUATION **** D.6_____________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.250 Decimal fraction soil group D = 0.750 [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0.397 Initial subarea total flow distance = 65.000(Ft.) Highest elevation = 86.930(Ft.) Lowest elevation = 85.600(Ft.) Elevation difference = 1.330(Ft.) Slope = 2.046 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.04 %, in a development type of 1.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 9.19 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.3975)*( 85.000^.5)/( 2.040^(1/3)]= 9.19 Rainfall intensity (I) = 4.803(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.397 Subarea runoff = 0.134(CFS) Total initial stream area = 0.070(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 97.500 to Point/Station 98.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** D.7_____________________________________________________________________ Estimated mean flow rate at midpoint of channel = 1.117(CFS) Depth of flow = 0.181(Ft.), Average velocity = 2.438(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.22 2 3.00 0.13 3 4.50 0.00 4 6.00 0.13 5 16.00 0.33 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Page | 33 of 194 Marja Acres Drainage Report Sub-Channel flow = 1.117(CFS) ' ' flow top width = 7.272(Ft.) ' ' velocity= 2.438(Ft/s) ' ' area = 0.458(Sq.Ft) ' ' Froude number = 1.711 Upstream point elevation = 85.600(Ft.) Downstream point elevation = 83.010(Ft.) Flow length = 107.000(Ft.) Travel time = 0.73 min. Time of concentration = 9.92 min. Depth of flow = 0.181(Ft.) Average velocity = 2.438(Ft/s) Total irregular channel flow = 1.117(CFS) Irregular channel normal depth above invert elev. = 0.181(Ft.) Average velocity of channel(s) = 2.438(Ft/s) Adding area flow to channel Rainfall intensity (I) = 4.572(In/Hr) for a 100.0 year storm User specified 'C' value of 0.740 given for subarea Rainfall intensity = 4.572(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.704 CA = 0.472 Subarea runoff = 2.023(CFS) for 0.600(Ac.) Total runoff = 2.157(CFS) Total area = 0.670(Ac.) Depth of flow = 0.218(Ft.), Average velocity = 2.755(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 98.000 to Point/Station 98.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 4 Stream flow area = 0.670(Ac.) Runoff from this stream = 2.157(CFS) Time of concentration = 9.92 min. Rainfall intensity = 4.572(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.521 9.23 4.790 2 6.487 8.85 4.922 3 1.617 8.64 4.999 4 2.157 9.92 4.572 Qmax(1) = 1.000 * 1.000 * 0.521) + 0.973 * 1.000 * 6.487) + 0.958 * 1.000 * 1.617) + 1.000 * 0.930 * 2.157) + = 10.390 Qmax(2) = 1.000 * 0.959 * 0.521) + 1.000 * 1.000 * 6.487) + 0.985 * 1.000 * 1.617) + 1.000 * 0.892 * 2.157) + = 10.502 Qmax(3) = 1.000 * 0.936 * 0.521) + Page | 34 of 194 Marja Acres Drainage Report 1.000 * 0.976 * 6.487) + 1.000 * 1.000 * 1.617) + 1.000 * 0.871 * 2.157) + = 10.315 Qmax(4) = 0.954 * 1.000 * 0.521) + 0.929 * 1.000 * 6.487) + 0.915 * 1.000 * 1.617) + 1.000 * 1.000 * 2.157) + = 10.159 Total of 4 streams to confluence: Flow rates before confluence point: 0.521 6.487 1.617 2.157 Maximum flow rates at confluence using above data: 10.390 10.502 10.315 10.159 Area of streams before confluence: 0.330 1.770 0.370 0.670 Results of confluence: Total flow rate = 10.502(CFS) Time of concentration = 8.851 min. Effective stream area after confluence = 3.140(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 98.000 to Point/Station 100.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 71.810(Ft.) Downstream point/station elevation = 70.580(Ft.) Pipe length = 204.90(Ft.) Slope = 0.0060 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.502(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 10.502(CFS) Normal flow depth in pipe = 13.38(In.) Flow top width inside pipe = 23.84(In.) Critical Depth = 13.93(In.) Pipe flow velocity = 5.83(Ft/s) Travel time through pipe = 0.59 min. Time of concentration (TC) = 9.44 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 99.000 to Point/Station 99.500 **** INITIAL AREA EVALUATION **** D.8_____________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.030 Decimal fraction soil group D = 0.970 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub-Area C Value = 0.709 Initial subarea total flow distance = 65.000(Ft.) Highest elevation = 89.000(Ft.) Lowest elevation = 87.500(Ft.) Elevation difference = 1.500(Ft.) Slope = 2.308 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: Page | 35 of 194 Marja Acres Drainage Report The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.30 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.61 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.7094)*( 75.000^.5)/( 2.300^(1/3)]= 4.61 Calculated TC of 4.613 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.709 Subarea runoff = 0.404(CFS) Total initial stream area = 0.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 99.500 to Point/Station 100.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** D.9____________________________________________________________________ !!Warning: Water is above left or right bank elevations Estimated mean flow rate at midpoint of channel = 2.902(CFS) Depth of flow = 0.233(Ft.), Average velocity = 3.082(Ft/s) !!Warning: Water is above left or right bank elevations ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.22 2 3.00 0.13 3 4.50 0.00 4 6.00 0.13 5 16.00 0.33 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 2.902(CFS) ' ' flow top width = 11.143(Ft.) ' ' velocity= 3.082(Ft/s) ' ' area = 0.942(Sq.Ft) ' ' Froude number = 1.868 Upstream point elevation = 87.500(Ft.) Downstream point elevation = 83.710(Ft.) Flow length = 145.000(Ft.) Travel time = 0.78 min. Time of concentration = 5.40 min. Depth of flow = 0.233(Ft.) Average velocity = 3.082(Ft/s) Total irregular channel flow = 2.902(CFS) Irregular channel normal depth above invert elev. = 0.233(Ft.) Average velocity of channel(s) = 3.082(Ft/s) !!Warning: Water is above left or right bank elevations Adding area flow to channel Rainfall intensity (I) = 6.772(In/Hr) for a 100.0 year storm User specified 'C' value of 0.750 given for subarea Rainfall intensity = 6.772(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.747 CA = 0.799 Page | 36 of 194 Marja Acres Drainage Report Subarea runoff = 5.009(CFS) for 0.990(Ac.) Total runoff = 5.412(CFS) Total area = 1.070(Ac.) Depth of flow = 0.276(Ft.), Average velocity = 3.684(Ft/s) !!Warning: Water is above left or right bank elevations ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 100.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 5 Stream flow area = 1.070(Ac.) Runoff from this stream = 5.412(CFS) Time of concentration = 5.40 min. Rainfall intensity = 6.772(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.521 9.23 4.790 2 6.487 8.85 4.922 3 1.617 8.64 4.999 4 2.157 9.92 4.572 5 5.412 5.40 6.772 Qmax(1) = 1.000 * 1.000 * 0.521) + 0.973 * 1.000 * 6.487) + 0.958 * 1.000 * 1.617) + 1.000 * 0.930 * 2.157) + 0.707 * 1.000 * 5.412) + = 14.218 Qmax(2) = 1.000 * 0.959 * 0.521) + 1.000 * 1.000 * 6.487) + 0.985 * 1.000 * 1.617) + 1.000 * 0.892 * 2.157) + 0.727 * 1.000 * 5.412) + = 14.436 Qmax(3) = 1.000 * 0.936 * 0.521) + 1.000 * 0.976 * 6.487) + 1.000 * 1.000 * 1.617) + 1.000 * 0.871 * 2.157) + 0.738 * 1.000 * 5.412) + = 14.311 Qmax(4) = 0.954 * 1.000 * 0.521) + 0.929 * 1.000 * 6.487) + 0.915 * 1.000 * 1.617) + 1.000 * 1.000 * 2.157) + 0.675 * 1.000 * 5.412) + = 13.813 Qmax(5) = 1.000 * 0.585 * 0.521) + 1.000 * 0.610 * 6.487) + 1.000 * 0.625 * 1.617) + 1.000 * 0.544 * 2.157) + 1.000 * 1.000 * 5.412) + = 11.855 Total of 5 streams to confluence: Page | 37 of 194 Marja Acres Drainage Report Flow rates before confluence point: 0.521 6.487 1.617 2.157 5.412 Maximum flow rates at confluence using above data: 14.218 14.436 14.311 13.813 11.855 Area of streams before confluence: 0.330 1.770 0.370 0.670 1.070 Results of confluence: Total flow rate = 14.436(CFS) Time of concentration = 8.851 min. Effective stream area after confluence = 4.210(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 70.250(Ft.) Downstream point/station elevation = 69.840(Ft.) Pipe length = 51.30(Ft.) Slope = 0.0080 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.436(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 14.436(CFS) Normal flow depth in pipe = 15.00(In.) Flow top width inside pipe = 23.24(In.) Critical Depth = 16.43(In.) Pipe flow velocity = 7.00(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 8.97 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 69.510(Ft.) Downstream point/station elevation = 69.300(Ft.) Pipe length = 26.40(Ft.) Slope = 0.0080 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.436(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 14.436(CFS) Normal flow depth in pipe = 15.02(In.) Flow top width inside pipe = 23.23(In.) Critical Depth = 16.43(In.) Pipe flow velocity = 6.98(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 9.04 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 105.000 **** SUBAREA FLOW ADDITION **** D.10____________________________________________________________________ Rainfall intensity (I) = 4.857(In/Hr) for a 100.0 year storm User specified 'C' value of 0.190 given for subarea Time of concentration = 9.04 min. Rainfall intensity = 4.857(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area Page | 38 of 194 Marja Acres Drainage Report (Q=KCIA) is C = 0.677 CA = 3.081 Subarea runoff = 0.526(CFS) for 0.340(Ac.) Total runoff = 14.962(CFS) Total area = 4.550(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 110.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 63.750(Ft.) Downstream point/station elevation = 57.730(Ft.) Pipe length = 46.20(Ft.) Slope = 0.1357 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.962(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 14.962(CFS) Normal flow depth in pipe = 7.77(In.) Flow top width inside pipe = 17.83(In.) Critical Depth = 16.86(In.) Pipe flow velocity = 20.50(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 9.07 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 115.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 56.730(Ft.) Downstream point/station elevation = 56.190(Ft.) Pipe length = 42.60(Ft.) Slope = 0.0127 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.962(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 14.962(CFS) Normal flow depth in pipe = 11.74(In.) Flow top width inside pipe = 29.28(In.) Critical Depth = 15.63(In.) Pipe flow velocity = 8.40(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 9.16 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 115.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.550(Ac.) Runoff from this stream = 14.962(CFS) Time of concentration = 9.16 min. Rainfall intensity = 4.815(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 14.962 9.16 4.815 Page | 39 of 194 Marja Acres Drainage Report Qmax(1) = 1.000 * 1.000 * 14.962) + = 14.962 Total of 1 main streams to confluence: Flow rates before confluence point: 14.962 Maximum flow rates at confluence using above data: 14.962 Area of streams before confluence: 4.550 Results of confluence: Total flow rate = 14.962(CFS) Time of concentration = 9.158 min. Effective stream area after confluence = 4.550(Ac.) BASIN E ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 125.000 **** INITIAL AREA EVALUATION **** E.1_____________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL ] (2.9 DU/A or Less ) Impervious value, Ai = 0.250 Sub-Area C Value = 0.490 Initial subarea total flow distance = 65.000(Ft.) Highest elevation = 81.900(Ft.) Lowest elevation = 81.200(Ft.) Elevation difference = 0.700(Ft.) Slope = 1.077 % Top of Initial Area Slope adjusted by User to 8.800 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 8.80 %, in a development type of 2.9 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.32 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.4900)*( 100.000^.5)/( 8.800^(1/3)]= 5.32 Rainfall intensity (I) = 6.836(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.490 Subarea runoff = 0.268(CFS) Total initial stream area = 0.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 125.000 to Point/Station 130.000 **** IMPROVED CHANNEL TRAVEL TIME **** E.2_____________________________________________________________________ Upstream point elevation = 81.200(Ft.) Downstream point elevation = 72.300(Ft.) Channel length thru subarea = 181.000(Ft.) Channel base width = 5.000(Ft.) Page | 40 of 194 Marja Acres Drainage Report Slope or 'Z' of left channel bank = 8.000 Slope or 'Z' of right channel bank = 8.000 Estimated mean flow rate at midpoint of channel = 2.351(CFS) Manning's 'N' = 0.013 Maximum depth of channel = 0.250(Ft.) Flow(q) thru subarea = 2.351(CFS) Depth of flow = 0.089(Ft.), Average velocity = 4.652(Ft/s) Channel flow top width = 6.416(Ft.) Flow Velocity = 4.65(Ft/s) Travel time = 0.65 min. Time of concentration = 5.97 min. Critical depth = 0.172(Ft.) Adding area flow to channel Rainfall intensity (I) = 6.347(In/Hr) for a 100.0 year storm User specified 'C' value of 0.730 given for subarea Rainfall intensity = 6.347(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.711 CA = 0.711 Subarea runoff = 4.244(CFS) for 0.920(Ac.) Total runoff = 4.512(CFS) Total area = 1.000(Ac.) Depth of flow = 0.129(Ft.), Average velocity = 5.810(Ft/s) Critical depth = 0.254(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.000 to Point/Station 135.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 67.540(Ft.) Downstream point/station elevation = 67.060(Ft.) Pipe length = 48.00(Ft.) Slope = 0.0056 Manning's N = 0.013 No. of pipes = 2 Required pipe flow = 4.512(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.256(CFS) Normal flow depth in pipe = 8.45(In.) Flow top width inside pipe = 10.95(In.) Critical Depth = 7.71(In.) Pipe flow velocity = 3.81(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 6.18 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 135.000 to Point/Station 135.000 **** SUBAREA FLOW ADDITION **** E.3_____________________________________________________________________ Rainfall intensity (I) = 6.207(In/Hr) for a 100.0 year storm User specified 'C' value of 0.940 given for subarea Time of concentration = 6.18 min. Rainfall intensity = 6.207(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.726 CA = 0.777 Subarea runoff = 0.309(CFS) for 0.070(Ac.) Total runoff = 4.821(CFS) Total area = 1.070(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Page | 41 of 194 Marja Acres Drainage Report Process from Point/Station 135.000 to Point/Station 140.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 66.960(Ft.) Downstream point/station elevation = 65.480(Ft.) Pipe length = 297.75(Ft.) Slope = 0.0050 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.821(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.821(CFS) Normal flow depth in pipe = 10.58(In.) Flow top width inside pipe = 17.72(In.) Critical Depth = 10.12(In.) Pipe flow velocity = 4.46(Ft/s) Travel time through pipe = 1.11 min. Time of concentration (TC) = 7.29 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 140.000 to Point/Station 140.000 **** SUBAREA FLOW ADDITION **** E.4_____________________________________________________________________ Rainfall intensity (I) = 5.579(In/Hr) for a 100.0 year storm User specified 'C' value of 0.650 given for subarea Time of concentration = 7.29 min. Rainfall intensity = 5.579(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.691 CA = 1.362 Subarea runoff = 2.775(CFS) for 0.900(Ac.) Total runoff = 7.596(CFS) Total area = 1.970(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 140.000 to Point/Station 142.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 65.460(Ft.) Downstream point/station elevation = 63.970(Ft.) Pipe length = 298.98(Ft.) Slope = 0.0050 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.596(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 7.596(CFS) Normal flow depth in pipe = 11.65(In.) Flow top width inside pipe = 23.99(In.) Critical Depth = 11.76(In.) Pipe flow velocity = 5.02(Ft/s) Travel time through pipe = 0.99 min. Time of concentration (TC) = 8.28 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 142.000 to Point/Station 142.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.970(Ac.) Runoff from this stream = 7.596(CFS) Time of concentration = 8.28 min. Page | 42 of 194 Marja Acres Drainage Report Rainfall intensity = 5.138(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.596 8.28 5.138 Qmax(1) = 1.000 * 1.000 * 7.596) + = 7.596 Total of 1 streams to confluence: Flow rates before confluence point: 7.596 Maximum flow rates at confluence using above data: 7.596 Area of streams before confluence: 1.970 Results of confluence: Total flow rate = 7.596(CFS) Time of concentration = 8.281 min. Effective stream area after confluence = 1.970(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 150.000 to Point/Station 155.000 **** INITIAL AREA EVALUATION **** E.5_____________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub-Area C Value = 0.690 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 82.000(Ft.) Lowest elevation = 72.400(Ft.) Elevation difference = 9.600(Ft.) Slope = 9.600 % Top of Initial Area Slope adjusted by User to 9.900 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 9.90 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.44 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6900)*( 100.000^.5)/( 9.900^(1/3)]= 3.44 Calculated TC of 3.437 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.690 Subarea runoff = 0.884(CFS) Page | 43 of 194 Marja Acres Drainage Report Total initial stream area = 0.180(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 155.000 to Point/Station 142.000 **** IMPROVED CHANNEL TRAVEL TIME **** E.6_____________________________________________________________________ Upstream point elevation = 72.400(Ft.) Downstream point elevation = 67.970(Ft.) Channel length thru subarea = 202.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 20.000 Slope or 'Z' of right channel bank = 0.250 Estimated mean flow rate at midpoint of channel = 2.230(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.250(Ft.) Flow(q) thru subarea = 2.230(CFS) Depth of flow = 0.249(Ft.), Average velocity = 3.561(Ft/s) Channel flow top width = 5.036(Ft.) Flow Velocity = 3.56(Ft/s) Travel time = 0.95 min. Time of concentration = 4.38 min. Critical depth = 0.307(Ft.) Adding area flow to channel Calculated TC of 4.382 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm User specified 'C' value of 0.760 given for subarea Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.742 CA = 0.512 Subarea runoff = 2.757(CFS) for 0.510(Ac.) Total runoff = 3.641(CFS) Total area = 0.690(Ac.) Depth of flow = 0.291(Ft.), Average velocity = 4.323(Ft/s) !!Warning: Water is above left or right bank elevations ERROR - Channel depth exceeds maximum allowable depth Critical depth = 0.379(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 155.000 to Point/Station 142.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.690(Ac.) Runoff from this stream = 3.641(CFS) Time of concentration = 4.38 min. Rainfall intensity = 7.114(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.596 8.28 5.138 2 3.641 4.38 7.114 Qmax(1) = Page | 44 of 194 Marja Acres Drainage Report 1.000 * 1.000 * 7.596) + 0.722 * 1.000 * 3.641) + = 10.225 Qmax(2) = 1.000 * 0.529 * 7.596) + 1.000 * 1.000 * 3.641) + = 7.661 Total of 2 streams to confluence: Flow rates before confluence point: 7.596 3.641 Maximum flow rates at confluence using above data: 10.225 7.661 Area of streams before confluence: 1.970 0.690 Results of confluence: Total flow rate = 10.225(CFS) Time of concentration = 8.281 min. Effective stream area after confluence = 2.660(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 142.000 to Point/Station 160.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 63.570(Ft.) Downstream point/station elevation = 63.090(Ft.) Pipe length = 178.54(Ft.) Slope = 0.0027 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.225(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 10.225(CFS) Normal flow depth in pipe = 17.34(In.) Flow top width inside pipe = 21.49(In.) Critical Depth = 13.74(In.) Pipe flow velocity = 4.21(Ft/s) Travel time through pipe = 0.71 min. Time of concentration (TC) = 8.99 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 156.000 to Point/Station 158.000 **** INITIAL AREA EVALUATION **** E.7_____________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 75.000(Ft.) Highest elevation = 72.400(Ft.) Lowest elevation = 70.500(Ft.) Elevation difference = 1.900(Ft.) Slope = 2.533 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.53 %, in a development type of General Industrial In Accordance With Figure 3-3 Page | 45 of 194 Marja Acres Drainage Report Initial Area Time of Concentration = 2.72 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.8700)*( 80.000^.5)/( 2.530^(1/3)]= 2.72 Calculated TC of 2.718 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.371(CFS) Total initial stream area = 0.060(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 158.000 to Point/Station 160.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** E.8_____________________________________________________________________ Estimated mean flow rate at midpoint of channel = 1.538(CFS) Depth of flow = 0.213(Ft.), Average velocity = 2.111(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.22 2 3.00 0.13 3 4.50 0.00 4 6.00 0.13 5 16.00 0.33 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 1.538(CFS) ' ' flow top width = 9.899(Ft.) ' ' velocity= 2.111(Ft/s) ' ' area = 0.729(Sq.Ft) ' ' Froude number = 1.371 Upstream point elevation = 70.500(Ft.) Downstream point elevation = 67.480(Ft.) Flow length = 205.000(Ft.) Travel time = 1.62 min. Time of concentration = 4.34 min. Depth of flow = 0.213(Ft.) Average velocity = 2.111(Ft/s) Total irregular channel flow = 1.538(CFS) Irregular channel normal depth above invert elev. = 0.213(Ft.) Average velocity of channel(s) = 2.111(Ft/s) Adding area flow to channel Calculated TC of 4.336 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm User specified 'C' value of 0.960 given for subarea Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.947 CA = 0.388 Subarea runoff = 2.390(CFS) for 0.350(Ac.) Total runoff = 2.762(CFS) Total area = 0.410(Ac.) Depth of flow = 0.248(Ft.), Average velocity = 2.479(Ft/s) !!Warning: Water is above left or right bank elevations Page | 46 of 194 Marja Acres Drainage Report ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 158.000 to Point/Station 160.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.410(Ac.) Runoff from this stream = 2.762(CFS) Time of concentration = 4.34 min. Rainfall intensity = 7.114(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.596 8.28 5.138 2 3.641 4.38 7.114 3 2.762 4.34 7.114 Qmax(1) = 1.000 * 1.000 * 7.596) + 0.722 * 1.000 * 3.641) + 0.722 * 1.000 * 2.762) + = 12.220 Qmax(2) = 1.000 * 0.529 * 7.596) + 1.000 * 1.000 * 3.641) + 1.000 * 1.000 * 2.762) + = 10.422 Qmax(3) = 1.000 * 0.524 * 7.596) + 1.000 * 0.990 * 3.641) + 1.000 * 1.000 * 2.762) + = 10.342 Total of 3 streams to confluence: Flow rates before confluence point: 7.596 3.641 2.762 Maximum flow rates at confluence using above data: 12.220 10.422 10.342 Area of streams before confluence: 1.970 0.690 0.410 Results of confluence: Total flow rate = 12.220(CFS) Time of concentration = 8.281 min. Effective stream area after confluence = 3.070(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 160.000 to Point/Station 145.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 63.070(Ft.) Downstream point/station elevation = 63.000(Ft.) Pipe length = 13.80(Ft.) Slope = 0.0051 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.220(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 12.220(CFS) Normal flow depth in pipe = 15.63(In.) Flow top width inside pipe = 22.87(In.) Critical Depth = 15.08(In.) Page | 47 of 194 Marja Acres Drainage Report Pipe flow velocity = 5.64(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 8.32 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 145.000 to Point/Station 145.000 **** SUBAREA FLOW ADDITION **** E.9_____________________________________________________________________ Rainfall intensity (I) = 5.121(In/Hr) for a 100.0 year storm User specified 'C' value of 0.440 given for subarea Time of concentration = 8.32 min. Rainfall intensity = 5.121(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.709 CA = 2.398 Subarea runoff = 0.061(CFS) for 0.310(Ac.) Total runoff = 12.281(CFS) Total area = 3.380(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 145.000 to Point/Station 115.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 57.450(Ft.) Downstream point/station elevation = 56.630(Ft.) Pipe length = 25.20(Ft.) Slope = 0.0325 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.281(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 12.281(CFS) Normal flow depth in pipe = 10.55(In.) Flow top width inside pipe = 17.73(In.) Critical Depth = 15.90(In.) Pipe flow velocity = 11.41(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 8.36 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.000 to Point/Station 115.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.380(Ac.) Runoff from this stream = 12.281(CFS) Time of concentration = 8.36 min. Rainfall intensity = 5.107(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 14.962 9.16 4.815 2 12.281 8.36 5.107 Qmax(1) = 1.000 * 1.000 * 14.962) + Page | 48 of 194 Marja Acres Drainage Report 0.943 * 1.000 * 12.281) + = 26.540 Qmax(2) = 1.000 * 0.913 * 14.962) + 1.000 * 1.000 * 12.281) + = 25.937 Total of 2 main streams to confluence: Flow rates before confluence point: 14.962 12.281 Maximum flow rates at confluence using above data: 26.540 25.937 Area of streams before confluence: 4.550 3.380 Results of confluence: Total flow rate = 26.540(CFS) Time of concentration = 9.158 min. Effective stream area after confluence = 7.930(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.000 to Point/Station 195.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 56.630(Ft.) Downstream point/station elevation = 55.200(Ft.) Pipe length = 107.30(Ft.) Slope = 0.0127 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 26.540(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 26.540(CFS) Normal flow depth in pipe = 16.31(In.) Flow top width inside pipe = 29.88(In.) Critical Depth = 21.07(In.) Pipe flow velocity = 9.73(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 9.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 195.000 to Point/Station 195.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 7.930(Ac.) Runoff from this stream = 26.540(CFS) Time of concentration = 9.34 min. Rainfall intensity = 4.753(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 26.540 9.34 4.753 Qmax(1) = 1.000 * 1.000 * 26.540) + = 26.540 Page | 49 of 194 Marja Acres Drainage Report Total of 1 main streams to confluence: Flow rates before confluence point: 26.540 Maximum flow rates at confluence using above data: 26.540 Area of streams before confluence: 7.930 Results of confluence: Total flow rate = 26.540(CFS) Time of concentration = 9.342 min. Effective stream area after confluence = 7.930(Ac.) BASIN F ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 85.000 to Point/Station 165.000 **** INITIAL AREA EVALUATION **** F.1_____________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.290 Decimal fraction soil group D = 0.710 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 65.000(Ft.) Highest elevation = 88.900(Ft.) Lowest elevation = 87.600(Ft.) Elevation difference = 1.300(Ft.) Slope = 2.000 % Top of Initial Area Slope adjusted by User to 2.100 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 2.10 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.70 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.8700)*( 70.000^.5)/( 2.100^(1/3)]= 2.70 Calculated TC of 2.705 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.681(CFS) Total initial stream area = 0.110(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 165.000 to Point/Station 170.000 **** IMPROVED CHANNEL TRAVEL TIME **** F.2_____________________________________________________________________ Upstream point elevation = 87.600(Ft.) Downstream point elevation = 85.550(Ft.) Channel length thru subarea = 116.000(Ft.) Channel base width = 0.000(Ft.) Page | 50 of 194 Marja Acres Drainage Report Slope or 'Z' of left channel bank = 3.000 Slope or 'Z' of right channel bank = 3.000 !!Warning: Water is above left or right bank elevations !!Warning: Water is above left or right bank elevations Estimated mean flow rate at midpoint of channel = 1.566(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.250(Ft.) Flow(q) thru subarea = 1.566(CFS) Depth of flow = 0.348(Ft.), Average velocity = 4.679(Ft/s) !!Warning: Water is above left or right bank elevations Channel flow top width = 1.500(Ft.) Flow Velocity = 4.68(Ft/s) Travel time = 0.41 min. Time of concentration = 3.12 min. Critical depth = 0.449(Ft.) ERROR - Channel depth exceeds maximum allowable depth Adding area flow to channel Calculated TC of 3.118 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm User specified 'C' value of 0.790 given for subarea Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.811 CA = 0.333 Subarea runoff = 1.686(CFS) for 0.300(Ac.) Total runoff = 2.367(CFS) Total area = 0.410(Ac.) Depth of flow = 0.411(Ft.), Average velocity = 5.518(Ft/s) !!Warning: Water is above left or right bank elevations ERROR - Channel depth exceeds maximum allowable depth Critical depth = 0.551(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 170.000 to Point/Station 173.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 77.540(Ft.) Downstream point/station elevation = 73.100(Ft.) Pipe length = 49.30(Ft.) Slope = 0.0901 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.367(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.367(CFS) Normal flow depth in pipe = 3.84(In.) Flow top width inside pipe = 11.19(In.) Critical Depth = 7.90(In.) Pipe flow velocity = 10.94(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 3.19 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 171.000 to Point/Station 173.000 **** SUBAREA FLOW ADDITION **** F.3_____________________________________________________________________ Calculated TC of 3.193 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Page | 51 of 194 Marja Acres Drainage Report User specified 'C' value of 0.200 given for subarea Time of concentration = 3.19 min. Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.428 CA = 0.471 Subarea runoff = 0.982(CFS) for 0.690(Ac.) Total runoff = 3.348(CFS) Total area = 1.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 173.000 to Point/Station 175.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 72.770(Ft.) Downstream point/station elevation = 63.500(Ft.) Pipe length = 47.50(Ft.) Slope = 0.1952 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.348(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.348(CFS) Normal flow depth in pipe = 3.76(In.) Flow top width inside pipe = 11.13(In.) Critical Depth = 9.39(In.) Pipe flow velocity = 15.92(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 3.24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 175.000 to Point/Station 175.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.100(Ac.) Runoff from this stream = 3.348(CFS) Time of concentration = 3.24 min. Rainfall intensity = 7.114(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.348 3.24 7.114 Qmax(1) = 1.000 * 1.000 * 3.348) + = 3.348 Total of 1 streams to confluence: Flow rates before confluence point: 3.348 Maximum flow rates at confluence using above data: 3.348 Area of streams before confluence: 1.100 Results of confluence: Total flow rate = 3.348(CFS) Time of concentration = 3.243 min. Effective stream area after confluence = 1.100(Ac.) Page | 52 of 194 Marja Acres Drainage Report ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 180.000 to Point/Station 185.000 **** INITIAL AREA EVALUATION **** F.4_____________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.030 Decimal fraction soil group D = 0.970 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 65.000(Ft.) Highest elevation = 86.700(Ft.) Lowest elevation = 85.200(Ft.) Elevation difference = 1.500(Ft.) Slope = 2.308 % Top of Initial Area Slope adjusted by User to 1.800 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 1.80 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.85 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.8700)*( 70.000^.5)/( 1.800^(1/3)]= 2.85 Calculated TC of 2.847 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.495(CFS) Total initial stream area = 0.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 185.000 to Point/Station 190.000 **** IMPROVED CHANNEL TRAVEL TIME **** F.5_____________________________________________________________________ Upstream point elevation = 85.200(Ft.) Downstream point elevation = 79.600(Ft.) Channel length thru subarea = 185.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 8.000 Slope or 'Z' of right channel bank = 8.000 Estimated mean flow rate at midpoint of channel = 1.541(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.250(Ft.) Flow(q) thru subarea = 1.541(CFS) Depth of flow = 0.087(Ft.), Average velocity = 3.123(Ft/s) Channel flow top width = 6.387(Ft.) Flow Velocity = 3.12(Ft/s) Travel time = 0.99 min. Time of concentration = 3.83 min. Critical depth = 0.133(Ft.) Adding area flow to channel Calculated TC of 3.835 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Page | 53 of 194 Marja Acres Drainage Report Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm User specified 'C' value of 0.810 given for subarea Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.821 CA = 0.353 Subarea runoff = 2.017(CFS) for 0.350(Ac.) Total runoff = 2.512(CFS) Total area = 0.430(Ac.) Depth of flow = 0.115(Ft.), Average velocity = 3.694(Ft/s) Critical depth = 0.180(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 190.000 to Point/Station 193.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 73.370(Ft.) Downstream point/station elevation = 71.140(Ft.) Pipe length = 114.40(Ft.) Slope = 0.0195 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.512(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.512(CFS) Normal flow depth in pipe = 6.04(In.) Flow top width inside pipe = 12.00(In.) Critical Depth = 8.15(In.) Pipe flow velocity = 6.35(Ft/s) Travel time through pipe = 0.30 min. Time of concentration (TC) = 4.14 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 193.000 to Point/Station 175.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 70.810(Ft.) Downstream point/station elevation = 63.500(Ft.) Pipe length = 29.30(Ft.) Slope = 0.2495 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.512(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.512(CFS) Normal flow depth in pipe = 3.05(In.) Flow top width inside pipe = 10.45(In.) Critical Depth = 8.15(In.) Pipe flow velocity = 16.02(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 4.17 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 193.000 to Point/Station 175.000 **** SUBAREA FLOW ADDITION **** F.6_____________________________________________________________________ Calculated TC of 4.166 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm User specified 'C' value of 0.280 given for subarea Time of concentration = 4.17 min. Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Page | 54 of 194 Marja Acres Drainage Report Effective runoff coefficient used for total area (Q=KCIA) is C = 0.649 CA = 0.409 Subarea runoff = 0.398(CFS) for 0.200(Ac.) Total runoff = 2.910(CFS) Total area = 0.630(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 175.000 to Point/Station 175.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.630(Ac.) Runoff from this stream = 2.910(CFS) Time of concentration = 4.17 min. Rainfall intensity = 7.114(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.348 3.24 7.114 2 2.910 4.17 7.114 Qmax(1) = 1.000 * 1.000 * 3.348) + 1.000 * 0.778 * 2.910) + = 5.614 Qmax(2) = 1.000 * 1.000 * 3.348) + 1.000 * 1.000 * 2.910) + = 6.259 Total of 2 streams to confluence: Flow rates before confluence point: 3.348 2.910 Maximum flow rates at confluence using above data: 5.614 6.259 Area of streams before confluence: 1.100 0.630 Results of confluence: Total flow rate = 6.259(CFS) Time of concentration = 4.166 min. Effective stream area after confluence = 1.730(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 175.000 to Point/Station 195.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 59.000(Ft.) Downstream point/station elevation = 56.700(Ft.) Pipe length = 51.80(Ft.) Slope = 0.0515 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.259(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 6.259(CFS) Normal flow depth in pipe = 7.92(In.) Flow top width inside pipe = 11.37(In.) Critical depth could not be calculated. Pipe flow velocity = 11.37(Ft/s) Travel time through pipe = 0.08 min. Page | 55 of 194 Marja Acres Drainage Report Time of concentration (TC) = 4.24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 195.000 to Point/Station 195.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.730(Ac.) Runoff from this stream = 6.259(CFS) Time of concentration = 4.24 min. Rainfall intensity = 7.114(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 26.540 9.34 4.753 2 6.259 4.24 7.114 Qmax(1) = 1.000 * 1.000 * 26.540) + 0.668 * 1.000 * 6.259) + = 30.722 Qmax(2) = 1.000 * 0.454 * 26.540) + 1.000 * 1.000 * 6.259) + = 18.309 Total of 2 main streams to confluence: Flow rates before confluence point: 26.540 6.259 Maximum flow rates at confluence using above data: 30.722 18.309 Area of streams before confluence: 7.930 1.730 Results of confluence: Total flow rate = 30.722(CFS) Time of concentration = 9.342 min. Effective stream area after confluence = 9.660(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 195.000 to Point/Station 200.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 55.100(Ft.) Downstream point/station elevation = 53.670(Ft.) Pipe length = 243.00(Ft.) Slope = 0.0121 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 30.722(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 30.722(CFS) Normal flow depth in pipe = 18.16(In.) Flow top width inside pipe = 29.32(In.) Page | 56 of 194 Marja Acres Drainage Report Critical Depth = 22.66(In.) Pipe flow velocity = 9.89(Ft/s) Travel time through pipe = 0.41 min. Time of concentration (TC) = 9.75 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 200.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.660(Ac.) Runoff from this stream = 30.722(CFS) Time of concentration = 9.75 min. Rainfall intensity = 4.624(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 30.722 9.75 4.624 Qmax(1) = 1.000 * 1.000 * 30.722) + = 30.722 Total of 1 main streams to confluence: Flow rates before confluence point: 30.722 Maximum flow rates at confluence using above data: 30.722 Area of streams before confluence: 9.660 Results of confluence: Total flow rate = 30.722(CFS) Time of concentration = 9.752 min. Effective stream area after confluence = 9.660(Ac.) BASIN A ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 10.000 **** INITIAL AREA EVALUATION **** A.1_____________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance = 65.000(Ft.) Highest elevation = 77.500(Ft.) Lowest elevation = 77.000(Ft.) Elevation difference = 0.500(Ft.) Slope = 0.769 % Page | 57 of 194 Marja Acres Drainage Report Top of Initial Area Slope adjusted by User to 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.50 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.7900)*( 65.000^.5)/( 1.000^(1/3)]= 4.50 Calculated TC of 4.499 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 0.225(CFS) Total initial stream area = 0.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 15.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** A.2_____________________________________________________________________ Top of street segment elevation = 77.000(Ft.) End of street segment elevation = 73.650(Ft.) Length of street segment = 350.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 19.000(Ft.) Distance from crown to crossfall grade break = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.240(CFS) Depth of flow = 0.242(Ft.), Average velocity = 1.629(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.273(Ft.) Flow velocity = 1.63(Ft/s) Travel time = 3.58 min. TC = 8.08 min. Adding area flow to street Rainfall intensity (I) = 5.220(In/Hr) for a 100.0 year storm User specified 'C' value of 0.690 given for subarea Rainfall intensity = 5.220(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.696 CA = 0.459 Subarea runoff = 2.173(CFS) for 0.620(Ac.) Total runoff = 2.398(CFS) Total area = 0.660(Ac.) Street flow at end of street = 2.398(CFS) Half street flow at end of street = 1.199(CFS) Depth of flow = 0.284(Ft.), Average velocity = 1.861(Ft/s) Flow width (from curb towards crown)= 7.360(Ft.) Page | 58 of 194 Marja Acres Drainage Report ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 20.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** A.3_____________________________________________________________________ Estimated mean flow rate at midpoint of channel = 2.711(CFS) Depth of flow = 0.527(Ft.), Average velocity = 4.880(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 1.00 2 2.00 0.00 3 4.00 1.00 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 2.711(CFS) ' ' flow top width = 2.108(Ft.) ' ' velocity= 4.880(Ft/s) ' ' area = 0.555(Sq.Ft) ' ' Froude number = 1.675 Upstream point elevation = 73.650(Ft.) Downstream point elevation = 72.400(Ft.) Flow length = 75.000(Ft.) Travel time = 0.26 min. Time of concentration = 8.34 min. Depth of flow = 0.527(Ft.) Average velocity = 4.880(Ft/s) Total irregular channel flow = 2.711(CFS) Irregular channel normal depth above invert elev. = 0.527(Ft.) Average velocity of channel(s) = 4.880(Ft/s) Adding area flow to channel Rainfall intensity (I) = 5.116(In/Hr) for a 100.0 year storm User specified 'C' value of 0.270 given for subarea Rainfall intensity = 5.116(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.526 CA = 0.578 Subarea runoff = 0.560(CFS) for 0.440(Ac.) Total runoff = 2.958(CFS) Total area = 1.100(Ac.) Depth of flow = 0.545(Ft.), Average velocity = 4.987(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 25.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 67.900(Ft.) Downstream point/station elevation = 67.000(Ft.) Pipe length = 112.70(Ft.) Slope = 0.0080 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.958(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.958(CFS) Normal flow depth in pipe = 6.94(In.) Flow top width inside pipe = 17.52(In.) Critical Depth = 7.83(In.) Pipe flow velocity = 4.71(Ft/s) Travel time through pipe = 0.40 min. Page | 59 of 194 Marja Acres Drainage Report Time of concentration (TC) = 8.74 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.000 to Point/Station 25.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.100(Ac.) Runoff from this stream = 2.958(CFS) Time of concentration = 8.74 min. Rainfall intensity = 4.964(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.958 8.74 4.964 Qmax(1) = 1.000 * 1.000 * 2.958) + = 2.958 Total of 1 streams to confluence: Flow rates before confluence point: 2.958 Maximum flow rates at confluence using above data: 2.958 Area of streams before confluence: 1.100 Results of confluence: Total flow rate = 2.958(CFS) Time of concentration = 8.736 min. Effective stream area after confluence = 1.100(Ac.) BASIN B ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 35.000 **** INITIAL AREA EVALUATION **** B.1_____________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (Limited Industrial ) Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 Initial subarea total flow distance = 65.000(Ft.) Highest elevation = 77.500(Ft.) Lowest elevation = 77.000(Ft.) Elevation difference = 0.500(Ft.) Slope = 0.769 % Top of Initial Area Slope adjusted by User to 1.400 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.40 %, in a development type of Limited Industrial In Accordance With Figure 3-3 Page | 60 of 194 Marja Acres Drainage Report Initial Area Time of Concentration = 3.12 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.8500)*( 60.000^.5)/( 1.400^(1/3)]= 3.12 Calculated TC of 3.116 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.242(CFS) Total initial stream area = 0.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 40.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** B.2_____________________________________________________________________ Top of street segment elevation = 77.000(Ft.) End of street segment elevation = 73.650(Ft.) Length of street segment = 275.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 19.000(Ft.) Distance from crown to crossfall grade break = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.302(CFS) Depth of flow = 0.273(Ft.), Average velocity = 2.028(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.819(Ft.) Flow velocity = 2.03(Ft/s) Travel time = 2.26 min. TC = 5.38 min. Adding area flow to street Rainfall intensity (I) = 6.789(In/Hr) for a 100.0 year storm User specified 'C' value of 0.710 given for subarea Rainfall intensity = 6.789(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.716 CA = 0.666 Subarea runoff = 4.279(CFS) for 0.890(Ac.) Total runoff = 4.521(CFS) Total area = 0.930(Ac.) Street flow at end of street = 4.521(CFS) Half street flow at end of street = 2.260(CFS) Depth of flow = 0.322(Ft.), Average velocity = 2.356(Ft/s) Flow width (from curb towards crown)= 9.256(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 25.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 68.400(Ft.) Downstream point/station elevation = 67.000(Ft.) Page | 61 of 194 Marja Acres Drainage Report Pipe length = 17.10(Ft.) Slope = 0.0819 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.521(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.521(CFS) Normal flow depth in pipe = 4.72(In.) Flow top width inside pipe = 15.83(In.) Critical Depth = 9.80(In.) Pipe flow velocity = 12.24(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 5.40 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.000 to Point/Station 25.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.930(Ac.) Runoff from this stream = 4.521(CFS) Time of concentration = 5.40 min. Rainfall intensity = 6.770(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.958 8.74 4.964 2 4.521 5.40 6.770 Qmax(1) = 1.000 * 1.000 * 2.958) + 0.733 * 1.000 * 4.521) + = 6.272 Qmax(2) = 1.000 * 0.618 * 2.958) + 1.000 * 1.000 * 4.521) + = 6.349 Total of 2 streams to confluence: Flow rates before confluence point: 2.958 4.521 Maximum flow rates at confluence using above data: 6.272 6.349 Area of streams before confluence: 1.100 0.930 Results of confluence: Total flow rate = 6.349(CFS) Time of concentration = 5.399 min. Effective stream area after confluence = 2.030(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.000 to Point/Station 45.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 66.670(Ft.) Downstream point/station elevation = 63.000(Ft.) Pipe length = 405.70(Ft.) Slope = 0.0090 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.349(CFS) Given pipe size = 18.00(In.) Page | 62 of 194 Marja Acres Drainage Report Calculated individual pipe flow = 6.349(CFS) Normal flow depth in pipe = 10.42(In.) Flow top width inside pipe = 17.78(In.) Critical Depth = 11.69(In.) Pipe flow velocity = 5.99(Ft/s) Travel time through pipe = 1.13 min. Time of concentration (TC) = 6.53 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.000 to Point/Station 45.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.030(Ac.) Runoff from this stream = 6.349(CFS) Time of concentration = 6.53 min. Rainfall intensity = 5.990(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.349 6.53 5.990 Qmax(1) = 1.000 * 1.000 * 6.349) + = 6.349 Total of 1 streams to confluence: Flow rates before confluence point: 6.349 Maximum flow rates at confluence using above data: 6.349 Area of streams before confluence: 2.030 Results of confluence: Total flow rate = 6.349(CFS) Time of concentration = 6.528 min. Effective stream area after confluence = 2.030(Ac.) BASIN C ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 55.000 **** INITIAL AREA EVALUATION **** C.1_____________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 65.000(Ft.) Highest elevation = 83.600(Ft.) Lowest elevation = 82.300(Ft.) Elevation difference = 1.300(Ft.) Slope = 2.000 % Page | 63 of 194 Marja Acres Drainage Report Top of Initial Area Slope adjusted by User to 1.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.50 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.61 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6300)*( 80.000^.5)/( 1.500^(1/3)]= 6.61 Rainfall intensity (I) = 5.941(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.299(CFS) Total initial stream area = 0.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 60.000 **** IMPROVED CHANNEL TRAVEL TIME **** C.2_____________________________________________________________________ Upstream point elevation = 82.300(Ft.) Downstream point elevation = 73.850(Ft.) Channel length thru subarea = 275.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 8.000 Slope or 'Z' of right channel bank = 8.000 Estimated mean flow rate at midpoint of channel = 1.703(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.250(Ft.) Flow(q) thru subarea = 1.703(CFS) Depth of flow = 0.091(Ft.), Average velocity = 3.250(Ft/s) Channel flow top width = 6.463(Ft.) Flow Velocity = 3.25(Ft/s) Travel time = 1.41 min. Time of concentration = 8.02 min. Critical depth = 0.142(Ft.) Adding area flow to channel Rainfall intensity (I) = 5.245(In/Hr) for a 100.0 year storm User specified 'C' value of 0.730 given for subarea Rainfall intensity = 5.245(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.720 CA = 0.598 Subarea runoff = 2.836(CFS) for 0.750(Ac.) Total runoff = 3.136(CFS) Total area = 0.830(Ac.) Depth of flow = 0.130(Ft.), Average velocity = 4.000(Ft/s) Critical depth = 0.205(Ft.) BASIN 3 INFLOW ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 64.000 to Point/Station 64.000 **** 6 HOUR HYDROGRAPH **** ______________________________________________________________________ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Page | 64 of 194 Marja Acres Drainage Report Hydrograph Data - Section 6, San Diego County Hydrology manual, June 2003 Time of Concentration = 8.02 Basin Area = 0.83 Acres 6 Hour Rainfall = 2.700 Inches Runoff Coefficient = 0.72 Peak Discharge = 3.14 CFS Time (Min) Discharge (CFS) 0 0.000 8 0.096 16 0.098 24 0.101 32 0.102 40 0.106 48 0.108 56 0.112 64 0.114 72 0.118 80 0.120 88 0.126 96 0.129 104 0.135 112 0.138 120 0.146 128 0.150 136 0.159 144 0.164 152 0.176 160 0.183 168 0.199 176 0.208 184 0.231 192 0.245 200 0.281 208 0.304 216 0.372 224 0.424 232 0.622 240 0.876 248 3.136 256 0.499 264 0.334 272 0.261 280 0.219 288 0.190 296 0.170 304 0.154 312 0.142 320 0.132 328 0.123 336 0.116 344 0.110 352 0.104 360 0.099 368 0.095 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 - H O U R S T O R M Page | 65 of 194 Marja Acres Drainage Report R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 1 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 0.8 1.6 2.4 3.1 ----------------------------------------------------------------------- 0+ 0 0.0000 0.00 Q | | | | 0+ 1 0.0000 0.01 Q | | | | 0+ 2 0.0000 0.02 Q | | | | 0+ 3 0.0001 0.04 Q | | | | 0+ 4 0.0002 0.05 Q | | | | 0+ 5 0.0002 0.06 Q | | | | 0+ 6 0.0003 0.07 Q | | | | 0+ 7 0.0005 0.08 VQ | | | | 0+ 8 0.0006 0.10 VQ | | | | 0+ 9 0.0007 0.10 VQ | | | | 0+10 0.0009 0.10 VQ | | | | 0+11 0.0010 0.10 VQ | | | | 0+12 0.0011 0.10 VQ | | | | 0+13 0.0013 0.10 VQ | | | | 0+14 0.0014 0.10 VQ | | | | 0+15 0.0015 0.10 VQ | | | | 0+16 0.0017 0.10 VQ | | | | 0+17 0.0018 0.10 VQ | | | | 0+18 0.0019 0.10 VQ | | | | 0+19 0.0021 0.10 VQ | | | | 0+20 0.0022 0.10 VQ | | | | 0+21 0.0024 0.10 VQ | | | | 0+22 0.0025 0.10 VQ | | | | 0+23 0.0026 0.10 VQ | | | | 0+24 0.0028 0.10 VQ | | | | 0+25 0.0029 0.10 VQ | | | | 0+26 0.0030 0.10 VQ | | | | 0+27 0.0032 0.10 VQ | | | | 0+28 0.0033 0.10 VQ | | | | 0+29 0.0035 0.10 |Q | | | | 0+30 0.0036 0.10 |Q | | | | 0+31 0.0037 0.10 |Q | | | | 0+32 0.0039 0.10 |Q | | | | 0+33 0.0040 0.10 |Q | | | | 0+34 0.0042 0.10 |Q | | | | 0+35 0.0043 0.10 |Q | | | | 0+36 0.0045 0.10 |Q | | | | 0+37 0.0046 0.10 |Q | | | | 0+38 0.0047 0.10 |Q | | | | 0+39 0.0049 0.11 |Q | | | | 0+40 0.0050 0.11 |Q | | | | 0+41 0.0052 0.11 |Q | | | | 0+42 0.0053 0.11 |Q | | | | 0+43 0.0055 0.11 |Q | | | | 0+44 0.0056 0.11 |Q | | | | 0+45 0.0058 0.11 |Q | | | | 0+46 0.0059 0.11 |Q | | | | 0+47 0.0061 0.11 |Q | | | | 0+48 0.0062 0.11 |Q | | | | 0+49 0.0064 0.11 |Q | | | | 0+50 0.0065 0.11 |Q | | | | Page | 66 of 194 Marja Acres Drainage Report 0+51 0.0067 0.11 |Q | | | | 0+52 0.0068 0.11 |QV | | | | 0+53 0.0070 0.11 |QV | | | | 0+54 0.0071 0.11 |QV | | | | 0+55 0.0073 0.11 |QV | | | | 0+56 0.0074 0.11 |QV | | | | 0+57 0.0076 0.11 |QV | | | | 0+58 0.0077 0.11 |QV | | | | 0+59 0.0079 0.11 |QV | | | | 1+ 0 0.0080 0.11 |QV | | | | 1+ 1 0.0082 0.11 |QV | | | | 1+ 2 0.0084 0.11 |QV | | | | 1+ 3 0.0085 0.11 |QV | | | | 1+ 4 0.0087 0.11 |QV | | | | 1+ 5 0.0088 0.11 |QV | | | | 1+ 6 0.0090 0.11 |QV | | | | 1+ 7 0.0091 0.12 |QV | | | | 1+ 8 0.0093 0.12 |QV | | | | 1+ 9 0.0095 0.12 |QV | | | | 1+10 0.0096 0.12 |QV | | | | 1+11 0.0098 0.12 |QV | | | | 1+12 0.0099 0.12 |QV | | | | 1+13 0.0101 0.12 |Q V | | | | 1+14 0.0103 0.12 |Q V | | | | 1+15 0.0104 0.12 |Q V | | | | 1+16 0.0106 0.12 |Q V | | | | 1+17 0.0108 0.12 |Q V | | | | 1+18 0.0109 0.12 |Q V | | | | 1+19 0.0111 0.12 |Q V | | | | 1+20 0.0113 0.12 |Q V | | | | 1+21 0.0114 0.12 |Q V | | | | 1+22 0.0116 0.12 |Q V | | | | 1+23 0.0118 0.12 |Q V | | | | 1+24 0.0119 0.12 |Q V | | | | 1+25 0.0121 0.12 |Q V | | | | 1+26 0.0123 0.12 |Q V | | | | 1+27 0.0124 0.13 |Q V | | | | 1+28 0.0126 0.13 |Q V | | | | 1+29 0.0128 0.13 |Q V | | | | 1+30 0.0130 0.13 |Q V | | | | 1+31 0.0131 0.13 |Q V | | | | 1+32 0.0133 0.13 |Q V | | | | 1+33 0.0135 0.13 |Q V | | | | 1+34 0.0137 0.13 |Q V | | | | 1+35 0.0138 0.13 |Q V | | | | 1+36 0.0140 0.13 |Q V | | | | 1+37 0.0142 0.13 |Q V | | | | 1+38 0.0144 0.13 |Q V | | | | 1+39 0.0146 0.13 |Q V | | | | 1+40 0.0147 0.13 |Q V | | | | 1+41 0.0149 0.13 |Q V | | | | 1+42 0.0151 0.13 |Q V | | | | 1+43 0.0153 0.13 |Q V | | | | 1+44 0.0155 0.13 |Q V | | | | 1+45 0.0157 0.14 |Q V | | | | 1+46 0.0159 0.14 |Q V | | | | 1+47 0.0160 0.14 |Q V | | | | 1+48 0.0162 0.14 |Q V | | | | Page | 67 of 194 Marja Acres Drainage Report 1+49 0.0164 0.14 |Q V | | | | 1+50 0.0166 0.14 |Q V | | | | 1+51 0.0168 0.14 |Q V | | | | 1+52 0.0170 0.14 |Q V | | | | 1+53 0.0172 0.14 |Q V | | | | 1+54 0.0174 0.14 |Q V | | | | 1+55 0.0176 0.14 |Q V | | | | 1+56 0.0178 0.14 |Q V | | | | 1+57 0.0180 0.14 |Q V | | | | 1+58 0.0182 0.14 |Q V | | | | 1+59 0.0184 0.14 |Q V | | | | 2+ 0 0.0186 0.15 |Q V | | | | 2+ 1 0.0188 0.15 |Q V | | | | 2+ 2 0.0190 0.15 |Q V | | | | 2+ 3 0.0192 0.15 |Q V | | | | 2+ 4 0.0194 0.15 |Q V | | | | 2+ 5 0.0196 0.15 |Q V | | | | 2+ 6 0.0198 0.15 |Q V | | | | 2+ 7 0.0200 0.15 |Q V | | | | 2+ 8 0.0202 0.15 |Q V | | | | 2+ 9 0.0204 0.15 |Q V | | | | 2+10 0.0206 0.15 |Q V | | | | 2+11 0.0208 0.15 |Q V | | | | 2+12 0.0210 0.15 |Q V | | | | 2+13 0.0212 0.16 |Q V | | | | 2+14 0.0215 0.16 |Q V | | | | 2+15 0.0217 0.16 | Q V | | | | 2+16 0.0219 0.16 | Q V | | | | 2+17 0.0221 0.16 | Q V | | | | 2+18 0.0223 0.16 | Q V | | | | 2+19 0.0226 0.16 | Q V | | | | 2+20 0.0228 0.16 | Q V | | | | 2+21 0.0230 0.16 | Q V | | | | 2+22 0.0232 0.16 | Q V | | | | 2+23 0.0234 0.16 | Q V | | | | 2+24 0.0237 0.16 | Q V | | | | 2+25 0.0239 0.17 | Q V | | | | 2+26 0.0241 0.17 | Q V | | | | 2+27 0.0244 0.17 | Q V | | | | 2+28 0.0246 0.17 | Q V | | | | 2+29 0.0248 0.17 | Q V | | | | 2+30 0.0251 0.17 | Q V | | | | 2+31 0.0253 0.17 | Q V | | | | 2+32 0.0256 0.18 | Q V | | | | 2+33 0.0258 0.18 | Q V | | | | 2+34 0.0260 0.18 | Q V | | | | 2+35 0.0263 0.18 | Q V | | | | 2+36 0.0265 0.18 | Q V | | | | 2+37 0.0268 0.18 | Q V | | | | 2+38 0.0270 0.18 | Q V | | | | 2+39 0.0273 0.18 | Q V | | | | 2+40 0.0275 0.18 | Q V | | | | 2+41 0.0278 0.18 | Q V | | | | 2+42 0.0280 0.19 | Q V | | | | 2+43 0.0283 0.19 | Q V | | | | 2+44 0.0286 0.19 | Q V | | | | 2+45 0.0288 0.19 | Q V | | | | 2+46 0.0291 0.19 | Q V | | | | Page | 68 of 194 Marja Acres Drainage Report 2+47 0.0294 0.20 | Q V | | | | 2+48 0.0297 0.20 | Q V | | | | 2+49 0.0299 0.20 | Q V | | | | 2+50 0.0302 0.20 | Q V| | | | 2+51 0.0305 0.20 | Q V| | | | 2+52 0.0308 0.20 | Q V| | | | 2+53 0.0310 0.20 | Q V| | | | 2+54 0.0313 0.21 | Q V| | | | 2+55 0.0316 0.21 | Q V| | | | 2+56 0.0319 0.21 | Q V| | | | 2+57 0.0322 0.21 | Q V| | | | 2+58 0.0325 0.21 | Q V| | | | 2+59 0.0328 0.22 | Q V| | | | 3+ 0 0.0331 0.22 | Q V| | | | 3+ 1 0.0334 0.22 | Q V| | | | 3+ 2 0.0337 0.23 | Q V | | | 3+ 3 0.0340 0.23 | Q V | | | 3+ 4 0.0343 0.23 | Q V | | | 3+ 5 0.0347 0.23 | Q V | | | 3+ 6 0.0350 0.23 | Q V | | | 3+ 7 0.0353 0.24 | Q V | | | 3+ 8 0.0356 0.24 | Q V | | | 3+ 9 0.0360 0.24 | Q V | | | 3+10 0.0363 0.24 | Q V | | | 3+11 0.0366 0.24 | Q V | | | 3+12 0.0370 0.24 | Q |V | | | 3+13 0.0373 0.25 | Q |V | | | 3+14 0.0377 0.25 | Q |V | | | 3+15 0.0380 0.26 | Q |V | | | 3+16 0.0384 0.26 | Q |V | | | 3+17 0.0387 0.27 | Q |V | | | 3+18 0.0391 0.27 | Q |V | | | 3+19 0.0395 0.28 | Q |V | | | 3+20 0.0399 0.28 | Q |V | | | 3+21 0.0403 0.28 | Q | V | | | 3+22 0.0407 0.29 | Q | V | | | 3+23 0.0411 0.29 | Q | V | | | 3+24 0.0415 0.29 | Q | V | | | 3+25 0.0419 0.30 | Q | V | | | 3+26 0.0423 0.30 | Q | V | | | 3+27 0.0427 0.30 | Q | V | | | 3+28 0.0431 0.30 | Q | V | | | 3+29 0.0436 0.31 | Q | V | | | 3+30 0.0440 0.32 | Q | V | | | 3+31 0.0444 0.33 | Q | V | | | 3+32 0.0449 0.34 | Q | V | | | 3+33 0.0454 0.35 | Q | V | | | 3+34 0.0459 0.35 | Q | V | | | 3+35 0.0464 0.36 | Q | V | | | 3+36 0.0469 0.37 | Q | V | | | 3+37 0.0474 0.38 | Q | V | | | 3+38 0.0479 0.38 | Q | V | | | 3+39 0.0485 0.39 | Q | V | | | 3+40 0.0490 0.40 | Q | V | | | 3+41 0.0496 0.40 | Q | V | | | 3+42 0.0502 0.41 | Q | V | | | 3+43 0.0507 0.42 | Q | V | | | 3+44 0.0513 0.42 | Q | V | | | Page | 69 of 194 Marja Acres Drainage Report 3+45 0.0519 0.45 | Q | V | | | 3+46 0.0526 0.47 | Q | V | | | 3+47 0.0533 0.50 | Q | V | | | 3+48 0.0540 0.52 | Q | V | | | 3+49 0.0547 0.55 | Q | V | | | 3+50 0.0555 0.57 | Q | V | | | 3+51 0.0564 0.60 | Q | V | | | 3+52 0.0572 0.62 | Q | V | | | 3+53 0.0581 0.65 | Q | V | | | 3+54 0.0591 0.69 | Q | V | | | 3+55 0.0600 0.72 | Q| V | | | 3+56 0.0611 0.75 | Q| V | | | 3+57 0.0621 0.78 | Q| V | | | 3+58 0.0633 0.81 | Q V | | | 3+59 0.0644 0.84 | Q V| | | 4+ 0 0.0656 0.88 | |Q V| | | 4+ 1 0.0672 1.16 | | Q V | | 4+ 2 0.0692 1.44 | | Q V | | 4+ 3 0.0716 1.72 | | |Q | | 4+ 4 0.0744 2.01 | | | V Q | | 4+ 5 0.0775 2.29 | | | V Q| | 4+ 6 0.0810 2.57 | | | V | Q | 4+ 7 0.0850 2.85 | | | V | Q | 4+ 8 0.0893 3.14 | | | V | Q 4+ 9 0.0932 2.81 | | | V | Q | 4+10 0.0966 2.48 | | | V |Q | 4+11 0.0995 2.15 | | | Q V| | 4+12 0.1020 1.82 | | | Q V | 4+13 0.1041 1.49 | | Q | |V | 4+14 0.1057 1.16 | | Q | |V | 4+15 0.1068 0.83 | Q | |V | 4+16 0.1075 0.50 | Q | | | V | 4+17 0.1082 0.48 | Q | | | V | 4+18 0.1088 0.46 | Q | | | V | 4+19 0.1094 0.44 | Q | | | V | 4+20 0.1100 0.42 | Q | | | V | 4+21 0.1105 0.40 | Q | | | V | 4+22 0.1110 0.38 | Q | | | V | 4+23 0.1115 0.35 | Q | | | V | 4+24 0.1120 0.33 | Q | | | V | 4+25 0.1124 0.32 | Q | | | V | 4+26 0.1129 0.32 | Q | | | V | 4+27 0.1133 0.31 | Q | | | V | 4+28 0.1137 0.30 | Q | | | V | 4+29 0.1141 0.29 | Q | | | V | 4+30 0.1145 0.28 | Q | | | V | 4+31 0.1149 0.27 | Q | | | V | 4+32 0.1152 0.26 | Q | | | V | 4+33 0.1156 0.26 | Q | | | V | 4+34 0.1159 0.25 | Q | | | V | 4+35 0.1162 0.25 | Q | | | V | 4+36 0.1166 0.24 | Q | | | V | 4+37 0.1169 0.23 | Q | | | V | 4+38 0.1172 0.23 | Q | | | V | 4+39 0.1175 0.22 | Q | | | V | 4+40 0.1178 0.22 | Q | | | V | 4+41 0.1181 0.22 | Q | | | V | 4+42 0.1184 0.21 | Q | | | V | Page | 70 of 194 Marja Acres Drainage Report 4+43 0.1187 0.21 | Q | | | V | 4+44 0.1190 0.20 | Q | | | V | 4+45 0.1193 0.20 | Q | | | V | 4+46 0.1195 0.20 | Q | | | V | 4+47 0.1198 0.19 | Q | | | V | 4+48 0.1201 0.19 | Q | | | V | 4+49 0.1203 0.19 | Q | | | V | 4+50 0.1206 0.19 | Q | | | V | 4+51 0.1208 0.18 | Q | | | V | 4+52 0.1211 0.18 | Q | | | V | 4+53 0.1213 0.18 | Q | | | V | 4+54 0.1216 0.17 | Q | | | V | 4+55 0.1218 0.17 | Q | | | V | 4+56 0.1220 0.17 | Q | | | V | 4+57 0.1223 0.17 | Q | | | V | 4+58 0.1225 0.17 | Q | | | V | 4+59 0.1227 0.16 | Q | | | V | 5+ 0 0.1229 0.16 | Q | | | V | 5+ 1 0.1232 0.16 | Q | | | V | 5+ 2 0.1234 0.16 | Q | | | V | 5+ 3 0.1236 0.16 |Q | | | V | 5+ 4 0.1238 0.15 |Q | | | V | 5+ 5 0.1240 0.15 |Q | | | V | 5+ 6 0.1242 0.15 |Q | | | V | 5+ 7 0.1244 0.15 |Q | | | V | 5+ 8 0.1246 0.15 |Q | | | V | 5+ 9 0.1248 0.15 |Q | | | V | 5+10 0.1250 0.14 |Q | | | V | 5+11 0.1252 0.14 |Q | | | V | 5+12 0.1254 0.14 |Q | | | V | 5+13 0.1256 0.14 |Q | | | V | 5+14 0.1258 0.14 |Q | | | V | 5+15 0.1260 0.14 |Q | | | V | 5+16 0.1262 0.14 |Q | | | V | 5+17 0.1264 0.14 |Q | | | V | 5+18 0.1266 0.13 |Q | | | V | 5+19 0.1267 0.13 |Q | | | V | 5+20 0.1269 0.13 |Q | | | V | 5+21 0.1271 0.13 |Q | | | V | 5+22 0.1273 0.13 |Q | | | V | 5+23 0.1275 0.13 |Q | | | V | 5+24 0.1276 0.13 |Q | | | V | 5+25 0.1278 0.13 |Q | | | V | 5+26 0.1280 0.13 |Q | | | V | 5+27 0.1282 0.12 |Q | | | V | 5+28 0.1283 0.12 |Q | | | V | 5+29 0.1285 0.12 |Q | | | V | 5+30 0.1287 0.12 |Q | | | V | 5+31 0.1288 0.12 |Q | | | V | 5+32 0.1290 0.12 |Q | | | V | 5+33 0.1291 0.12 |Q | | | V | 5+34 0.1293 0.12 |Q | | | V | 5+35 0.1295 0.12 |Q | | | V | 5+36 0.1296 0.12 |Q | | | V | 5+37 0.1298 0.12 |Q | | | V | 5+38 0.1299 0.11 |Q | | | V | 5+39 0.1301 0.11 |Q | | | V | 5+40 0.1303 0.11 |Q | | | V | Page | 71 of 194 Marja Acres Drainage Report 5+41 0.1304 0.11 |Q | | | V | 5+42 0.1306 0.11 |Q | | | V | 5+43 0.1307 0.11 |Q | | | V | 5+44 0.1309 0.11 |Q | | | V | 5+45 0.1310 0.11 |Q | | | V| 5+46 0.1312 0.11 |Q | | | V| 5+47 0.1313 0.11 |Q | | | V| 5+48 0.1315 0.11 |Q | | | V| 5+49 0.1316 0.11 |Q | | | V| 5+50 0.1318 0.11 |Q | | | V| 5+51 0.1319 0.10 |Q | | | V| 5+52 0.1320 0.10 |Q | | | V| 5+53 0.1322 0.10 |Q | | | V| 5+54 0.1323 0.10 |Q | | | V| 5+55 0.1325 0.10 |Q | | | V| 5+56 0.1326 0.10 |Q | | | V| 5+57 0.1327 0.10 |Q | | | V| 5+58 0.1329 0.10 |Q | | | V| 5+59 0.1330 0.10 |Q | | | V| 6+ 0 0.1332 0.10 |Q | | | V| 6+ 1 0.1333 0.10 |Q | | | V| 6+ 2 0.1334 0.10 |Q | | | V| 6+ 3 0.1336 0.10 |Q | | | V| 6+ 4 0.1337 0.10 |Q | | | V| 6+ 5 0.1338 0.10 |Q | | | V| 6+ 6 0.1340 0.10 |Q | | | V| 6+ 7 0.1341 0.10 |Q | | | V| 6+ 8 0.1342 0.10 |Q | | | V ----------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 45.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** BASIN 3 OUTFLOW ______________________________________________________________________ Upstream point/station elevation = 69.350(Ft.) Downstream point/station elevation = 64.500(Ft.) Pipe length = 46.60(Ft.) Slope = 0.1041 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.136(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.136(CFS) Normal flow depth in pipe = 4.28(In.) Flow top width inside pipe = 11.50(In.) Critical Depth = 9.10(In.) Pipe flow velocity = 12.46(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 8.08 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.000 to Point/Station 45.000 **** CONFLUENCE OF MINOR STREAMS **** Page | 72 of 194 Marja Acres Drainage Report ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.830(Ac.) Runoff from this stream = 3.136(CFS) Time of concentration = 8.08 min. Rainfall intensity = 5.219(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.349 6.53 5.990 2 3.136 8.08 5.219 Qmax(1) = 1.000 * 1.000 * 6.349) + 1.000 * 0.808 * 3.136) + = 8.881 Qmax(2) = 0.871 * 1.000 * 6.349) + 1.000 * 1.000 * 3.136) + = 8.667 Total of 2 streams to confluence: Flow rates before confluence point: 6.349 3.136 Maximum flow rates at confluence using above data: 8.881 8.667 Area of streams before confluence: 2.030 0.830 Results of confluence: Total flow rate = 8.881(CFS) Time of concentration = 6.528 min. Effective stream area after confluence = 2.860(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.000 to Point/Station 200.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 62.670(Ft.) Downstream point/station elevation = 54.660(Ft.) Pipe length = 145.00(Ft.) Slope = 0.0681 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.881(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 8.881(CFS) Normal flow depth in pipe = 7.04(In.) Flow top width inside pipe = 17.57(In.) Critical Depth = 13.84(In.) Pipe flow velocity = 13.85(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 6.70 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 200.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Page | 73 of 194 Marja Acres Drainage Report Stream flow area = 2.860(Ac.) Runoff from this stream = 8.881(CFS) Time of concentration = 6.70 min. Rainfall intensity = 5.889(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 30.722 9.75 4.624 2 8.881 6.70 5.889 Qmax(1) = 1.000 * 1.000 * 30.722) + 0.785 * 1.000 * 8.881) + = 37.696 Qmax(2) = 1.000 * 0.687 * 30.722) + 1.000 * 1.000 * 8.881) + = 29.998 Total of 2 main streams to confluence: Flow rates before confluence point: 30.722 8.881 Maximum flow rates at confluence using above data: 37.696 29.998 Area of streams before confluence: 9.660 2.860 Results of confluence: Total flow rate = 37.696(CFS) Time of concentration = 9.752 min. Effective stream area after confluence = 12.520(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 53.09(Ft.) Downstream point/station elevation = 45.89(Ft.) Pipe length = 23.90(Ft.) Slope = 0.0301 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 37.696(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 37.696(CFS) Normal flow depth in pipe = 14.13(In.) Flow top width inside pipe = 35.16(In.) Critical Depth = 23.99(In.) Pipe flow velocity = 14.64(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 9.78 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 201.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Page | 74 of 194 Marja Acres Drainage Report Stream flow area = 12.520(Ac.) Runoff from this stream = 37.696(CFS) Time of concentration = 9.78 min. Rainfall intensity = 4.615(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 37.696 9.78 4.615 Qmax(1) = 1.000 * 1.000 * 37.696) + = 37.696 Total of 1 main streams to confluence: Flow rates before confluence point: 37.696 Maximum flow rates at confluence using above data: 37.696 Area of streams before confluence: 12.520 Results of confluence: Total flow rate = 37.696(CFS) Time of concentration = 9.779 min. Effective stream area after confluence = 12.520(Ac.) UG1 INFLOW ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 201.000 **** 6 HOUR HYDROGRAPH **** ______________________________________________________________________ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Hydrograph Data - Section 6, San Diego County Hydrology manual, June 2003 Time of Concentration = 9.77 Basin Area = 12.61 Acres 6 Hour Rainfall = 2.700 Inches Runoff Coefficient = 0.650 Peak Discharge = 37.70 CFS Time (Min) Discharge (CFS) 0 0.000 9 1.302 18 1.346 27 1.369 36 1.418 45 1.444 54 1.501 63 1.532 72 1.598 81 1.634 90 1.712 99 1.755 108 1.850 117 1.903 126 2.021 135 2.087 Page | 75 of 194 Marja Acres Drainage Report 144 2.238 153 2.324 162 2.527 171 2.646 180 2.934 189 3.112 198 3.567 207 3.868 216 4.727 225 5.385 234 7.906 243 11.140 252 37.696 261 6.341 270 4.243 279 3.320 288 2.781 297 2.420 306 2.159 315 1.959 324 1.801 333 1.672 342 1.564 351 1.472 360 1.393 369 1.324 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 1 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 9.4 18.8 28.3 37.7 ----------------------------------------------------------------------- 0+ 0 0.0000 0.00 Q | | | | 0+ 1 0.0002 0.14 Q | | | | 0+ 2 0.0006 0.29 Q | | | | 0+ 3 0.0012 0.43 Q | | | | 0+ 4 0.0020 0.58 Q | | | | 0+ 5 0.0030 0.72 Q | | | | 0+ 6 0.0042 0.87 Q | | | | 0+ 7 0.0056 1.01 VQ | | | | 0+ 8 0.0072 1.16 VQ | | | | 0+ 9 0.0090 1.30 VQ | | | | 0+10 0.0108 1.31 VQ | | | | 0+11 0.0126 1.31 VQ | | | | 0+12 0.0144 1.32 VQ | | | | 0+13 0.0162 1.32 VQ | | | | 0+14 0.0180 1.33 VQ | | | | 0+15 0.0199 1.33 VQ | | | | 0+16 0.0217 1.34 VQ | | | | 0+17 0.0236 1.34 VQ | | | | 0+18 0.0254 1.35 VQ | | | | 0+19 0.0273 1.35 VQ | | | | 0+20 0.0291 1.35 VQ | | | | 0+21 0.0310 1.35 VQ | | | | 0+22 0.0329 1.36 VQ | | | | Page | 76 of 194 Marja Acres Drainage Report 0+23 0.0347 1.36 VQ | | | | 0+24 0.0366 1.36 VQ | | | | 0+25 0.0385 1.36 VQ | | | | 0+26 0.0404 1.37 VQ | | | | 0+27 0.0423 1.37 VQ | | | | 0+28 0.0441 1.37 VQ | | | | 0+29 0.0460 1.38 |Q | | | | 0+30 0.0480 1.39 |Q | | | | 0+31 0.0499 1.39 |Q | | | | 0+32 0.0518 1.40 |Q | | | | 0+33 0.0537 1.40 |Q | | | | 0+34 0.0557 1.41 |Q | | | | 0+35 0.0576 1.41 |Q | | | | 0+36 0.0596 1.42 |Q | | | | 0+37 0.0615 1.42 |Q | | | | 0+38 0.0635 1.42 |Q | | | | 0+39 0.0654 1.43 |Q | | | | 0+40 0.0674 1.43 |Q | | | | 0+41 0.0694 1.43 |Q | | | | 0+42 0.0714 1.44 |Q | | | | 0+43 0.0733 1.44 |Q | | | | 0+44 0.0753 1.44 |Q | | | | 0+45 0.0773 1.44 |Q | | | | 0+46 0.0793 1.45 |Q | | | | 0+47 0.0813 1.46 |Q | | | | 0+48 0.0833 1.46 |Q | | | | 0+49 0.0854 1.47 |Q | | | | 0+50 0.0874 1.48 |Q | | | | 0+51 0.0894 1.48 |Q | | | | 0+52 0.0915 1.49 |QV | | | | 0+53 0.0935 1.49 |QV | | | | 0+54 0.0956 1.50 |QV | | | | 0+55 0.0977 1.50 |QV | | | | 0+56 0.0998 1.51 |QV | | | | 0+57 0.1018 1.51 |QV | | | | 0+58 0.1039 1.51 |QV | | | | 0+59 0.1060 1.52 |QV | | | | 1+ 0 0.1081 1.52 |QV | | | | 1+ 1 0.1102 1.52 |QV | | | | 1+ 2 0.1123 1.53 |QV | | | | 1+ 3 0.1144 1.53 |QV | | | | 1+ 4 0.1165 1.54 |QV | | | | 1+ 5 0.1187 1.55 |QV | | | | 1+ 6 0.1208 1.55 |QV | | | | 1+ 7 0.1230 1.56 |QV | | | | 1+ 8 0.1251 1.57 |QV | | | | 1+ 9 0.1273 1.58 |QV | | | | 1+10 0.1295 1.58 |QV | | | | 1+11 0.1317 1.59 |QV | | | | 1+12 0.1339 1.60 |QV | | | | 1+13 0.1361 1.60 |QV | | | | 1+14 0.1383 1.61 |Q V | | | | 1+15 0.1405 1.61 |Q V | | | | 1+16 0.1427 1.61 |Q V | | | | 1+17 0.1450 1.62 |Q V | | | | 1+18 0.1472 1.62 |Q V | | | | 1+19 0.1494 1.63 |Q V | | | | 1+20 0.1517 1.63 |Q V | | | | Page | 77 of 194 Marja Acres Drainage Report 1+21 0.1539 1.63 |Q V | | | | 1+22 0.1562 1.64 |Q V | | | | 1+23 0.1585 1.65 |Q V | | | | 1+24 0.1607 1.66 |Q V | | | | 1+25 0.1630 1.67 |Q V | | | | 1+26 0.1654 1.68 |Q V | | | | 1+27 0.1677 1.69 |Q V | | | | 1+28 0.1700 1.69 |Q V | | | | 1+29 0.1724 1.70 |Q V | | | | 1+30 0.1747 1.71 |Q V | | | | 1+31 0.1771 1.72 |Q V | | | | 1+32 0.1795 1.72 |Q V | | | | 1+33 0.1818 1.73 |Q V | | | | 1+34 0.1842 1.73 |Q V | | | | 1+35 0.1866 1.74 |Q V | | | | 1+36 0.1890 1.74 |Q V | | | | 1+37 0.1914 1.75 |Q V | | | | 1+38 0.1938 1.75 |Q V | | | | 1+39 0.1962 1.76 |Q V | | | | 1+40 0.1987 1.77 |Q V | | | | 1+41 0.2011 1.78 |Q V | | | | 1+42 0.2036 1.79 |Q V | | | | 1+43 0.2061 1.80 |Q V | | | | 1+44 0.2085 1.81 |Q V | | | | 1+45 0.2111 1.82 |Q V | | | | 1+46 0.2136 1.83 |Q V | | | | 1+47 0.2161 1.84 |Q V | | | | 1+48 0.2187 1.85 |Q V | | | | 1+49 0.2212 1.86 |Q V | | | | 1+50 0.2238 1.86 |Q V | | | | 1+51 0.2263 1.87 |Q V | | | | 1+52 0.2289 1.87 |Q V | | | | 1+53 0.2315 1.88 |Q V | | | | 1+54 0.2341 1.89 | Q V | | | | 1+55 0.2367 1.89 | Q V | | | | 1+56 0.2393 1.90 | Q V | | | | 1+57 0.2420 1.90 | Q V | | | | 1+58 0.2446 1.92 | Q V | | | | 1+59 0.2472 1.93 | Q V | | | | 2+ 0 0.2499 1.94 | Q V | | | | 2+ 1 0.2526 1.96 | Q V | | | | 2+ 2 0.2553 1.97 | Q V | | | | 2+ 3 0.2581 1.98 | Q V | | | | 2+ 4 0.2608 1.99 | Q V | | | | 2+ 5 0.2636 2.01 | Q V | | | | 2+ 6 0.2664 2.02 | Q V | | | | 2+ 7 0.2691 2.03 | Q V | | | | 2+ 8 0.2719 2.04 | Q V | | | | 2+ 9 0.2748 2.04 | Q V | | | | 2+10 0.2776 2.05 | Q V | | | | 2+11 0.2804 2.06 | Q V | | | | 2+12 0.2833 2.06 | Q V | | | | 2+13 0.2861 2.07 | Q V | | | | 2+14 0.2890 2.08 | Q V | | | | 2+15 0.2919 2.09 | Q V | | | | 2+16 0.2948 2.10 | Q V | | | | 2+17 0.2977 2.12 | Q V | | | | 2+18 0.3006 2.14 | Q V | | | | Page | 78 of 194 Marja Acres Drainage Report 2+19 0.3036 2.15 | Q V | | | | 2+20 0.3066 2.17 | Q V | | | | 2+21 0.3096 2.19 | Q V | | | | 2+22 0.3126 2.20 | Q V | | | | 2+23 0.3157 2.22 | Q V | | | | 2+24 0.3188 2.24 | Q V | | | | 2+25 0.3219 2.25 | Q V | | | | 2+26 0.3250 2.26 | Q V | | | | 2+27 0.3281 2.27 | Q V | | | | 2+28 0.3312 2.28 | Q V | | | | 2+29 0.3344 2.29 | Q V | | | | 2+30 0.3375 2.30 | Q V | | | | 2+31 0.3407 2.31 | Q V | | | | 2+32 0.3439 2.31 | Q V | | | | 2+33 0.3471 2.32 | Q V | | | | 2+34 0.3503 2.35 | Q V | | | | 2+35 0.3536 2.37 | Q V | | | | 2+36 0.3569 2.39 | Q V | | | | 2+37 0.3602 2.41 | Q V | | | | 2+38 0.3636 2.44 | Q V | | | | 2+39 0.3670 2.46 | Q V | | | | 2+40 0.3704 2.48 | Q V | | | | 2+41 0.3738 2.50 | Q V | | | | 2+42 0.3773 2.53 | Q V | | | | 2+43 0.3808 2.54 | Q V | | | | 2+44 0.3843 2.55 | Q V | | | | 2+45 0.3879 2.57 | Q V | | | | 2+46 0.3914 2.58 | Q V | | | | 2+47 0.3950 2.59 | Q V | | | | 2+48 0.3986 2.61 | Q V | | | | 2+49 0.4022 2.62 | Q V | | | | 2+50 0.4058 2.63 | Q V | | | | 2+51 0.4095 2.65 | Q V| | | | 2+52 0.4131 2.68 | Q V| | | | 2+53 0.4169 2.71 | Q V| | | | 2+54 0.4207 2.74 | Q V| | | | 2+55 0.4245 2.77 | Q V| | | | 2+56 0.4283 2.81 | Q V| | | | 2+57 0.4322 2.84 | Q V| | | | 2+58 0.4362 2.87 | Q V| | | | 2+59 0.4402 2.90 | Q V| | | | 3+ 0 0.4442 2.93 | Q V| | | | 3+ 1 0.4483 2.95 | Q V| | | | 3+ 2 0.4524 2.97 | Q V| | | | 3+ 3 0.4565 2.99 | Q V | | | 3+ 4 0.4607 3.01 | Q V | | | 3+ 5 0.4649 3.03 | Q V | | | 3+ 6 0.4691 3.05 | Q V | | | 3+ 7 0.4733 3.07 | Q V | | | 3+ 8 0.4776 3.09 | Q V | | | 3+ 9 0.4818 3.11 | Q V | | | 3+10 0.4862 3.16 | Q V | | | 3+11 0.4906 3.21 | Q V | | | 3+12 0.4951 3.26 | Q V | | | 3+13 0.4997 3.31 | Q |V | | | 3+14 0.5043 3.36 | Q |V | | | 3+15 0.5090 3.42 | Q |V | | | 3+16 0.5138 3.47 | Q |V | | | Page | 79 of 194 Marja Acres Drainage Report 3+17 0.5186 3.52 | Q |V | | | 3+18 0.5236 3.57 | Q |V | | | 3+19 0.5285 3.60 | Q |V | | | 3+20 0.5335 3.63 | Q |V | | | 3+21 0.5386 3.67 | Q |V | | | 3+22 0.5437 3.70 | Q |V | | | 3+23 0.5488 3.73 | Q | V | | | 3+24 0.5540 3.77 | Q | V | | | 3+25 0.5592 3.80 | Q | V | | | 3+26 0.5645 3.83 | Q | V | | | 3+27 0.5698 3.87 | Q | V | | | 3+28 0.5753 3.96 | Q | V | | | 3+29 0.5809 4.06 | Q | V | | | 3+30 0.5866 4.15 | Q | V | | | 3+31 0.5925 4.25 | Q | V | | | 3+32 0.5985 4.35 | Q | V | | | 3+33 0.6046 4.44 | Q | V | | | 3+34 0.6108 4.54 | Q | V | | | 3+35 0.6172 4.63 | Q | V | | | 3+36 0.6237 4.73 | Q | V | | | 3+37 0.6303 4.80 | Q | V | | | 3+38 0.6370 4.87 | Q | V | | | 3+39 0.6439 4.95 | Q | V | | | 3+40 0.6508 5.02 | Q | V | | | 3+41 0.6578 5.09 | Q | V | | | 3+42 0.6649 5.17 | Q | V | | | 3+43 0.6721 5.24 | Q | V | | | 3+44 0.6794 5.31 | Q | V | | | 3+45 0.6868 5.38 | Q | V | | | 3+46 0.6946 5.66 | Q | V | | | 3+47 0.7028 5.94 | Q | V | | | 3+48 0.7114 6.23 | Q | V | | | 3+49 0.7204 6.51 | Q | V | | | 3+50 0.7297 6.79 | Q | V | | | 3+51 0.7394 7.07 | Q | V | | | 3+52 0.7496 7.35 | Q | V | | | 3+53 0.7601 7.63 | Q | V | | | 3+54 0.7710 7.91 | Q | V | | | 3+55 0.7823 8.27 | Q | V | | | 3+56 0.7942 8.62 | Q| V | | | 3+57 0.8066 8.98 | Q| V | | | 3+58 0.8195 9.34 | Q| V | | | 3+59 0.8328 9.70 | Q V | | | 4+ 0 0.8467 10.06 | Q V | | | 4+ 1 0.8610 10.42 | |Q V | | | 4+ 2 0.8759 10.78 | |Q V| | | 4+ 3 0.8912 11.14 | |Q V| | | 4+ 4 0.9107 14.09 | | Q V | | 4+ 5 0.9341 17.04 | | Q V | | 4+ 6 0.9617 19.99 | | |Q | | 4+ 7 0.9933 22.94 | | |V Q | | 4+ 8 1.0289 25.89 | | | V Q | | 4+ 9 1.0687 28.84 | | | V Q | 4+10 1.1125 31.79 | | | V | Q | 4+11 1.1603 34.75 | | | V | Q | 4+12 1.2122 37.70 | | | V | Q 4+13 1.2594 34.21 | | | V | Q | 4+14 1.3017 30.73 | | | V | Q | Page | 80 of 194 Marja Acres Drainage Report 4+15 1.3392 27.24 | | | QV| | 4+16 1.3719 23.76 | | | Q V | 4+17 1.3999 20.28 | | |Q V | 4+18 1.4230 16.79 | | Q | |V | 4+19 1.4413 13.31 | | Q | |V | 4+20 1.4549 9.83 | Q | | V | 4+21 1.4636 6.34 | Q | | | V | 4+22 1.4720 6.11 | Q | | | V | 4+23 1.4801 5.87 | Q | | | V | 4+24 1.4879 5.64 | Q | | | V | 4+25 1.4953 5.41 | Q | | | V | 4+26 1.5025 5.18 | Q | | | V | 4+27 1.5093 4.94 | Q | | | V | 4+28 1.5157 4.71 | Q | | | V | 4+29 1.5219 4.48 | Q | | | V | 4+30 1.5278 4.24 | Q | | | V | 4+31 1.5335 4.14 | Q | | | V | 4+32 1.5390 4.04 | Q | | | V | 4+33 1.5444 3.94 | Q | | | V | 4+34 1.5497 3.83 | Q | | | V | 4+35 1.5549 3.73 | Q | | | V | 4+36 1.5599 3.63 | Q | | | V | 4+37 1.5647 3.52 | Q | | | V | 4+38 1.5694 3.42 | Q | | | V | 4+39 1.5740 3.32 | Q | | | V | 4+40 1.5785 3.26 | Q | | | V | 4+41 1.5829 3.20 | Q | | | V | 4+42 1.5872 3.14 | Q | | | V | 4+43 1.5915 3.08 | Q | | | V | 4+44 1.5956 3.02 | Q | | | V | 4+45 1.5997 2.96 | Q | | | V | 4+46 1.6037 2.90 | Q | | | V | 4+47 1.6076 2.84 | Q | | | V | 4+48 1.6114 2.78 | Q | | | V | 4+49 1.6152 2.74 | Q | | | V | 4+50 1.6189 2.70 | Q | | | V | 4+51 1.6226 2.66 | Q | | | V | 4+52 1.6262 2.62 | Q | | | V | 4+53 1.6298 2.58 | Q | | | V | 4+54 1.6333 2.54 | Q | | | V | 4+55 1.6367 2.50 | Q | | | V | 4+56 1.6401 2.46 | Q | | | V | 4+57 1.6434 2.42 | Q | | | V | 4+58 1.6467 2.39 | Q | | | V | 4+59 1.6500 2.36 | Q | | | V | 5+ 0 1.6532 2.33 | Q | | | V | 5+ 1 1.6564 2.30 | Q | | | V | 5+ 2 1.6595 2.28 | Q | | | V | 5+ 3 1.6626 2.25 | Q | | | V | 5+ 4 1.6656 2.22 | Q | | | V | 5+ 5 1.6687 2.19 | Q | | | V | 5+ 6 1.6716 2.16 | Q | | | V | 5+ 7 1.6746 2.14 | Q | | | V | 5+ 8 1.6775 2.11 | Q | | | V | 5+ 9 1.6804 2.09 | Q | | | V | 5+10 1.6832 2.07 | Q | | | V | 5+11 1.6860 2.05 | Q | | | V | 5+12 1.6888 2.03 | Q | | | V | Page | 81 of 194 Marja Acres Drainage Report 5+13 1.6916 2.00 | Q | | | V | 5+14 1.6943 1.98 | Q | | | V | 5+15 1.6970 1.96 | Q | | | V | 5+16 1.6997 1.94 | Q | | | V | 5+17 1.7023 1.92 | Q | | | V | 5+18 1.7050 1.91 | Q | | | V | 5+19 1.7076 1.89 | Q | | | V | 5+20 1.7101 1.87 |Q | | | V | 5+21 1.7127 1.85 |Q | | | V | 5+22 1.7152 1.84 |Q | | | V | 5+23 1.7177 1.82 |Q | | | V | 5+24 1.7202 1.80 |Q | | | V | 5+25 1.7227 1.79 |Q | | | V | 5+26 1.7251 1.77 |Q | | | V | 5+27 1.7275 1.76 |Q | | | V | 5+28 1.7299 1.74 |Q | | | V | 5+29 1.7323 1.73 |Q | | | V | 5+30 1.7347 1.71 |Q | | | V | 5+31 1.7370 1.70 |Q | | | V | 5+32 1.7394 1.69 |Q | | | V | 5+33 1.7417 1.67 |Q | | | V | 5+34 1.7439 1.66 |Q | | | V | 5+35 1.7462 1.65 |Q | | | V | 5+36 1.7485 1.64 |Q | | | V | 5+37 1.7507 1.62 |Q | | | V | 5+38 1.7529 1.61 |Q | | | V | 5+39 1.7551 1.60 |Q | | | V | 5+40 1.7573 1.59 |Q | | | V | 5+41 1.7595 1.58 |Q | | | V | 5+42 1.7616 1.56 |Q | | | V | 5+43 1.7638 1.55 |Q | | | V | 5+44 1.7659 1.54 |Q | | | V | 5+45 1.7680 1.53 |Q | | | V | 5+46 1.7701 1.52 |Q | | | V| 5+47 1.7722 1.51 |Q | | | V| 5+48 1.7743 1.50 |Q | | | V| 5+49 1.7763 1.49 |Q | | | V| 5+50 1.7784 1.48 |Q | | | V| 5+51 1.7804 1.47 |Q | | | V| 5+52 1.7824 1.46 |Q | | | V| 5+53 1.7844 1.45 |Q | | | V| 5+54 1.7864 1.45 |Q | | | V| 5+55 1.7884 1.44 |Q | | | V| 5+56 1.7903 1.43 |Q | | | V| 5+57 1.7923 1.42 |Q | | | V| 5+58 1.7942 1.41 |Q | | | V| 5+59 1.7962 1.40 |Q | | | V| 6+ 0 1.7981 1.39 |Q | | | V| 6+ 1 1.8000 1.39 |Q | | | V| 6+ 2 1.8019 1.38 |Q | | | V| 6+ 3 1.8038 1.37 |Q | | | V| 6+ 4 1.8057 1.36 |Q | | | V| 6+ 5 1.8075 1.35 |Q | | | V| 6+ 6 1.8094 1.35 |Q | | | V| 6+ 7 1.8112 1.34 |Q | | | V| 6+ 8 1.8131 1.33 |Q | | | V| 6+ 9 1.8149 1.32 |Q | | | V ----------------------------------------------------------------------- Page | 82 of 194 Marja Acres Drainage Report BASIN G ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 210.000 **** INITIAL AREA EVALUATION **** G.1_____________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.300 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 108.000(Ft.) Lowest elevation = 92.500(Ft.) Elevation difference = 15.500(Ft.) Slope = 15.500 % Top of Initial Area Slope adjusted by User to 10.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 10.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.68 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.3000)*( 100.000^.5)/( 10.000^(1/3)]= 6.68 Rainfall intensity (I) = 5.899(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.300 Subarea runoff = 0.142(CFS) Total initial stream area = 0.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 215.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** G.2_____________________________________________________________________ Top of street segment elevation = 92.500(Ft.) End of street segment elevation = 78.900(Ft.) Length of street segment = 790.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 19.000(Ft.) Distance from crown to crossfall grade break = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.864(CFS) Depth of flow = 0.276(Ft.), Average velocity = 2.435(Ft/s) Page | 83 of 194 Marja Acres Drainage Report Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.969(Ft.) Flow velocity = 2.43(Ft/s) Travel time = 5.41 min. TC = 12.09 min. Adding area flow to street Rainfall intensity (I) = 4.025(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Rainfall intensity = 4.025(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.618 CA = 1.416 Subarea runoff = 5.558(CFS) for 2.210(Ac.) Total runoff = 5.700(CFS) Total area = 2.290(Ac.) Street flow at end of street = 5.700(CFS) Half street flow at end of street = 2.850(CFS) Depth of flow = 0.327(Ft.), Average velocity = 2.839(Ft/s) Flow width (from curb towards crown)= 9.493(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 215.000 to Point/Station 218.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 72.400(Ft.) Downstream point/station elevation = 72.170(Ft.) Pipe length = 37.50(Ft.) Slope = 0.0061 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.700(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.700(CFS) Normal flow depth in pipe = 11.02(In.) Flow top width inside pipe = 17.54(In.) Critical Depth = 11.05(In.) Pipe flow velocity = 5.03(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 12.22 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 215.000 to Point/Station 225.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.290(Ac.) Runoff from this stream = 5.700(CFS) Time of concentration = 12.22 min. Rainfall intensity = 3.998(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.700 12.22 3.998 Qmax(1) = 1.000 * 1.000 * 5.700) + = 5.700 Total of 1 streams to confluence: Flow rates before confluence point: 5.700 Page | 84 of 194 Marja Acres Drainage Report Maximum flow rates at confluence using above data: 5.700 Area of streams before confluence: 2.290 Results of confluence: Total flow rate = 5.700(CFS) Time of concentration = 12.216 min. Effective stream area after confluence = 2.290(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 85.000 to Point/Station 220.000 **** INITIAL AREA EVALUATION **** G.3_____________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 65.000(Ft.) Highest elevation = 88.900(Ft.) Lowest elevation = 88.100(Ft.) Elevation difference = 0.800(Ft.) Slope = 1.231 % Top of Initial Area Slope adjusted by User to 1.300 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.30 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.94 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.8700)*( 60.000^.5)/( 1.300^(1/3)]= 2.94 Calculated TC of 2.938 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.248(CFS) Total initial stream area = 0.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 220.000 to Point/Station 225.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** G.4_____________________________________________________________________ Top of street segment elevation = 88.100(Ft.) End of street segment elevation = 79.000(Ft.) Length of street segment = 418.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 19.000(Ft.) Distance from crown to crossfall grade break = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Page | 85 of 194 Marja Acres Drainage Report Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.962(CFS) Depth of flow = 0.203(Ft.), Average velocity = 2.246(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 3.340(Ft.) Flow velocity = 2.25(Ft/s) Travel time = 3.10 min. TC = 6.04 min. Adding area flow to street Rainfall intensity (I) = 6.298(In/Hr) for a 100.0 year storm User specified 'C' value of 0.900 given for subarea Rainfall intensity = 6.298(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.896 CA = 0.296 Subarea runoff = 1.615(CFS) for 0.290(Ac.) Total runoff = 1.863(CFS) Total area = 0.330(Ac.) Street flow at end of street = 1.863(CFS) Half street flow at end of street = 0.931(CFS) Depth of flow = 0.242(Ft.), Average velocity = 2.454(Ft/s) Flow width (from curb towards crown)= 5.263(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 225.000 to Point/Station 218.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 72.330(Ft.) Downstream point/station elevation = 72.170(Ft.) Pipe length = 3.00(Ft.) Slope = 0.0533 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.863(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.863(CFS) Normal flow depth in pipe = 3.38(In.) Flow top width inside pipe = 14.05(In.) Critical Depth = 6.16(In.) Pipe flow velocity = 8.12(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 6.05 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 220.000 to Point/Station 225.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.330(Ac.) Runoff from this stream = 1.863(CFS) Time of concentration = 6.05 min. Rainfall intensity = 6.294(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) Page | 86 of 194 Marja Acres Drainage Report 1 5.700 12.22 3.998 2 1.863 6.05 6.294 Qmax(1) = 1.000 * 1.000 * 5.700) + 0.635 * 1.000 * 1.863) + = 6.884 Qmax(2) = 1.000 * 0.495 * 5.700) + 1.000 * 1.000 * 1.863) + = 4.684 Total of 2 streams to confluence: Flow rates before confluence point: 5.700 1.863 Maximum flow rates at confluence using above data: 6.884 4.684 Area of streams before confluence: 2.290 0.330 Results of confluence: Total flow rate = 6.884(CFS) Time of concentration = 12.216 min. Effective stream area after confluence = 2.620(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 218.000 to Point/Station 230.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 71.840(Ft.) Downstream point/station elevation = 66.930(Ft.) Pipe length = 491.40(Ft.) Slope = 0.0100 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.884(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.884(CFS) Normal flow depth in pipe = 10.63(In.) Flow top width inside pipe = 17.70(In.) Critical Depth = 12.19(In.) Pipe flow velocity = 6.34(Ft/s) Travel time through pipe = 1.29 min. Time of concentration (TC) = 13.51 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 230.000 to Point/Station 230.000 **** SUBAREA FLOW ADDITION **** G.5_____________________________________________________________________ Rainfall intensity (I) = 3.747(In/Hr) for a 100.0 year storm User specified 'C' value of 0.780 given for subarea Time of concentration = 13.51 min. Rainfall intensity = 3.747(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.693 CA = 2.625 Subarea runoff = 2.951(CFS) for 1.170(Ac.) Total runoff = 9.835(CFS) Total area = 3.790(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 230.000 to Point/Station 231.000 Page | 87 of 194 Marja Acres Drainage Report **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 66.930(Ft.) Downstream point/station elevation = 62.730(Ft.) Pipe length = 181.62(Ft.) Slope = 0.0231 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.835(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 9.835(CFS) Normal flow depth in pipe = 10.22(In.) Flow top width inside pipe = 17.83(In.) Critical Depth = 14.51(In.) Pipe flow velocity = 9.51(Ft/s) Travel time through pipe = 0.32 min. Time of concentration (TC) = 13.83 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 231.000 to Point/Station 232.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 62.400(Ft.) Downstream point/station elevation = 59.130(Ft.) Pipe length = 41.70(Ft.) Slope = 0.0784 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.835(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 9.835(CFS) Normal flow depth in pipe = 7.17(In.) Flow top width inside pipe = 17.62(In.) Critical Depth = 14.51(In.) Pipe flow velocity = 14.99(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 13.87 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 232.000 to Point/Station 235.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 58.800(Ft.) Downstream point/station elevation = 55.600(Ft.) Pipe length = 49.40(Ft.) Slope = 0.0648 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.835(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 9.835(CFS) Normal flow depth in pipe = 7.56(In.) Flow top width inside pipe = 17.77(In.) Critical Depth = 14.51(In.) Pipe flow velocity = 13.98(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 13.93 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 230.000 to Point/Station 235.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.790(Ac.) Page | 88 of 194 Marja Acres Drainage Report Runoff from this stream = 9.835(CFS) Time of concentration = 13.93 min. Rainfall intensity = 3.673(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.835 13.93 3.673 Qmax(1) = 1.000 * 1.000 * 9.835) + = 9.835 Total of 1 streams to confluence: Flow rates before confluence point: 9.835 Maximum flow rates at confluence using above data: 9.835 Area of streams before confluence: 3.790 Results of confluence: Total flow rate = 9.835(CFS) Time of concentration = 13.932 min. Effective stream area after confluence = 3.790(Ac.) BASIN I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 240.000 to Point/Station 245.000 **** INITIAL AREA EVALUATION **** I.1_____________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [MEDIUM DENSITY RESIDENTIAL ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.600 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 66.400(Ft.) Lowest elevation = 60.500(Ft.) Elevation difference = 5.900(Ft.) Slope = 5.900 % Top of Initial Area Slope adjusted by User to 5.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 5.50 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.10 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6000)*( 100.000^.5)/( 5.500^(1/3)]= 5.10 Rainfall intensity (I) = 7.025(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.600 Subarea runoff = 0.464(CFS) Total initial stream area = 0.110(Ac.) Page | 89 of 194 Marja Acres Drainage Report ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 245.000 to Point/Station 250.000 **** IMPROVED CHANNEL TRAVEL TIME **** I.2_____________________________________________________________________ Upstream point elevation = 60.500(Ft.) Downstream point elevation = 58.200(Ft.) Channel length thru subarea = 120.000(Ft.) Channel base width = 1.000(Ft.) Slope or 'Z' of left channel bank = 0.500 Slope or 'Z' of right channel bank = 1.500 Estimated mean flow rate at midpoint of channel = 2.465(CFS) Manning's 'N' = 0.005 Maximum depth of channel = 0.500(Ft.) Flow(q) thru subarea = 2.465(CFS) Depth of flow = 0.185(Ft.), Average velocity = 11.225(Ft/s) Channel flow top width = 1.371(Ft.) Flow Velocity = 11.23(Ft/s) Travel time = 0.18 min. Time of concentration = 5.28 min. Critical depth = 0.484(Ft.) Adding area flow to channel Rainfall intensity (I) = 6.871(In/Hr) for a 100.0 year storm User specified 'C' value of 0.790 given for subarea Rainfall intensity = 6.871(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.766 CA = 0.659 Subarea runoff = 4.061(CFS) for 0.750(Ac.) Total runoff = 4.524(CFS) Total area = 0.860(Ac.) Depth of flow = 0.264(Ft.), Average velocity = 13.533(Ft/s) Critical depth = 0.664(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 250.000 to Point/Station 235.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 56.100(Ft.) Downstream point/station elevation = 55.600(Ft.) Pipe length = 81.50(Ft.) Slope = 0.0061 Manning's N = 0.013 No. of pipes = 2 Required pipe flow = 4.524(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.262(CFS) Normal flow depth in pipe = 8.20(In.) Flow top width inside pipe = 11.16(In.) Critical Depth = 7.72(In.) Pipe flow velocity = 3.96(Ft/s) Travel time through pipe = 0.34 min. Time of concentration (TC) = 5.62 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 250.000 to Point/Station 235.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.860(Ac.) Runoff from this stream = 4.524(CFS) Page | 90 of 194 Marja Acres Drainage Report Time of concentration = 5.62 min. Rainfall intensity = 6.597(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.835 13.93 3.673 2 4.524 5.62 6.597 Qmax(1) = 1.000 * 1.000 * 9.835) + 0.557 * 1.000 * 4.524) + = 12.354 Qmax(2) = 1.000 * 0.403 * 9.835) + 1.000 * 1.000 * 4.524) + = 8.492 Total of 2 streams to confluence: Flow rates before confluence point: 9.835 4.524 Maximum flow rates at confluence using above data: 12.354 8.492 Area of streams before confluence: 3.790 0.860 Results of confluence: Total flow rate = 12.354(CFS) Time of concentration = 13.932 min. Effective stream area after confluence = 4.650(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 235.000 to Point/Station 255.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 55.270(Ft.) Downstream point/station elevation = 53.500(Ft.) Pipe length = 82.57(Ft.) Slope = 0.0214 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.354(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 12.354(CFS) Normal flow depth in pipe = 12.21(In.) Flow top width inside pipe = 16.82(In.) Critical Depth = 15.93(In.) Pipe flow velocity = 9.68(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 14.07 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 255.000 to Point/Station 255.000 **** SUBAREA FLOW ADDITION **** I.3_____________________________________________________________________ Rainfall intensity (I) = 3.649(In/Hr) for a 100.0 year storm User specified 'C' value of 0.400 given for subarea Time of concentration = 14.07 min. Rainfall intensity = 3.649(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area Page | 91 of 194 Marja Acres Drainage Report (Q=KCIA) is C = 0.663 CA = 3.587 Subarea runoff = 0.736(CFS) for 0.760(Ac.) Total runoff = 13.090(CFS) Total area = 5.410(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 255.000 to Point/Station 255.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.410(Ac.) Runoff from this stream = 13.090(CFS) Time of concentration = 14.07 min. Rainfall intensity = 3.649(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 13.090 14.07 3.649 Qmax(1) = 1.000 * 1.000 * 13.090) + = 13.090 Total of 1 streams to confluence: Flow rates before confluence point: 13.090 Maximum flow rates at confluence using above data: 13.090 Area of streams before confluence: 5.410 Results of confluence: Total flow rate = 13.090(CFS) Time of concentration = 14.075 min. Effective stream area after confluence = 5.410(Ac.) Page | 92 of 194 Marja Acres Drainage Report BASIN H ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 260.000 **** INITIAL AREA EVALUATION **** H.1_____________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance = 65.000(Ft.) Highest elevation = 77.500(Ft.) Lowest elevation = 76.500(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.538 % Top of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.84 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.7900)*( 75.000^.5)/( 2.000^(1/3)]= 3.84 Calculated TC of 3.835 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 0.225(CFS) Total initial stream area = 0.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 260.000 to Point/Station 265.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** H.2_____________________________________________________________________ Top of street segment elevation = 76.500(Ft.) End of street segment elevation = 63.800(Ft.) Length of street segment = 517.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 19.000(Ft.) Distance from crown to crossfall grade break = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.093(CFS) Depth of flow = 0.208(Ft.), Average velocity = 2.397(Ft/s) Streetflow hydraulics at midpoint of street travel: Page | 93 of 194 Marja Acres Drainage Report Halfstreet flow width = 3.543(Ft.) Flow velocity = 2.40(Ft/s) Travel time = 3.60 min. TC = 7.43 min. Adding area flow to street Rainfall intensity (I) = 5.510(In/Hr) for a 100.0 year storm User specified 'C' value of 0.800 given for subarea Rainfall intensity = 5.510(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.799 CA = 0.376 Subarea runoff = 1.845(CFS) for 0.430(Ac.) Total runoff = 2.069(CFS) Total area = 0.470(Ac.) Street flow at end of street = 2.069(CFS) Half street flow at end of street = 1.035(CFS) Depth of flow = 0.245(Ft.), Average velocity = 2.629(Ft/s) Flow width (from curb towards crown)= 5.395(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 265.000 to Point/Station 275.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 57.600(Ft.) Downstream point/station elevation = 56.500(Ft.) Pipe length = 50.00(Ft.) Slope = 0.0220 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.069(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.069(CFS) Normal flow depth in pipe = 4.43(In.) Flow top width inside pipe = 15.51(In.) Critical Depth = 6.51(In.) Pipe flow velocity = 6.12(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 7.57 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 275.000 **** SUBAREA FLOW ADDITION **** H.3_____________________________________________________________________ Rainfall intensity (I) = 5.445(In/Hr) for a 100.0 year storm User specified 'C' value of 0.820 given for subarea Time of concentration = 7.57 min. Rainfall intensity = 5.445(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.808 CA = 0.646 Subarea runoff = 1.449(CFS) for 0.330(Ac.) Total runoff = 3.519(CFS) Total area = 0.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 275.000 to Point/Station 255.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 56.170(Ft.) Downstream point/station elevation = 53.500(Ft.) Pipe length = 25.20(Ft.) Slope = 0.1060 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.519(CFS) Page | 94 of 194 Marja Acres Drainage Report Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.519(CFS) Normal flow depth in pipe = 3.90(In.) Flow top width inside pipe = 14.83(In.) Critical Depth = 8.59(In.) Pipe flow velocity = 12.48(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 7.60 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 255.000 to Point/Station 255.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.800(Ac.) Runoff from this stream = 3.519(CFS) Time of concentration = 7.60 min. Rainfall intensity = 5.430(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 13.090 14.07 3.649 2 3.519 7.60 5.430 Qmax(1) = 1.000 * 1.000 * 13.090) + 0.672 * 1.000 * 3.519) + = 15.455 Qmax(2) = 1.000 * 0.540 * 13.090) + 1.000 * 1.000 * 3.519) + = 10.588 Total of 2 streams to confluence: Flow rates before confluence point: 13.090 3.519 Maximum flow rates at confluence using above data: 15.455 10.588 Area of streams before confluence: 5.410 0.800 Results of confluence: Total flow rate = 15.455(CFS) Time of concentration = 14.075 min. Effective stream area after confluence = 6.210(Ac.) BASIN 4 INFLOW Page | 95 of 194 Marja Acres Drainage Report ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 256.000 to Point/Station 256.000 **** 6 HOUR HYDROGRAPH **** ______________________________________________________________________ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Hydrograph Data - Section 6, San Diego County Hydrology manual, June 2003 Time of Concentration = 14.07 Basin Area = 6.21 Acres 6 Hour Rainfall = 2.700 Inches Runoff Coefficient = 0.68 Peak Discharge = 15.46 CFS Time (Min) Discharge (CFS) 0 0.000 14 0.681 28 0.718 42 0.739 56 0.784 70 0.810 84 0.869 98 0.902 112 0.981 126 1.027 140 1.139 154 1.208 168 1.385 182 1.502 196 1.835 210 2.090 224 3.069 238 4.325 252 15.455 266 2.462 280 1.647 294 1.289 308 1.079 322 0.940 336 0.838 350 0.761 364 0.699 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 1 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 3.9 7.7 11.6 15.5 ----------------------------------------------------------------------- 0+ 0 0.0000 0.00 Q | | | | 0+ 1 0.0001 0.05 Q | | | | 0+ 2 0.0002 0.10 Q | | | | 0+ 3 0.0004 0.15 Q | | | | 0+ 4 0.0007 0.19 Q | | | | 0+ 5 0.0010 0.24 Q | | | | 0+ 6 0.0014 0.29 Q | | | | 0+ 7 0.0019 0.34 Q | | | | Page | 96 of 194 Marja Acres Drainage Report 0+ 8 0.0024 0.39 VQ | | | | 0+ 9 0.0030 0.44 VQ | | | | 0+10 0.0037 0.49 VQ | | | | 0+11 0.0044 0.54 VQ | | | | 0+12 0.0052 0.58 VQ | | | | 0+13 0.0061 0.63 VQ | | | | 0+14 0.0070 0.68 VQ | | | | 0+15 0.0080 0.68 VQ | | | | 0+16 0.0089 0.69 VQ | | | | 0+17 0.0099 0.69 VQ | | | | 0+18 0.0108 0.69 VQ | | | | 0+19 0.0118 0.69 VQ | | | | 0+20 0.0127 0.70 VQ | | | | 0+21 0.0137 0.70 VQ | | | | 0+22 0.0147 0.70 VQ | | | | 0+23 0.0156 0.71 VQ | | | | 0+24 0.0166 0.71 VQ | | | | 0+25 0.0176 0.71 VQ | | | | 0+26 0.0186 0.71 VQ | | | | 0+27 0.0196 0.72 VQ | | | | 0+28 0.0206 0.72 VQ | | | | 0+29 0.0216 0.72 VQ | | | | 0+30 0.0225 0.72 VQ | | | | 0+31 0.0235 0.72 VQ | | | | 0+32 0.0245 0.72 |Q | | | | 0+33 0.0255 0.73 |Q | | | | 0+34 0.0265 0.73 |Q | | | | 0+35 0.0275 0.73 |Q | | | | 0+36 0.0285 0.73 |Q | | | | 0+37 0.0296 0.73 |Q | | | | 0+38 0.0306 0.73 |Q | | | | 0+39 0.0316 0.73 |Q | | | | 0+40 0.0326 0.74 |Q | | | | 0+41 0.0336 0.74 |Q | | | | 0+42 0.0346 0.74 |Q | | | | 0+43 0.0356 0.74 |Q | | | | 0+44 0.0367 0.75 |Q | | | | 0+45 0.0377 0.75 |Q | | | | 0+46 0.0387 0.75 |Q | | | | 0+47 0.0398 0.76 |Q | | | | 0+48 0.0408 0.76 |Q | | | | 0+49 0.0419 0.76 |Q | | | | 0+50 0.0429 0.76 |Q | | | | 0+51 0.0440 0.77 |Q | | | | 0+52 0.0450 0.77 |Q | | | | 0+53 0.0461 0.77 |VQ | | | | 0+54 0.0472 0.78 | Q | | | | 0+55 0.0483 0.78 | Q | | | | 0+56 0.0493 0.78 | Q | | | | 0+57 0.0504 0.79 | Q | | | | 0+58 0.0515 0.79 | Q | | | | 0+59 0.0526 0.79 | Q | | | | 1+ 0 0.0537 0.79 | Q | | | | 1+ 1 0.0548 0.79 | Q | | | | 1+ 2 0.0559 0.80 | Q | | | | 1+ 3 0.0570 0.80 | Q | | | | 1+ 4 0.0581 0.80 | Q | | | | 1+ 5 0.0592 0.80 | Q | | | | Page | 97 of 194 Marja Acres Drainage Report 1+ 6 0.0603 0.80 | Q | | | | 1+ 7 0.0614 0.80 | Q | | | | 1+ 8 0.0625 0.81 | Q | | | | 1+ 9 0.0636 0.81 | Q | | | | 1+10 0.0647 0.81 | Q | | | | 1+11 0.0659 0.81 | Q | | | | 1+12 0.0670 0.82 | Q | | | | 1+13 0.0681 0.82 | Q | | | | 1+14 0.0693 0.83 | Q | | | | 1+15 0.0704 0.83 | Q | | | | 1+16 0.0716 0.84 | QV | | | | 1+17 0.0727 0.84 | QV | | | | 1+18 0.0739 0.84 | QV | | | | 1+19 0.0750 0.85 | QV | | | | 1+20 0.0762 0.85 | QV | | | | 1+21 0.0774 0.86 | QV | | | | 1+22 0.0786 0.86 | QV | | | | 1+23 0.0798 0.86 | QV | | | | 1+24 0.0810 0.87 | QV | | | | 1+25 0.0822 0.87 | QV | | | | 1+26 0.0834 0.87 | QV | | | | 1+27 0.0846 0.88 | QV | | | | 1+28 0.0858 0.88 | QV | | | | 1+29 0.0870 0.88 | QV | | | | 1+30 0.0882 0.88 | QV | | | | 1+31 0.0894 0.89 | QV | | | | 1+32 0.0907 0.89 | QV | | | | 1+33 0.0919 0.89 | QV | | | | 1+34 0.0931 0.89 | QV | | | | 1+35 0.0943 0.90 | Q V | | | | 1+36 0.0956 0.90 | Q V | | | | 1+37 0.0968 0.90 | Q V | | | | 1+38 0.0981 0.90 | Q V | | | | 1+39 0.0993 0.91 | Q V | | | | 1+40 0.1006 0.91 | Q V | | | | 1+41 0.1018 0.92 | Q V | | | | 1+42 0.1031 0.92 | Q V | | | | 1+43 0.1044 0.93 | Q V | | | | 1+44 0.1057 0.94 | Q V | | | | 1+45 0.1070 0.94 | Q V | | | | 1+46 0.1083 0.95 | Q V | | | | 1+47 0.1096 0.95 | Q V | | | | 1+48 0.1109 0.96 | Q V | | | | 1+49 0.1122 0.96 | Q V | | | | 1+50 0.1136 0.97 | Q V | | | | 1+51 0.1149 0.98 | Q V | | | | 1+52 0.1163 0.98 | Q V | | | | 1+53 0.1176 0.98 | Q V | | | | 1+54 0.1190 0.99 | Q V | | | | 1+55 0.1204 0.99 | Q V | | | | 1+56 0.1217 0.99 | Q V | | | | 1+57 0.1231 1.00 | Q V | | | | 1+58 0.1245 1.00 | Q V | | | | 1+59 0.1259 1.00 | Q V | | | | 2+ 0 0.1272 1.01 | Q V | | | | 2+ 1 0.1286 1.01 | Q V | | | | 2+ 2 0.1300 1.01 | Q V | | | | 2+ 3 0.1314 1.02 | Q V | | | | Page | 98 of 194 Marja Acres Drainage Report 2+ 4 0.1328 1.02 | Q V | | | | 2+ 5 0.1343 1.02 | Q V | | | | 2+ 6 0.1357 1.03 | Q V | | | | 2+ 7 0.1371 1.04 | Q V | | | | 2+ 8 0.1385 1.04 | Q V | | | | 2+ 9 0.1400 1.05 | Q V | | | | 2+10 0.1414 1.06 | Q V | | | | 2+11 0.1429 1.07 | Q V | | | | 2+12 0.1444 1.08 | Q V | | | | 2+13 0.1459 1.08 | Q V | | | | 2+14 0.1474 1.09 | Q V | | | | 2+15 0.1489 1.10 | Q V | | | | 2+16 0.1504 1.11 | Q V | | | | 2+17 0.1520 1.12 | Q V | | | | 2+18 0.1535 1.12 | Q V | | | | 2+19 0.1551 1.13 | Q V | | | | 2+20 0.1566 1.14 | Q V | | | | 2+21 0.1582 1.14 | Q V | | | | 2+22 0.1598 1.15 | Q V | | | | 2+23 0.1614 1.15 | Q V | | | | 2+24 0.1630 1.16 | Q V | | | | 2+25 0.1646 1.16 | Q V | | | | 2+26 0.1662 1.17 | Q V | | | | 2+27 0.1678 1.17 | Q V | | | | 2+28 0.1694 1.18 | Q V | | | | 2+29 0.1711 1.18 | Q V | | | | 2+30 0.1727 1.19 | Q V | | | | 2+31 0.1743 1.19 | Q V | | | | 2+32 0.1760 1.20 | Q V | | | | 2+33 0.1776 1.20 | Q V | | | | 2+34 0.1793 1.21 | Q V | | | | 2+35 0.1810 1.22 | Q V | | | | 2+36 0.1827 1.23 | Q V | | | | 2+37 0.1844 1.25 | Q V | | | | 2+38 0.1861 1.26 | Q V | | | | 2+39 0.1879 1.27 | Q V | | | | 2+40 0.1897 1.28 | Q V | | | | 2+41 0.1914 1.30 | Q V | | | | 2+42 0.1933 1.31 | Q V | | | | 2+43 0.1951 1.32 | Q V | | | | 2+44 0.1969 1.33 | Q V | | | | 2+45 0.1988 1.35 | Q V | | | | 2+46 0.2006 1.36 | Q V | | | | 2+47 0.2025 1.37 | Q V | | | | 2+48 0.2044 1.38 | Q V | | | | 2+49 0.2064 1.39 | Q V | | | | 2+50 0.2083 1.40 | Q V | | | | 2+51 0.2102 1.41 | Q V | | | | 2+52 0.2122 1.42 | Q V | | | | 2+53 0.2141 1.43 | Q V| | | | 2+54 0.2161 1.43 | Q V| | | | 2+55 0.2181 1.44 | Q V| | | | 2+56 0.2201 1.45 | Q V| | | | 2+57 0.2221 1.46 | Q V| | | | 2+58 0.2241 1.47 | Q V| | | | 2+59 0.2262 1.48 | Q V| | | | 3+ 0 0.2282 1.48 | Q V| | | | 3+ 1 0.2303 1.49 | Q V| | | | Page | 99 of 194 Marja Acres Drainage Report 3+ 2 0.2323 1.50 | Q V| | | | 3+ 3 0.2344 1.53 | Q V| | | | 3+ 4 0.2366 1.55 | Q V | | | 3+ 5 0.2387 1.57 | Q V | | | 3+ 6 0.2409 1.60 | Q V | | | 3+ 7 0.2432 1.62 | Q V | | | 3+ 8 0.2454 1.64 | Q V | | | 3+ 9 0.2477 1.67 | Q V | | | 3+10 0.2501 1.69 | Q V | | | 3+11 0.2524 1.72 | Q V | | | 3+12 0.2548 1.74 | Q V | | | 3+13 0.2573 1.76 | Q V | | | 3+14 0.2597 1.79 | Q |V | | | 3+15 0.2622 1.81 | Q |V | | | 3+16 0.2647 1.84 | Q |V | | | 3+17 0.2673 1.85 | Q |V | | | 3+18 0.2699 1.87 | Q |V | | | 3+19 0.2725 1.89 | Q |V | | | 3+20 0.2751 1.91 | Q |V | | | 3+21 0.2778 1.93 | Q |V | | | 3+22 0.2804 1.94 | Q |V | | | 3+23 0.2831 1.96 | Q | V | | | 3+24 0.2859 1.98 | Q | V | | | 3+25 0.2886 2.00 | Q | V | | | 3+26 0.2914 2.02 | Q | V | | | 3+27 0.2942 2.04 | Q | V | | | 3+28 0.2970 2.05 | Q | V | | | 3+29 0.2999 2.07 | Q | V | | | 3+30 0.3028 2.09 | Q | V | | | 3+31 0.3058 2.16 | Q | V | | | 3+32 0.3088 2.23 | Q | V | | | 3+33 0.3120 2.30 | Q | V | | | 3+34 0.3153 2.37 | Q | V | | | 3+35 0.3186 2.44 | Q | V | | | 3+36 0.3221 2.51 | Q | V | | | 3+37 0.3256 2.58 | Q | V | | | 3+38 0.3293 2.65 | Q | V | | | 3+39 0.3330 2.72 | Q | V | | | 3+40 0.3369 2.79 | Q | V | | | 3+41 0.3408 2.86 | Q | V | | | 3+42 0.3448 2.93 | Q | V | | | 3+43 0.3490 3.00 | Q | V | | | 3+44 0.3532 3.07 | Q | V | | | 3+45 0.3576 3.16 | Q | V | | | 3+46 0.3620 3.25 | Q | V | | | 3+47 0.3666 3.34 | Q | V | | | 3+48 0.3713 3.43 | Q | V | | | 3+49 0.3762 3.52 | Q| V | | | 3+50 0.3812 3.61 | Q| V | | | 3+51 0.3863 3.70 | Q| V | | | 3+52 0.3915 3.79 | Q| V | | | 3+53 0.3968 3.88 | Q V | | | 3+54 0.4023 3.97 | Q V | | | 3+55 0.4079 4.06 | Q V | | | 3+56 0.4136 4.15 | Q V | | | 3+57 0.4194 4.24 | Q V | | | 3+58 0.4254 4.32 | |Q V | | | 3+59 0.4324 5.12 | | Q V | | | Page | 100 of 194 Marja Acres Drainage Report 4+ 0 0.4406 5.91 | | Q V | | | 4+ 1 0.4498 6.71 | | Q V| | | 4+ 2 0.4601 7.50 | | Q| | | 4+ 3 0.4716 8.30 | | V|Q | | 4+ 4 0.4841 9.09 | | V Q | | 4+ 5 0.4977 9.89 | | |V Q | | 4+ 6 0.5124 10.68 | | |V Q | | 4+ 7 0.5282 11.48 | | | V Q| | 4+ 8 0.5452 12.28 | | | V |Q | 4+ 9 0.5632 13.07 | | | V | Q | 4+10 0.5823 13.87 | | | V | Q | 4+11 0.6024 14.66 | | | V | Q | 4+12 0.6237 15.46 | | | V | Q 4+13 0.6437 14.53 | | | V | Q | 4+14 0.6625 13.60 | | | V | Q | 4+15 0.6799 12.67 | | | V | Q | 4+16 0.6961 11.74 | | | VQ | 4+17 0.7110 10.81 | | | Q V | 4+18 0.7246 9.89 | | | Q V | 4+19 0.7370 8.96 | | | Q |V | 4+20 0.7480 8.03 | | Q |V | 4+21 0.7578 7.10 | | Q | | V | 4+22 0.7663 6.17 | | Q | | V | 4+23 0.7735 5.25 | | Q | | V | 4+24 0.7795 4.32 | |Q | | V | 4+25 0.7842 3.39 | Q | | | V | 4+26 0.7875 2.46 | Q | | | V | 4+27 0.7909 2.40 | Q | | | V | 4+28 0.7941 2.35 | Q | | | V | 4+29 0.7972 2.29 | Q | | | V | 4+30 0.8003 2.23 | Q | | | V | 4+31 0.8033 2.17 | Q | | | V | 4+32 0.8062 2.11 | Q | | | V | 4+33 0.8090 2.05 | Q | | | V | 4+34 0.8118 2.00 | Q | | | V | 4+35 0.8145 1.94 | Q | | | V | 4+36 0.8170 1.88 | Q | | | V | 4+37 0.8196 1.82 | Q | | | V | 4+38 0.8220 1.76 | Q | | | V | 4+39 0.8243 1.71 | Q | | | V | 4+40 0.8266 1.65 | Q | | | V | 4+41 0.8288 1.62 | Q | | | V | 4+42 0.8310 1.60 | Q | | | V | 4+43 0.8332 1.57 | Q | | | V | 4+44 0.8353 1.54 | Q | | | V | 4+45 0.8374 1.52 | Q | | | V | 4+46 0.8395 1.49 | Q | | | V | 4+47 0.8415 1.47 | Q | | | V | 4+48 0.8435 1.44 | Q | | | V | 4+49 0.8454 1.42 | Q | | | V | 4+50 0.8473 1.39 | Q | | | V | 4+51 0.8492 1.37 | Q | | | V | 4+52 0.8511 1.34 | Q | | | V | 4+53 0.8529 1.31 | Q | | | V | 4+54 0.8547 1.29 | Q | | | V | 4+55 0.8564 1.27 | Q | | | V | 4+56 0.8581 1.26 | Q | | | V | 4+57 0.8599 1.24 | Q | | | V | Page | 101 of 194 Marja Acres Drainage Report 4+58 0.8616 1.23 | Q | | | V | 4+59 0.8632 1.21 | Q | | | V | 5+ 0 0.8649 1.20 | Q | | | V | 5+ 1 0.8665 1.18 | Q | | | V | 5+ 2 0.8681 1.17 | Q | | | V | 5+ 3 0.8697 1.15 | Q | | | V | 5+ 4 0.8713 1.14 | Q | | | V | 5+ 5 0.8728 1.12 | Q | | | V | 5+ 6 0.8744 1.11 | Q | | | V | 5+ 7 0.8759 1.09 | Q | | | V | 5+ 8 0.8774 1.08 | Q | | | V | 5+ 9 0.8788 1.07 | Q | | | V | 5+10 0.8803 1.06 | Q | | | V | 5+11 0.8817 1.05 | Q | | | V | 5+12 0.8832 1.04 | Q | | | V | 5+13 0.8846 1.03 | Q | | | V | 5+14 0.8860 1.02 | Q | | | V | 5+15 0.8874 1.01 | Q | | | V | 5+16 0.8888 1.00 | Q | | | V | 5+17 0.8901 0.99 | Q | | | V | 5+18 0.8915 0.98 | Q | | | V | 5+19 0.8928 0.97 | Q | | | V | 5+20 0.8941 0.96 | Q | | | V | 5+21 0.8954 0.95 | Q | | | V | 5+22 0.8967 0.94 | Q | | | V | 5+23 0.8980 0.93 | Q | | | V | 5+24 0.8993 0.93 | Q | | | V | 5+25 0.9005 0.92 | Q | | | V | 5+26 0.9018 0.91 | Q | | | V | 5+27 0.9030 0.90 | Q | | | V | 5+28 0.9043 0.90 | Q | | | V | 5+29 0.9055 0.89 | Q | | | V | 5+30 0.9067 0.88 | Q | | | V | 5+31 0.9079 0.87 | Q | | | V | 5+32 0.9091 0.87 | Q | | | V | 5+33 0.9103 0.86 | Q | | | V | 5+34 0.9115 0.85 | Q | | | V | 5+35 0.9126 0.85 | Q | | | V | 5+36 0.9138 0.84 | Q | | | V | 5+37 0.9149 0.83 | Q | | | V | 5+38 0.9161 0.83 | Q | | | V | 5+39 0.9172 0.82 | Q | | | V | 5+40 0.9183 0.82 | Q | | | V | 5+41 0.9195 0.81 | Q | | | V | 5+42 0.9206 0.80 | Q | | | V| 5+43 0.9217 0.80 | Q | | | V| 5+44 0.9228 0.79 | Q | | | V| 5+45 0.9238 0.79 | Q | | | V| 5+46 0.9249 0.78 | Q | | | V| 5+47 0.9260 0.78 | Q | | | V| 5+48 0.9271 0.77 |Q | | | V| 5+49 0.9281 0.77 |Q | | | V| 5+50 0.9292 0.76 |Q | | | V| 5+51 0.9302 0.76 |Q | | | V| 5+52 0.9312 0.75 |Q | | | V| 5+53 0.9323 0.75 |Q | | | V| 5+54 0.9333 0.74 |Q | | | V| 5+55 0.9343 0.74 |Q | | | V| Page | 102 of 194 Marja Acres Drainage Report 5+56 0.9353 0.73 |Q | | | V| 5+57 0.9363 0.73 |Q | | | V| 5+58 0.9373 0.73 |Q | | | V| 5+59 0.9383 0.72 |Q | | | V| 6+ 0 0.9393 0.72 |Q | | | V| 6+ 1 0.9403 0.71 |Q | | | V| 6+ 2 0.9413 0.71 |Q | | | V| 6+ 3 0.9422 0.70 |Q | | | V| 6+ 4 0.9432 0.70 |Q | | | V ----------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 255.000 to Point/Station 332.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** BASIN 4 OUTFLOW ______________________________________________________________________ Upstream point/station elevation = 48.000(Ft.) Downstream point/station elevation = 46.790(Ft.) Pipe length = 96.20(Ft.) Slope = 0.0090 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.455(CFS) Given pipe size = 18.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 2.993(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 2.082(Ft.) Minor friction loss = 1.782(Ft.) K-factor = 1.50 Pipe flow velocity = 8.75(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 14.26 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 332.000 to Point/Station 332.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.210(Ac.) Runoff from this stream = 15.455(CFS) Time of concentration = 14.26 min. Rainfall intensity = 3.619(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 15.455 14.26 3.619 Qmax(1) = 1.000 * 1.000 * 15.455) + = 15.455 Total of 1 streams to confluence: Flow rates before confluence point: 15.455 Page | 103 of 194 Marja Acres Drainage Report Maximum flow rates at confluence using above data: 15.455 Area of streams before confluence: 6.210 Results of confluence: Total flow rate = 15.455(CFS) Time of concentration = 14.258 min. Effective stream area after confluence = 6.210(Ac.) BASIN J ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 315.000 **** INITIAL AREA EVALUATION **** J.1_____________________________________________________________________ Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.200 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 68.000(Ft.) Lowest elevation = 64.500(Ft.) Elevation difference = 3.500(Ft.) Slope = 3.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 3.50 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 10.67 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.2000)*( 100.000^.5)/( 3.500^(1/3)]= 10.67 Rainfall intensity (I) = 4.363(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.200 Subarea runoff = 0.026(CFS) Total initial stream area = 0.030(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 315.000 to Point/Station 320.000 **** SUBAREA FLOW ADDITION **** J.2_____________________________________________________________________ Rainfall intensity (I) = 4.363(In/Hr) for a 100.0 year storm User specified 'C' value of 0.210 given for subarea Time of concentration = 10.67 min. Rainfall intensity = 4.363(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.209 CA = 0.067 Subarea runoff = 0.266(CFS) for 0.290(Ac.) Total runoff = 0.292(CFS) Total area = 0.320(Ac.) Page | 104 of 194 Marja Acres Drainage Report ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 325.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 48.800(Ft.) Downstream point/station elevation = 48.500(Ft.) Pipe length = 40.30(Ft.) Slope = 0.0055 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.292(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.292(CFS) Normal flow depth in pipe = 3.71(In.) Flow top width inside pipe = 5.83(In.) Critical Depth = 3.28(In.) Pipe flow velocity = 2.29(Ft/s) Travel time through pipe = 0.29 min. Time of concentration (TC) = 10.96 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 265.000 to Point/Station 277.000 **** INITIAL AREA EVALUATION **** J.3_____________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [MEDIUM DENSITY RESIDENTIAL ] (10.9 DU/A or Less ) Impervious value, Ai = 0.450 Sub-Area C Value = 0.570 Initial subarea total flow distance = 75.000(Ft.) Highest elevation = 63.800(Ft.) Lowest elevation = 55.600(Ft.) Elevation difference = 8.200(Ft.) Slope = 10.933 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 10.93 %, in a development type of 10.9 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.30 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.5700)*( 100.000^.5)/( 10.930^(1/3)]= 4.30 Calculated TC of 4.299 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.365(CFS) Total initial stream area = 0.090(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 277.000 to Point/Station 325.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** J.4_____________________________________________________________________ Estimated mean flow rate at midpoint of channel = 0.527(CFS) Depth of flow = 0.158(Ft.), Average velocity = 3.262(Ft/s) ******* Irregular Channel Data *********** Page | 105 of 194 Marja Acres Drainage Report ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.05 0.00 3 1.55 0.13 4 19.55 0.49 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 0.527(CFS) ' ' flow top width = 2.937(Ft.) ' ' velocity= 3.262(Ft/s) ' ' area = 0.162(Sq.Ft) ' ' Froude number = 2.451 Upstream point elevation = 55.600(Ft.) Downstream point elevation = 52.500(Ft.) Flow length = 56.000(Ft.) Travel time = 0.29 min. Time of concentration = 4.58 min. Depth of flow = 0.158(Ft.) Average velocity = 3.262(Ft/s) Total irregular channel flow = 0.527(CFS) Irregular channel normal depth above invert elev. = 0.158(Ft.) Average velocity of channel(s) = 3.262(Ft/s) Adding area flow to channel Calculated TC of 4.585 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm User specified 'C' value of 0.570 given for subarea Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.097 Subarea runoff = 0.324(CFS) for 0.080(Ac.) Total runoff = 0.689(CFS) Total area = 0.170(Ac.) Depth of flow = 0.172(Ft.), Average velocity = 3.351(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 325.000 to Point/Station 325.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ User specified 'C' value of 0.010 given for subarea Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 5.00 min. Rain intensity = 7.11(In/Hr) Total area = 0.000(Ac.) Total runoff = 0.981(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 325.000 to Point/Station 281.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 48.500(Ft.) Downstream point/station elevation = 48.130(Ft.) Page | 106 of 194 Marja Acres Drainage Report Pipe length = 52.60(Ft.) Slope = 0.0051 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.981(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.981(CFS) Normal flow depth in pipe = 5.16(In.) Flow top width inside pipe = 11.88(In.) Critical Depth = 4.99(In.) Pipe flow velocity = 3.04(Ft/s) Travel time through pipe = 0.29 min. Time of concentration (TC) = 5.29 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 275.000 to Point/Station 279.000 **** INITIAL AREA EVALUATION **** J.5_____________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.810 Initial subarea total flow distance = 75.000(Ft.) Highest elevation = 63.800(Ft.) Lowest elevation = 57.500(Ft.) Elevation difference = 6.300(Ft.) Slope = 8.400 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 8.40 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.57 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.8100)*( 100.000^.5)/( 8.400^(1/3)]= 2.57 Calculated TC of 2.568 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.810 Subarea runoff = 0.403(CFS) Total initial stream area = 0.070(Ac.) Page | 107 of 194 Marja Acres Drainage Report ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 279.000 to Point/Station 281.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** J.6_____________________________________________________________________ Estimated mean flow rate at midpoint of channel = 0.605(CFS) Depth of flow = 0.162(Ft.), Average velocity = 3.503(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.05 0.00 3 1.55 0.13 4 19.55 0.49 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 0.605(CFS) ' ' flow top width = 3.121(Ft.) ' ' velocity= 3.503(Ft/s) ' ' area = 0.173(Sq.Ft) ' ' Froude number = 2.624 Upstream point elevation = 57.500(Ft.) Downstream point elevation = 52.760(Ft.) Flow length = 75.000(Ft.) Travel time = 0.36 min. Time of concentration = 2.92 min. Depth of flow = 0.162(Ft.) Average velocity = 3.503(Ft/s) Total irregular channel flow = 0.605(CFS) Irregular channel normal depth above invert elev. = 0.162(Ft.) Average velocity of channel(s) = 3.503(Ft/s) Adding area flow to channel Calculated TC of 2.925 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm User specified 'C' value of 0.670 given for subarea Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.740 CA = 0.104 Subarea runoff = 0.334(CFS) for 0.070(Ac.) Total runoff = 0.737(CFS) Total area = 0.140(Ac.) Depth of flow = 0.172(Ft.), Average velocity = 3.581(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 281.000 to Point/Station 281.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ User specified 'C' value of 0.580 given for subarea Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm User specified values are as follows: Page | 108 of 194 Marja Acres Drainage Report TC = 5.00 min. Rain intensity = 7.11(In/Hr) Total area = 0.550(Ac.) Total runoff = 1.718(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 281.000 to Point/Station 332.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 48.130(Ft.) Downstream point/station elevation = 46.790(Ft.) Pipe length = 357.00(Ft.) Slope = 0.0017 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.718(CFS) Given pipe size = 12.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 0.341(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 0.830(Ft.) Minor friction loss = 0.111(Ft.) K-factor = 1.50 Pipe flow velocity = 2.19(Ft/s) Travel time through pipe = 2.72 min. Time of concentration (TC) = 7.72 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 332.000 to Point/Station 332.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.550(Ac.) Runoff from this stream = 1.718(CFS) Time of concentration = 7.72 min. Rainfall intensity = 5.376(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 15.455 14.26 3.619 2 1.718 7.72 5.376 Qmax(1) = 1.000 * 1.000 * 15.455) + 0.673 * 1.000 * 1.718) + = 16.612 Qmax(2) = 1.000 * 0.541 * 15.455) + 1.000 * 1.000 * 1.718) + = 10.086 Total of 2 streams to confluence: Flow rates before confluence point: 15.455 1.718 Maximum flow rates at confluence using above data: 16.612 10.086 Area of streams before confluence: 6.210 0.550 Results of confluence: Total flow rate = 16.612(CFS) Time of concentration = 14.258 min. Page | 109 of 194 Marja Acres Drainage Report Effective stream area after confluence = 6.760(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 332.000 to Point/Station 201.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 46.720(Ft.) Downstream point/station elevation = 45.890(Ft.) Pipe length = 150.80(Ft.) Slope = 0.0055 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.612(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 16.612(CFS) Normal flow depth in pipe = 15.80(In.) Flow top width inside pipe = 29.96(In.) Critical Depth = 16.52(In.) Pipe flow velocity = 6.33(Ft/s) Travel time through pipe = 0.40 min. Time of concentration (TC) = 14.65 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 201.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 6.760(Ac.) Runoff from this stream = 16.612(CFS) Time of concentration = 14.65 min. Rainfall intensity = 3.555(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 37.696 9.77 4.619 2 16.612 14.65 3.555 Qmax(1) = 1.000 * 1.000 * 37.696) + 1.000 * 0.666 * 16.612) + = 48.766 Qmax(2) = 0.770 * 1.000 * 37.696) + 1.000 * 1.000 * 16.612) + = 45.625 Total of 2 main streams to confluence: Flow rates before confluence point: 37.696 16.612 Maximum flow rates at confluence using above data: Page | 110 of 194 Marja Acres Drainage Report 48.766 45.625 Area of streams before confluence: 12.520 6.760 Results of confluence: Total flow rate = 48.766(CFS) Time of concentration = 9.766 min. Effective stream area after confluence = 19.280(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 45.780(Ft.) Downstream point/station elevation = 45.690(Ft.) Pipe length = 18.10(Ft.) Slope = 0.0050 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 48.766(CFS) Given pipe size = 36.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 1.115(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 0.097(Ft.) Minor friction loss = 1.109(Ft.) K-factor = 1.50 Pipe flow velocity = 6.90(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 9.81 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 205.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 19.280(Ac.) Runoff from this stream = 48.766(CFS) Time of concentration = 9.81 min. Rainfall intensity = 4.606(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 48.766 9.81 4.606 Qmax(1) = 1.000 * 1.000 * 48.766) + = 48.766 Total of 1 main streams to confluence: Flow rates before confluence point: 48.766 Maximum flow rates at confluence using above data: 48.766 Area of streams before confluence: 19.280 Page | 111 of 194 Marja Acres Drainage Report Results of confluence: Total flow rate = 48.766(CFS) Time of concentration = 9.809 min. Effective stream area after confluence = 19.280(Ac.) BASIN K ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 335.000 to Point/Station 336.000 **** INITIAL AREA EVALUATION **** K.1_____________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.300 Initial subarea total flow distance = 345.000(Ft.) Highest elevation = 60.000(Ft.) Lowest elevation = 47.500(Ft.) Elevation difference = 12.500(Ft.) Slope = 3.623 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 3.62 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 9.38 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.3000)*( 100.000^.5)/( 3.623^(1/3)]= 9.38 Rainfall intensity (I) = 4.742(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.300 Subarea runoff = 0.057(CFS) Total initial stream area = 0.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 336.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 44.500(Ft.) Downstream point/station elevation = 42.780(Ft.) Pipe length = 345.00(Ft.) Slope = 0.0050 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.057(CFS) Given pipe size = 4.00(In.) Calculated individual pipe flow = 0.057(CFS) Normal flow depth in pipe = 1.81(In.) Flow top width inside pipe = 3.98(In.) Critical Depth = 1.58(In.) Pipe flow velocity = 1.47(Ft/s) Travel time through pipe = 3.90 min. Time of concentration (TC) = 13.28 min. Page | 112 of 194 Marja Acres Drainage Report ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 336.500 to Point/Station 336.500 **** SUBAREA FLOW ADDITION **** K.2_____________________________________________________________________ Rainfall intensity (I) = 3.789(In/Hr) for a 100.0 year storm User specified 'C' value of 0.310 given for subarea Time of concentration = 13.28 min. Rainfall intensity = 3.789(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.308 CA = 0.062 Subarea runoff = 0.176(CFS) for 0.160(Ac.) Total runoff = 0.233(CFS) Total area = 0.200(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 336.000 to Point/Station 205.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.200(Ac.) Runoff from this stream = 0.233(CFS) Time of concentration = 13.28 min. Rainfall intensity = 3.789(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.233 13.28 3.789 Qmax(1) = 1.000 * 1.000 * 0.233) + = 0.233 Total of 1 streams to confluence: Flow rates before confluence point: 0.233 Maximum flow rates at confluence using above data: 0.233 Area of streams before confluence: 0.200 Results of confluence: Total flow rate = 0.233(CFS) Time of concentration = 13.279 min. Effective stream area after confluence = 0.200(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 205.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ Page | 113 of 194 Marja Acres Drainage Report The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.200(Ac.) Runoff from this stream = 0.233(CFS) Time of concentration = 13.28 min. Rainfall intensity = 3.789(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 48.766 9.81 4.606 2 0.233 13.28 3.789 Qmax(1) = 1.000 * 1.000 * 48.766) + 1.000 * 0.739 * 0.233) + = 48.938 Qmax(2) = 0.823 * 1.000 * 48.766) + 1.000 * 1.000 * 0.233) + = 40.346 Total of 2 main streams to confluence: Flow rates before confluence point: 48.766 0.233 Maximum flow rates at confluence using above data: 48.938 40.346 Area of streams before confluence: 19.280 0.200 Results of confluence: Total flow rate = 48.938(CFS) Time of concentration = 9.809 min. Effective stream area after confluence = 19.480(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 345.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 45.520(Ft.) Downstream point/station elevation = 45.480(Ft.) Pipe length = 4.30(Ft.) Slope = 0.0093 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 48.938(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 48.938(CFS) Normal flow depth in pipe = 23.48(In.) Flow top width inside pipe = 34.29(In.) Critical Depth = 27.31(In.) Pipe flow velocity = 10.01(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 9.82 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 345.000 to Point/Station 345.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Page | 114 of 194 Marja Acres Drainage Report Along Main Stream number: 1 in normal stream number 1 Stream flow area = 19.480(Ac.) Runoff from this stream = 48.938(CFS) Time of concentration = 9.82 min. Rainfall intensity = 4.604(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 48.938 9.82 4.604 Qmax(1) = 1.000 * 1.000 * 48.938) + = 48.938 Total of 1 streams to confluence: Flow rates before confluence point: 48.938 Maximum flow rates at confluence using above data: 48.938 Area of streams before confluence: 19.480 Results of confluence: Total flow rate = 48.938(CFS) (unmitigated flows) Time of concentration = 9.817 min. Effective stream area after confluence = 19.480(Ac.) End of computations, total study area = 20.200 (Ac.) Page | 115 of 194 Marja Acres Drainage Report ------------------------------------------------------------------------ MARJA ACRES (PERIMETER SLOPES) POST-DEVELOPMENT 100-YEAR STORM EVENT ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Program License Serial Number 6446 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) = 4.800 P6/P24 = 56.3% San Diego hydrology manual 'C' values used ** Note - ( Caltrans “ Highway Design Manual - Figure 819.2A, Runoff Coefficients for Undeveloped Areas” and Table 819.2B Runoff Coefficients for Developed Areas, were used to determine the weighted runoff coefficient. ‘C’ Values within this Software were selected to closely resemble actual values. BASIN L +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.000 to Point/Station 300.000 **** INITIAL AREA EVALUATION **** L.1_____________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub-Area C Value = 0.690 Initial subarea total flow distance = 75.000(Ft.) Highest elevation = 72.300(Ft.) Lowest elevation = 66.200(Ft.) Elevation difference = 6.100(Ft.) Slope = 8.133 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 8.13 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.67 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6900)*( 100.000^.5)/( 8.130^(1/3)]= 3.67 Calculated TC of 3.670 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.690 Page | 116 of 194 Marja Acres Drainage Report Subarea runoff = 0.442(CFS) Total initial stream area = 0.090(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 300.000 to Point/Station 301.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** L.2_____________________________________________________________________ Estimated mean flow rate at midpoint of channel = 0.663(CFS) Depth of flow = 0.166(Ft.), Average velocity = 3.597(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.05 0.00 3 1.55 0.13 4 19.55 0.49 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 0.663(CFS) ' ' flow top width = 3.301(Ft.) ' ' velocity= 3.597(Ft/s) ' ' area = 0.184(Sq.Ft) ' ' Froude number = 2.683 Upstream point elevation = 66.200(Ft.) Downstream point elevation = 62.060(Ft.) Flow length = 63.000(Ft.) Travel time = 0.29 min. Time of concentration = 3.96 min. Depth of flow = 0.166(Ft.) Average velocity = 3.597(Ft/s) Total irregular channel flow = 0.663(CFS) Irregular channel normal depth above invert elev. = 0.166(Ft.) Average velocity of channel(s) = 3.597(Ft/s) Adding area flow to channel Calculated TC of 3.962 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm User specified 'C' value of 0.550 given for subarea Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.620 CA = 0.112 Subarea runoff = 0.352(CFS) for 0.090(Ac.) Total runoff = 0.794(CFS) Total area = 0.180(Ac.) Depth of flow = 0.175(Ft.), Average velocity = 3.679(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 56.230(Ft.) Downstream point/station elevation = 55.720(Ft.) Pipe length = 51.00(Ft.) Slope = 0.0100 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.794(CFS) Page | 117 of 194 Marja Acres Drainage Report Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.794(CFS) Normal flow depth in pipe = 3.85(In.) Flow top width inside pipe = 11.20(In.) Critical Depth = 4.46(In.) Pipe flow velocity = 3.65(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 4.19 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.180(Ac.) Runoff from this stream = 0.794(CFS) Time of concentration = 4.19 min. Rainfall intensity = 7.114(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.794 4.19 7.114 Qmax(1) = 1.000 * 1.000 * 0.794) + = 0.794 Total of 1 streams to confluence: Flow rates before confluence point: 0.794 Maximum flow rates at confluence using above data: 0.794 Area of streams before confluence: 0.180 Results of confluence: Total flow rate = 0.794(CFS) Time of concentration = 4.195 min. Effective stream area after confluence = 0.180(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 135.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION **** L.3_____________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.780 Initial subarea total flow distance = 75.000(Ft.) Highest elevation = 72.200(Ft.) Lowest elevation = 65.300(Ft.) Page | 118 of 194 Marja Acres Drainage Report Elevation difference = 6.900(Ft.) Slope = 9.200 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 9.20 %, in a development type of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.75 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.7800)*( 100.000^.5)/( 9.200^(1/3)]= 2.75 Calculated TC of 2.749 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.780 Subarea runoff = 0.333(CFS) Total initial stream area = 0.060(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** L.4_____________________________________________________________________ Estimated mean flow rate at midpoint of channel = 0.444(CFS) Depth of flow = 0.138(Ft.), Average velocity = 3.972(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.05 0.00 3 1.55 0.13 4 19.55 0.49 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 0.444(CFS) ' ' flow top width = 1.906(Ft.) ' ' velocity= 3.973(Ft/s) ' ' area = 0.112(Sq.Ft) ' ' Froude number = 2.891 Upstream point elevation = 65.300(Ft.) Downstream point elevation = 62.640(Ft.) Flow length = 34.500(Ft.) Travel time = 0.14 min. Time of concentration = 2.89 min. Depth of flow = 0.138(Ft.) Average velocity = 3.972(Ft/s) Total irregular channel flow = 0.444(CFS) Irregular channel normal depth above invert elev. = 0.138(Ft.) Average velocity of channel(s) = 3.972(Ft/s) Adding area flow to channel Calculated TC of 2.894 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm User specified 'C' value of 0.650 given for subarea Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.728 CA = 0.073 Page | 119 of 194 Marja Acres Drainage Report Subarea runoff = 0.185(CFS) for 0.040(Ac.) Total runoff = 0.518(CFS) Total area = 0.100(Ac.) Depth of flow = 0.148(Ft.), Average velocity = 3.847(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.100(Ac.) Runoff from this stream = 0.518(CFS) Time of concentration = 2.89 min. Rainfall intensity = 7.114(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.794 4.19 7.114 2 0.518 2.89 7.114 Qmax(1) = 1.000 * 1.000 * 0.794) + 1.000 * 1.000 * 0.518) + = 1.312 Qmax(2) = 1.000 * 0.690 * 0.794) + 1.000 * 1.000 * 0.518) + = 1.066 Total of 2 streams to confluence: Flow rates before confluence point: 0.794 0.518 Maximum flow rates at confluence using above data: 1.312 1.066 Area of streams before confluence: 0.180 0.100 Results of confluence: Total flow rate = 1.312(CFS) Time of concentration = 4.195 min. Effective stream area after confluence = 0.280(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 305.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 55.390(Ft.) Downstream point/station elevation = 49.680(Ft.) Pipe length = 95.20(Ft.) Slope = 0.0600 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.312(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.312(CFS) Normal flow depth in pipe = 3.14(In.) Flow top width inside pipe = 10.55(In.) Critical Depth = 5.80(In.) Pipe flow velocity = 7.99(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 4.39 min. Page | 120 of 194 Marja Acres Drainage Report ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 304.500 **** INITIAL AREA EVALUATION **** L.5_____________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub-Area C Value = 0.690 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 72.600(Ft.) Lowest elevation = 68.300(Ft.) Elevation difference = 4.300(Ft.) Slope = 4.300 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 4.30 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.42 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6900)*( 95.000^.5)/( 4.300^(1/3)]= 4.42 Calculated TC of 4.423 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.690 Subarea runoff = 0.687(CFS) Total initial stream area = 0.140(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.500 to Point/Station 305.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** L.6_____________________________________________________________________ Estimated mean flow rate at midpoint of channel = 2.132(CFS) Depth of flow = 0.251(Ft.), Average velocity = 3.301(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.49 0.49 3 0.50 0.00 4 2.00 0.13 5 12.00 0.33 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 2.132(CFS) ' ' flow top width = 7.557(Ft.) ' ' velocity= 3.301(Ft/s) ' ' area = 0.646(Sq.Ft) Page | 121 of 194 Marja Acres Drainage Report ' ' Froude number = 1.990 Upstream point elevation = 68.300(Ft.) Downstream point elevation = 58.750(Ft.) Flow length = 310.000(Ft.) Travel time = 1.57 min. Time of concentration = 5.99 min. Depth of flow = 0.251(Ft.) Average velocity = 3.301(Ft/s) Total irregular channel flow = 2.132(CFS) Irregular channel normal depth above invert elev. = 0.251(Ft.) Average velocity of channel(s) = 3.301(Ft/s) Adding area flow to channel Rainfall intensity (I) = 6.332(In/Hr) for a 100.0 year storm User specified 'C' value of 0.710 given for subarea Rainfall intensity = 6.332(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.706 CA = 0.551 Subarea runoff = 2.802(CFS) for 0.640(Ac.) Total runoff = 3.489(CFS) Total area = 0.780(Ac.) Depth of flow = 0.286(Ft.), Average velocity = 3.700(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 305.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.780(Ac.) Runoff from this stream = 3.489(CFS) Time of concentration = 5.99 min. Rainfall intensity = 6.332(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.794 4.19 7.114 2 0.518 2.89 7.114 3 3.489 5.99 6.332 Qmax(1) = 1.000 * 1.000 * 0.794) + 1.000 * 1.000 * 0.518) + 1.000 * 0.700 * 3.489) + = 3.756 Qmax(2) = 1.000 * 0.690 * 0.794) + 1.000 * 1.000 * 0.518) + 1.000 * 0.483 * 3.489) + = 2.751 Qmax(3) = 0.890 * 1.000 * 0.794) + 0.890 * 1.000 * 0.518) + 1.000 * 1.000 * 3.489) + = 4.657 Total of 3 streams to confluence: Flow rates before confluence point: 0.794 0.518 3.489 Maximum flow rates at confluence using above data: Page | 122 of 194 Marja Acres Drainage Report 3.756 2.751 4.657 Area of streams before confluence: 0.180 0.100 0.780 Results of confluence: Total flow rate = 4.657(CFS) Time of concentration = 5.989 min. Effective stream area after confluence = 1.060(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 305.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.060(Ac.) Runoff from this stream = 4.657(CFS) Time of concentration = 5.99 min. Rainfall intensity = 6.332(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.657 5.99 6.332 Qmax(1) = 1.000 * 1.000 * 4.657) + = 4.657 Total of 1 main streams to confluence: Flow rates before confluence point: 4.657 Maximum flow rates at confluence using above data: 4.657 Area of streams before confluence: 1.060 Results of confluence: Total flow rate = 4.657(CFS) Time of concentration = 5.989 min. Effective stream area after confluence = 1.060(Ac.) BASIN M ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 405.000 **** INITIAL AREA EVALUATION **** M.1_____________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Page | 123 of 194 Marja Acres Drainage Report Sub-Area C Value = 0.540 Initial subarea total flow distance = 60.000(Ft.) Highest elevation = 59.760(Ft.) Lowest elevation = 58.520(Ft.) Elevation difference = 1.240(Ft.) Slope = 2.067 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.06 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.09 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.5400)*( 80.000^.5)/( 2.060^(1/3)]= 7.09 Rainfall intensity (I) = 5.681(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.540 Subarea runoff = 0.061(CFS) Total initial stream area = 0.020(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 420.000 **** SUBAREA FLOW ADDITION **** M.2_____________________________________________________________________ Rainfall intensity (I) = 5.681(In/Hr) for a 100.0 year storm User specified 'C' value of 0.510 given for subarea Time of concentration = 7.09 min. Rainfall intensity = 5.681(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.522 CA = 0.026 Subarea runoff = 0.087(CFS) for 0.030(Ac.) Total runoff = 0.148(CFS) Total area = 0.050(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 420.000 to Point/Station 420.000 **** SUBAREA FLOW ADDITION **** M.3_____________________________________________________________________ Rainfall intensity (I) = 5.681(In/Hr) for a 100.0 year storm User specified 'C' value of 0.890 given for subarea Time of concentration = 7.09 min. Rainfall intensity = 5.681(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.706 CA = 0.071 Subarea runoff = 0.253(CFS) for 0.050(Ac.) Total runoff = 0.401(CFS) Total area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 425.000 to Point/Station 425.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.100(Ac.) Runoff from this stream = 0.401(CFS) Time of concentration = 7.09 min. Rainfall intensity = 5.681(In/Hr) Summary of stream data: Page | 124 of 194 Marja Acres Drainage Report Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.401 7.09 5.681 Qmax(1) = 1.000 * 1.000 * 0.401) + = 0.401 Total of 1 streams to confluence: Flow rates before confluence point: 0.401 Maximum flow rates at confluence using above data: 0.401 Area of streams before confluence: 0.100 Results of confluence: Total flow rate = 0.401(CFS) Time of concentration = 7.086 min. Effective stream area after confluence = 0.100(Ac.) BASIN N ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 435.000 to Point/Station 440.000 **** INITIAL AREA EVALUATION **** N.1_____________________________________________________________________ Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.200 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 74.000(Ft.) Lowest elevation = 59.000(Ft.) Elevation difference = 15.000(Ft.) Slope = 15.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 15.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.57 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.2000)*( 100.000^.5)/( 15.000^(1/3)]= 6.57 Rainfall intensity (I) = 5.966(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.200 Subarea runoff = 0.107(CFS) Total initial stream area = 0.090(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 440.000 to Point/Station 445.000 **** SUBAREA FLOW ADDITION **** N.2_____________________________________________________________________ Rainfall intensity (I) = 5.966(In/Hr) for a 100.0 year storm Page | 125 of 194 Marja Acres Drainage Report User specified 'C' value of 0.210 given for subarea Time of concentration = 6.57 min. Rainfall intensity = 5.966(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.207 CA = 0.070 Subarea runoff = 0.313(CFS) for 0.250(Ac.) Total runoff = 0.421(CFS) Total area = 0.340(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 440.000 to Point/Station 445.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.340(Ac.) Runoff from this stream = 0.421(CFS) Time of concentration = 6.57 min. Rainfall intensity = 5.966(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.421 6.57 5.966 Qmax(1) = 1.000 * 1.000 * 0.421) + = 0.421 Total of 1 streams to confluence: Flow rates before confluence point: 0.421 Maximum flow rates at confluence using above data: 0.421 Area of streams before confluence: 0.340 Results of confluence: Total flow rate = 0.421(CFS) Time of concentration = 6.569 min. Effective stream area after confluence = 0.340(Ac.) End of computations, total study area = 1.500 (Ac.) Page | 126 of 194 Marja Acres Drainage Report San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2019 Version 9.1 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 12/19/21 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** Marja Acres – Post-Development Condition 100 Year Storm Event- MITIGATED ------------------------------------------------------------------------ Program License Serial Number 6499 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) = 4.800 P6/P24 = 56.3% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 62.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.300 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 108.000(Ft.) Lowest elevation = 94.700(Ft.) Elevation difference = 13.300(Ft.) Slope = 13.300 % Top of Initial Area Slope adjusted by User to 10.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 10.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.68 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] Page | 127 of 194 Marja Acres Drainage Report TC = [1.8*(1.1-0.3000)*( 100.000^.5)/( 10.000^(1/3)]= 6.68 Rainfall intensity (I) = 5.899(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.300 Subarea runoff = 0.142(CFS) Total initial stream area = 0.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 62.000 to Point/Station 63.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 0.363(CFS) Depth of flow = 0.384(Ft.), Average velocity = 2.460(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 1.00 2 0.50 0.50 3 1.00 0.00 4 1.50 0.50 5 2.00 1.00 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 0.363(CFS) ' ' flow top width = 0.768(Ft.) ' ' velocity= 2.460(Ft/s) ' ' area = 0.147(Sq.Ft) ' ' Froude number = 0.989 Upstream point elevation = 94.700(Ft.) Downstream point elevation = 92.200(Ft.) Flow length = 283.000(Ft.) Travel time = 1.92 min. Time of concentration = 8.60 min. Depth of flow = 0.384(Ft.) Average velocity = 2.460(Ft/s) Total irregular channel flow = 0.363(CFS) Irregular channel normal depth above invert elev. = 0.384(Ft.) Average velocity of channel(s) = 2.460(Ft/s) Adding area flow to channel Rainfall intensity (I) = 5.013(In/Hr) for a 100.0 year storm User specified 'C' value of 0.320 given for subarea Rainfall intensity = 5.013(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.315 CA = 0.104 Subarea runoff = 0.380(CFS) for 0.250(Ac.) Total runoff = 0.521(CFS) Total area = 0.330(Ac.) Depth of flow = 0.440(Ft.), Average velocity = 2.693(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station 75.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Page | 128 of 194 Marja Acres Drainage Report Upstream point/station elevation = 78.900(Ft.) Downstream point/station elevation = 75.060(Ft.) Pipe length = 170.00(Ft.) Slope = 0.0226 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.521(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.521(CFS) Normal flow depth in pipe = 2.93(In.) Flow top width inside pipe = 7.71(In.) Critical Depth = 4.06(In.) Pipe flow velocity = 4.49(Ft/s) Travel time through pipe = 0.63 min. Time of concentration (TC) = 9.23 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 75.000 to Point/Station 75.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.330(Ac.) Runoff from this stream = 0.521(CFS) Time of concentration = 9.23 min. Rainfall intensity = 4.790(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.521 9.23 4.790 Qmax(1) = 1.000 * 1.000 * 0.521) + = 0.521 Total of 1 streams to confluence: Flow rates before confluence point: 0.521 Maximum flow rates at confluence using above data: 0.521 Area of streams before confluence: 0.330 Results of confluence: Total flow rate = 0.521(CFS) Time of concentration = 9.232 min. Effective stream area after confluence = 0.330(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 65.000 to Point/Station 70.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] Page | 129 of 194 Marja Acres Drainage Report (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 65.000(Ft.) Highest elevation = 90.200(Ft.) Lowest elevation = 89.600(Ft.) Elevation difference = 0.600(Ft.) Slope = 0.923 % Top of Initial Area Slope adjusted by User to 3.800 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 3.80 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.14 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6300)*( 90.000^.5)/( 3.800^(1/3)]= 5.14 Rainfall intensity (I) = 6.985(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.352(CFS) Total initial stream area = 0.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 75.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 89.600(Ft.) End of street segment elevation = 81.700(Ft.) Length of street segment = 530.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 19.000(Ft.) Distance from crown to crossfall grade break = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.359(CFS) Depth of flow = 0.292(Ft.), Average velocity = 2.382(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.762(Ft.) Flow velocity = 2.38(Ft/s) Travel time = 3.71 min. TC = 8.85 min. Adding area flow to street Rainfall intensity (I) = 4.922(In/Hr) for a 100.0 year storm User specified 'C' value of 0.750 given for subarea Rainfall intensity = 4.922(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.745 CA = 1.318 Subarea runoff = 6.134(CFS) for 1.690(Ac.) Page | 130 of 194 Marja Acres Drainage Report Total runoff = 6.487(CFS) Total area = 1.770(Ac.) Street flow at end of street = 6.487(CFS) Half street flow at end of street = 3.243(CFS) Depth of flow = 0.343(Ft.), Average velocity = 2.769(Ft/s) Flow width (from curb towards crown)= 10.338(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 75.000 to Point/Station 75.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.770(Ac.) Runoff from this stream = 6.487(CFS) Time of concentration = 8.85 min. Rainfall intensity = 4.922(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.521 9.23 4.790 2 6.487 8.85 4.922 Qmax(1) = 1.000 * 1.000 * 0.521) + 0.973 * 1.000 * 6.487) + = 6.834 Qmax(2) = 1.000 * 0.959 * 0.521) + 1.000 * 1.000 * 6.487) + = 6.986 Total of 2 streams to confluence: Flow rates before confluence point: 0.521 6.487 Maximum flow rates at confluence using above data: 6.834 6.986 Area of streams before confluence: 0.330 1.770 Results of confluence: Total flow rate = 6.986(CFS) Time of concentration = 8.851 min. Effective stream area after confluence = 2.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 75.000 to Point/Station 80.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 74.230(Ft.) Downstream point/station elevation = 74.040(Ft.) Pipe length = 36.90(Ft.) Slope = 0.0051 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.986(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.986(CFS) Normal flow depth in pipe = 13.69(In.) Page | 131 of 194 Marja Acres Drainage Report Flow top width inside pipe = 15.37(In.) Critical Depth = 12.28(In.) Pipe flow velocity = 4.84(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 8.98 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 85.000 to Point/Station 90.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 65.000(Ft.) Highest elevation = 88.900(Ft.) Lowest elevation = 88.000(Ft.) Elevation difference = 0.900(Ft.) Slope = 1.385 % Top of Initial Area Slope adjusted by User to 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.00 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.90 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.8200)*( 60.000^.5)/( 1.000^(1/3)]= 3.90 Calculated TC of 3.904 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.233(CFS) Total initial stream area = 0.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 95.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 88.000(Ft.) End of street segment elevation = 82.100(Ft.) Length of street segment = 483.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 19.000(Ft.) Distance from crown to crossfall grade break = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Page | 132 of 194 Marja Acres Drainage Report Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.841(CFS) Depth of flow = 0.213(Ft.), Average velocity = 1.704(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 3.799(Ft.) Flow velocity = 1.70(Ft/s) Travel time = 4.73 min. TC = 8.63 min. Adding area flow to street Rainfall intensity (I) = 5.003(In/Hr) for a 100.0 year storm User specified 'C' value of 0.880 given for subarea Rainfall intensity = 5.003(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.874 CA = 0.323 Subarea runoff = 1.384(CFS) for 0.330(Ac.) Total runoff = 1.617(CFS) Total area = 0.370(Ac.) Street flow at end of street = 1.617(CFS) Half street flow at end of street = 0.808(CFS) Depth of flow = 0.251(Ft.), Average velocity = 1.890(Ft/s) Flow width (from curb towards crown)= 5.703(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 95.000 to Point/Station 80.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 74.570(Ft.) Downstream point/station elevation = 74.540(Ft.) Pipe length = 3.00(Ft.) Slope = 0.0100 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.617(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.617(CFS) Normal flow depth in pipe = 5.67(In.) Flow top width inside pipe = 11.98(In.) Critical Depth = 6.48(In.) Pipe flow velocity = 4.43(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 8.64 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 95.000 to Point/Station 80.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.370(Ac.) Runoff from this stream = 1.617(CFS) Time of concentration = 8.64 min. Rainfall intensity = 4.999(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity Page | 133 of 194 Marja Acres Drainage Report No. (CFS) (min) (In/Hr) 1 0.521 9.23 4.790 2 6.487 8.85 4.922 3 1.617 8.64 4.999 Qmax(1) = 1.000 * 1.000 * 0.521) + 0.973 * 1.000 * 6.487) + 0.958 * 1.000 * 1.617) + = 8.383 Qmax(2) = 1.000 * 0.959 * 0.521) + 1.000 * 1.000 * 6.487) + 0.985 * 1.000 * 1.617) + = 8.578 Qmax(3) = 1.000 * 0.936 * 0.521) + 1.000 * 0.976 * 6.487) + 1.000 * 1.000 * 1.617) + = 8.437 Total of 3 streams to confluence: Flow rates before confluence point: 0.521 6.487 1.617 Maximum flow rates at confluence using above data: 8.383 8.578 8.437 Area of streams before confluence: 0.330 1.770 0.370 Results of confluence: Total flow rate = 8.578(CFS) Time of concentration = 8.851 min. Effective stream area after confluence = 2.470(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 96.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 73.940(Ft.) Downstream point/station elevation = 73.100(Ft.) Pipe length = 106.10(Ft.) Slope = 0.0079 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.578(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 8.578(CFS) Normal flow depth in pipe = 10.95(In.) Flow top width inside pipe = 23.91(In.) Critical Depth = 12.54(In.) Pipe flow velocity = 6.15(Ft/s) Travel time through pipe = 0.29 min. Time of concentration (TC) = 9.14 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 96.000 to Point/Station 96.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 4.821(In/Hr) for a 100.0 year storm Page | 134 of 194 Marja Acres Drainage Report User specified 'C' value of 0.780 given for subarea Time of concentration = 9.14 min. Rainfall intensity = 4.821(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.709 CA = 1.815 Subarea runoff = 0.174(CFS) for 0.090(Ac.) Total runoff = 8.752(CFS) Total area = 2.560(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 96.000 to Point/Station 98.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 72.770(Ft.) Downstream point/station elevation = 72.140(Ft.) Pipe length = 126.00(Ft.) Slope = 0.0050 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.752(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 8.752(CFS) Normal flow depth in pipe = 12.66(In.) Flow top width inside pipe = 23.96(In.) Critical Depth = 12.66(In.) Pipe flow velocity = 5.21(Ft/s) Travel time through pipe = 0.40 min. Time of concentration (TC) = 9.54 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 97.000 to Point/Station 97.500 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.250 Decimal fraction soil group D = 0.750 [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0.397 Initial subarea total flow distance = 65.000(Ft.) Highest elevation = 86.930(Ft.) Lowest elevation = 85.600(Ft.) Elevation difference = 1.330(Ft.) Slope = 2.046 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.04 %, in a development type of 1.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 9.19 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.3975)*( 85.000^.5)/( 2.040^(1/3)]= 9.19 Rainfall intensity (I) = 4.803(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.397 Subarea runoff = 0.134(CFS) Total initial stream area = 0.070(Ac.) Page | 135 of 194 Marja Acres Drainage Report ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 97.500 to Point/Station 98.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 1.117(CFS) Depth of flow = 0.181(Ft.), Average velocity = 2.438(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.22 2 3.00 0.13 3 4.50 0.00 4 6.00 0.13 5 16.00 0.33 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 1.117(CFS) ' ' flow top width = 7.272(Ft.) ' ' velocity= 2.438(Ft/s) ' ' area = 0.458(Sq.Ft) ' ' Froude number = 1.711 Upstream point elevation = 85.600(Ft.) Downstream point elevation = 83.010(Ft.) Flow length = 107.000(Ft.) Travel time = 0.73 min. Time of concentration = 9.92 min. Depth of flow = 0.181(Ft.) Average velocity = 2.438(Ft/s) Total irregular channel flow = 1.117(CFS) Irregular channel normal depth above invert elev. = 0.181(Ft.) Average velocity of channel(s) = 2.438(Ft/s) Adding area flow to channel Rainfall intensity (I) = 4.572(In/Hr) for a 100.0 year storm User specified 'C' value of 0.740 given for subarea Rainfall intensity = 4.572(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.704 CA = 0.472 Subarea runoff = 2.023(CFS) for 0.600(Ac.) Total runoff = 2.157(CFS) Total area = 0.670(Ac.) Depth of flow = 0.218(Ft.), Average velocity = 2.755(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 98.000 to Point/Station 98.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 4 Stream flow area = 0.670(Ac.) Runoff from this stream = 2.157(CFS) Time of concentration = 9.92 min. Rainfall intensity = 4.572(In/Hr) Page | 136 of 194 Marja Acres Drainage Report Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.521 9.23 4.790 2 6.487 8.85 4.922 3 1.617 8.64 4.999 4 2.157 9.92 4.572 Qmax(1) = 1.000 * 1.000 * 0.521) + 0.973 * 1.000 * 6.487) + 0.958 * 1.000 * 1.617) + 1.000 * 0.930 * 2.157) + = 10.390 Qmax(2) = 1.000 * 0.959 * 0.521) + 1.000 * 1.000 * 6.487) + 0.985 * 1.000 * 1.617) + 1.000 * 0.892 * 2.157) + = 10.502 Qmax(3) = 1.000 * 0.936 * 0.521) + 1.000 * 0.976 * 6.487) + 1.000 * 1.000 * 1.617) + 1.000 * 0.871 * 2.157) + = 10.315 Qmax(4) = 0.954 * 1.000 * 0.521) + 0.929 * 1.000 * 6.487) + 0.915 * 1.000 * 1.617) + 1.000 * 1.000 * 2.157) + = 10.159 Total of 4 streams to confluence: Flow rates before confluence point: 0.521 6.487 1.617 2.157 Maximum flow rates at confluence using above data: 10.390 10.502 10.315 10.159 Area of streams before confluence: 0.330 1.770 0.370 0.670 Results of confluence: Total flow rate = 10.502(CFS) Time of concentration = 8.851 min. Effective stream area after confluence = 3.140(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 98.000 to Point/Station 100.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 71.810(Ft.) Downstream point/station elevation = 70.580(Ft.) Pipe length = 204.90(Ft.) Slope = 0.0060 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.502(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 10.502(CFS) Normal flow depth in pipe = 13.38(In.) Page | 137 of 194 Marja Acres Drainage Report Flow top width inside pipe = 23.84(In.) Critical Depth = 13.93(In.) Pipe flow velocity = 5.83(Ft/s) Travel time through pipe = 0.59 min. Time of concentration (TC) = 9.44 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 99.000 to Point/Station 99.500 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.030 Decimal fraction soil group D = 0.970 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub-Area C Value = 0.709 Initial subarea total flow distance = 65.000(Ft.) Highest elevation = 89.000(Ft.) Lowest elevation = 87.500(Ft.) Elevation difference = 1.500(Ft.) Slope = 2.308 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.30 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.61 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.7094)*( 75.000^.5)/( 2.300^(1/3)]= 4.61 Calculated TC of 4.613 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.709 Subarea runoff = 0.404(CFS) Total initial stream area = 0.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 99.500 to Point/Station 100.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ !!Warning: Water is above left or right bank elevations Estimated mean flow rate at midpoint of channel = 2.902(CFS) Depth of flow = 0.233(Ft.), Average velocity = 3.082(Ft/s) !!Warning: Water is above left or right bank elevations ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.22 2 3.00 0.13 3 4.50 0.00 4 6.00 0.13 Page | 138 of 194 Marja Acres Drainage Report 5 16.00 0.33 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 2.902(CFS) ' ' flow top width = 11.143(Ft.) ' ' velocity= 3.082(Ft/s) ' ' area = 0.942(Sq.Ft) ' ' Froude number = 1.868 Upstream point elevation = 87.500(Ft.) Downstream point elevation = 83.710(Ft.) Flow length = 145.000(Ft.) Travel time = 0.78 min. Time of concentration = 5.40 min. Depth of flow = 0.233(Ft.) Average velocity = 3.082(Ft/s) Total irregular channel flow = 2.902(CFS) Irregular channel normal depth above invert elev. = 0.233(Ft.) Average velocity of channel(s) = 3.082(Ft/s) !!Warning: Water is above left or right bank elevations Adding area flow to channel Rainfall intensity (I) = 6.772(In/Hr) for a 100.0 year storm User specified 'C' value of 0.750 given for subarea Rainfall intensity = 6.772(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.747 CA = 0.799 Subarea runoff = 5.009(CFS) for 0.990(Ac.) Total runoff = 5.412(CFS) Total area = 1.070(Ac.) Depth of flow = 0.276(Ft.), Average velocity = 3.684(Ft/s) !!Warning: Water is above left or right bank elevations ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 100.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 5 Stream flow area = 1.070(Ac.) Runoff from this stream = 5.412(CFS) Time of concentration = 5.40 min. Rainfall intensity = 6.772(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.521 9.23 4.790 2 6.487 8.85 4.922 3 1.617 8.64 4.999 4 2.157 9.92 4.572 5 5.412 5.40 6.772 Qmax(1) = 1.000 * 1.000 * 0.521) + 0.973 * 1.000 * 6.487) + Page | 139 of 194 Marja Acres Drainage Report 0.958 * 1.000 * 1.617) + 1.000 * 0.930 * 2.157) + 0.707 * 1.000 * 5.412) + = 14.218 Qmax(2) = 1.000 * 0.959 * 0.521) + 1.000 * 1.000 * 6.487) + 0.985 * 1.000 * 1.617) + 1.000 * 0.892 * 2.157) + 0.727 * 1.000 * 5.412) + = 14.436 Qmax(3) = 1.000 * 0.936 * 0.521) + 1.000 * 0.976 * 6.487) + 1.000 * 1.000 * 1.617) + 1.000 * 0.871 * 2.157) + 0.738 * 1.000 * 5.412) + = 14.311 Qmax(4) = 0.954 * 1.000 * 0.521) + 0.929 * 1.000 * 6.487) + 0.915 * 1.000 * 1.617) + 1.000 * 1.000 * 2.157) + 0.675 * 1.000 * 5.412) + = 13.813 Qmax(5) = 1.000 * 0.585 * 0.521) + 1.000 * 0.610 * 6.487) + 1.000 * 0.625 * 1.617) + 1.000 * 0.544 * 2.157) + 1.000 * 1.000 * 5.412) + = 11.855 Total of 5 streams to confluence: Flow rates before confluence point: 0.521 6.487 1.617 2.157 5.412 Maximum flow rates at confluence using above data: 14.218 14.436 14.311 13.813 11.855 Area of streams before confluence: 0.330 1.770 0.370 0.670 1.070 Results of confluence: Total flow rate = 14.436(CFS) Time of concentration = 8.851 min. Effective stream area after confluence = 4.210(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 70.250(Ft.) Downstream point/station elevation = 69.840(Ft.) Pipe length = 51.30(Ft.) Slope = 0.0080 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.436(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 14.436(CFS) Normal flow depth in pipe = 15.00(In.) Flow top width inside pipe = 23.24(In.) Critical Depth = 16.43(In.) Pipe flow velocity = 7.00(Ft/s) Page | 140 of 194 Marja Acres Drainage Report Travel time through pipe = 0.12 min. Time of concentration (TC) = 8.97 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 69.510(Ft.) Downstream point/station elevation = 69.300(Ft.) Pipe length = 26.40(Ft.) Slope = 0.0080 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.436(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 14.436(CFS) Normal flow depth in pipe = 15.02(In.) Flow top width inside pipe = 23.23(In.) Critical Depth = 16.43(In.) Pipe flow velocity = 6.98(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 9.04 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 105.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 4.857(In/Hr) for a 100.0 year storm User specified 'C' value of 0.190 given for subarea Time of concentration = 9.04 min. Rainfall intensity = 4.857(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.677 CA = 3.081 Subarea runoff = 0.526(CFS) for 0.340(Ac.) Total runoff = 14.962(CFS) Total area = 4.550(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 110.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 63.750(Ft.) Downstream point/station elevation = 57.730(Ft.) Pipe length = 46.20(Ft.) Slope = 0.1357 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.962(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 14.962(CFS) Normal flow depth in pipe = 7.77(In.) Flow top width inside pipe = 17.83(In.) Critical Depth = 16.86(In.) Pipe flow velocity = 20.50(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 9.07 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Page | 141 of 194 Marja Acres Drainage Report Process from Point/Station 110.000 to Point/Station 115.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 56.730(Ft.) Downstream point/station elevation = 56.190(Ft.) Pipe length = 42.60(Ft.) Slope = 0.0127 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.962(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 14.962(CFS) Normal flow depth in pipe = 11.74(In.) Flow top width inside pipe = 29.28(In.) Critical Depth = 15.63(In.) Pipe flow velocity = 8.40(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 9.16 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 115.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.550(Ac.) Runoff from this stream = 14.962(CFS) Time of concentration = 9.16 min. Rainfall intensity = 4.815(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 14.962 9.16 4.815 Qmax(1) = 1.000 * 1.000 * 14.962) + = 14.962 Total of 1 main streams to confluence: Flow rates before confluence point: 14.962 Maximum flow rates at confluence using above data: 14.962 Area of streams before confluence: 4.550 Results of confluence: Total flow rate = 14.962(CFS) Time of concentration = 9.158 min. Effective stream area after confluence = 4.550(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 125.000 **** INITIAL AREA EVALUATION **** Page | 142 of 194 Marja Acres Drainage Report ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL ] (2.9 DU/A or Less ) Impervious value, Ai = 0.250 Sub-Area C Value = 0.490 Initial subarea total flow distance = 65.000(Ft.) Highest elevation = 81.900(Ft.) Lowest elevation = 81.200(Ft.) Elevation difference = 0.700(Ft.) Slope = 1.077 % Top of Initial Area Slope adjusted by User to 8.800 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 8.80 %, in a development type of 2.9 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.32 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.4900)*( 100.000^.5)/( 8.800^(1/3)]= 5.32 Rainfall intensity (I) = 6.836(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.490 Subarea runoff = 0.268(CFS) Total initial stream area = 0.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 125.000 to Point/Station 130.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 81.200(Ft.) Downstream point elevation = 72.300(Ft.) Channel length thru subarea = 181.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 8.000 Slope or 'Z' of right channel bank = 8.000 Estimated mean flow rate at midpoint of channel = 2.351(CFS) Manning's 'N' = 0.013 Maximum depth of channel = 0.250(Ft.) Flow(q) thru subarea = 2.351(CFS) Depth of flow = 0.089(Ft.), Average velocity = 4.652(Ft/s) Channel flow top width = 6.416(Ft.) Flow Velocity = 4.65(Ft/s) Travel time = 0.65 min. Time of concentration = 5.97 min. Critical depth = 0.172(Ft.) Adding area flow to channel Rainfall intensity (I) = 6.347(In/Hr) for a 100.0 year storm User specified 'C' value of 0.730 given for subarea Rainfall intensity = 6.347(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.711 CA = 0.711 Subarea runoff = 4.244(CFS) for 0.920(Ac.) Page | 143 of 194 Marja Acres Drainage Report Total runoff = 4.512(CFS) Total area = 1.000(Ac.) Depth of flow = 0.129(Ft.), Average velocity = 5.810(Ft/s) Critical depth = 0.254(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.000 to Point/Station 135.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 67.540(Ft.) Downstream point/station elevation = 67.060(Ft.) Pipe length = 48.00(Ft.) Slope = 0.0056 Manning's N = 0.013 No. of pipes = 2 Required pipe flow = 4.512(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.256(CFS) Normal flow depth in pipe = 8.45(In.) Flow top width inside pipe = 10.95(In.) Critical Depth = 7.71(In.) Pipe flow velocity = 3.81(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 6.18 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 135.000 to Point/Station 135.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 6.207(In/Hr) for a 100.0 year storm User specified 'C' value of 0.940 given for subarea Time of concentration = 6.18 min. Rainfall intensity = 6.207(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.726 CA = 0.777 Subarea runoff = 0.309(CFS) for 0.070(Ac.) Total runoff = 4.821(CFS) Total area = 1.070(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 135.000 to Point/Station 140.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 66.960(Ft.) Downstream point/station elevation = 65.480(Ft.) Pipe length = 297.75(Ft.) Slope = 0.0050 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.821(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.821(CFS) Normal flow depth in pipe = 10.58(In.) Flow top width inside pipe = 17.72(In.) Critical Depth = 10.12(In.) Pipe flow velocity = 4.46(Ft/s) Travel time through pipe = 1.11 min. Page | 144 of 194 Marja Acres Drainage Report Time of concentration (TC) = 7.29 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 140.000 to Point/Station 140.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 5.579(In/Hr) for a 100.0 year storm User specified 'C' value of 0.650 given for subarea Time of concentration = 7.29 min. Rainfall intensity = 5.579(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.691 CA = 1.362 Subarea runoff = 2.775(CFS) for 0.900(Ac.) Total runoff = 7.596(CFS) Total area = 1.970(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 140.000 to Point/Station 142.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 65.460(Ft.) Downstream point/station elevation = 63.970(Ft.) Pipe length = 298.98(Ft.) Slope = 0.0050 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.596(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 7.596(CFS) Normal flow depth in pipe = 11.65(In.) Flow top width inside pipe = 23.99(In.) Critical Depth = 11.76(In.) Pipe flow velocity = 5.02(Ft/s) Travel time through pipe = 0.99 min. Time of concentration (TC) = 8.28 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 142.000 to Point/Station 142.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.970(Ac.) Runoff from this stream = 7.596(CFS) Time of concentration = 8.28 min. Rainfall intensity = 5.138(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.596 8.28 5.138 Qmax(1) = 1.000 * 1.000 * 7.596) + = 7.596 Total of 1 streams to confluence: Page | 145 of 194 Marja Acres Drainage Report Flow rates before confluence point: 7.596 Maximum flow rates at confluence using above data: 7.596 Area of streams before confluence: 1.970 Results of confluence: Total flow rate = 7.596(CFS) Time of concentration = 8.281 min. Effective stream area after confluence = 1.970(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 150.000 to Point/Station 155.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub-Area C Value = 0.690 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 82.000(Ft.) Lowest elevation = 72.400(Ft.) Elevation difference = 9.600(Ft.) Slope = 9.600 % Top of Initial Area Slope adjusted by User to 9.900 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 9.90 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.44 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6900)*( 100.000^.5)/( 9.900^(1/3)]= 3.44 Calculated TC of 3.437 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.690 Subarea runoff = 0.884(CFS) Total initial stream area = 0.180(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 155.000 to Point/Station 142.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 72.400(Ft.) Downstream point elevation = 67.970(Ft.) Channel length thru subarea = 202.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 20.000 Slope or 'Z' of right channel bank = 0.250 Page | 146 of 194 Marja Acres Drainage Report Estimated mean flow rate at midpoint of channel = 2.230(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.250(Ft.) Flow(q) thru subarea = 2.230(CFS) Depth of flow = 0.249(Ft.), Average velocity = 3.561(Ft/s) Channel flow top width = 5.036(Ft.) Flow Velocity = 3.56(Ft/s) Travel time = 0.95 min. Time of concentration = 4.38 min. Critical depth = 0.307(Ft.) Adding area flow to channel Calculated TC of 4.382 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm User specified 'C' value of 0.760 given for subarea Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.742 CA = 0.512 Subarea runoff = 2.757(CFS) for 0.510(Ac.) Total runoff = 3.641(CFS) Total area = 0.690(Ac.) Depth of flow = 0.291(Ft.), Average velocity = 4.323(Ft/s) !!Warning: Water is above left or right bank elevations ERROR - Channel depth exceeds maximum allowable depth Critical depth = 0.379(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 155.000 to Point/Station 142.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.690(Ac.) Runoff from this stream = 3.641(CFS) Time of concentration = 4.38 min. Rainfall intensity = 7.114(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.596 8.28 5.138 2 3.641 4.38 7.114 Qmax(1) = 1.000 * 1.000 * 7.596) + 0.722 * 1.000 * 3.641) + = 10.225 Qmax(2) = 1.000 * 0.529 * 7.596) + 1.000 * 1.000 * 3.641) + = 7.661 Total of 2 streams to confluence: Flow rates before confluence point: 7.596 3.641 Maximum flow rates at confluence using above data: 10.225 7.661 Page | 147 of 194 Marja Acres Drainage Report Area of streams before confluence: 1.970 0.690 Results of confluence: Total flow rate = 10.225(CFS) Time of concentration = 8.281 min. Effective stream area after confluence = 2.660(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 142.000 to Point/Station 160.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 63.570(Ft.) Downstream point/station elevation = 63.090(Ft.) Pipe length = 178.54(Ft.) Slope = 0.0027 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.225(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 10.225(CFS) Normal flow depth in pipe = 17.34(In.) Flow top width inside pipe = 21.49(In.) Critical Depth = 13.74(In.) Pipe flow velocity = 4.21(Ft/s) Travel time through pipe = 0.71 min. Time of concentration (TC) = 8.99 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 156.000 to Point/Station 158.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 75.000(Ft.) Highest elevation = 72.400(Ft.) Lowest elevation = 70.500(Ft.) Elevation difference = 1.900(Ft.) Slope = 2.533 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.53 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.72 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.8700)*( 80.000^.5)/( 2.530^(1/3)]= 2.72 Calculated TC of 2.718 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.371(CFS) Page | 148 of 194 Marja Acres Drainage Report Total initial stream area = 0.060(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 158.000 to Point/Station 160.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 1.538(CFS) Depth of flow = 0.213(Ft.), Average velocity = 2.111(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.22 2 3.00 0.13 3 4.50 0.00 4 6.00 0.13 5 16.00 0.33 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 1.538(CFS) ' ' flow top width = 9.899(Ft.) ' ' velocity= 2.111(Ft/s) ' ' area = 0.729(Sq.Ft) ' ' Froude number = 1.371 Upstream point elevation = 70.500(Ft.) Downstream point elevation = 67.480(Ft.) Flow length = 205.000(Ft.) Travel time = 1.62 min. Time of concentration = 4.34 min. Depth of flow = 0.213(Ft.) Average velocity = 2.111(Ft/s) Total irregular channel flow = 1.538(CFS) Irregular channel normal depth above invert elev. = 0.213(Ft.) Average velocity of channel(s) = 2.111(Ft/s) Adding area flow to channel Calculated TC of 4.336 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm User specified 'C' value of 0.960 given for subarea Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.947 CA = 0.388 Subarea runoff = 2.390(CFS) for 0.350(Ac.) Total runoff = 2.762(CFS) Total area = 0.410(Ac.) Depth of flow = 0.248(Ft.), Average velocity = 2.479(Ft/s) !!Warning: Water is above left or right bank elevations ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 158.000 to Point/Station 160.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 3 Page | 149 of 194 Marja Acres Drainage Report Stream flow area = 0.410(Ac.) Runoff from this stream = 2.762(CFS) Time of concentration = 4.34 min. Rainfall intensity = 7.114(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.596 8.28 5.138 2 3.641 4.38 7.114 3 2.762 4.34 7.114 Qmax(1) = 1.000 * 1.000 * 7.596) + 0.722 * 1.000 * 3.641) + 0.722 * 1.000 * 2.762) + = 12.220 Qmax(2) = 1.000 * 0.529 * 7.596) + 1.000 * 1.000 * 3.641) + 1.000 * 1.000 * 2.762) + = 10.422 Qmax(3) = 1.000 * 0.524 * 7.596) + 1.000 * 0.990 * 3.641) + 1.000 * 1.000 * 2.762) + = 10.342 Total of 3 streams to confluence: Flow rates before confluence point: 7.596 3.641 2.762 Maximum flow rates at confluence using above data: 12.220 10.422 10.342 Area of streams before confluence: 1.970 0.690 0.410 Results of confluence: Total flow rate = 12.220(CFS) Time of concentration = 8.281 min. Effective stream area after confluence = 3.070(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 160.000 to Point/Station 145.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 63.070(Ft.) Downstream point/station elevation = 63.000(Ft.) Pipe length = 13.80(Ft.) Slope = 0.0051 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.220(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 12.220(CFS) Normal flow depth in pipe = 15.63(In.) Flow top width inside pipe = 22.87(In.) Critical Depth = 15.08(In.) Pipe flow velocity = 5.64(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 8.32 min. Page | 150 of 194 Marja Acres Drainage Report ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 145.000 to Point/Station 145.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 5.121(In/Hr) for a 100.0 year storm User specified 'C' value of 0.440 given for subarea Time of concentration = 8.32 min. Rainfall intensity = 5.121(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.709 CA = 2.398 Subarea runoff = 0.061(CFS) for 0.310(Ac.) Total runoff = 12.281(CFS) Total area = 3.380(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 145.000 to Point/Station 115.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 57.450(Ft.) Downstream point/station elevation = 56.630(Ft.) Pipe length = 25.20(Ft.) Slope = 0.0325 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.281(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 12.281(CFS) Normal flow depth in pipe = 10.55(In.) Flow top width inside pipe = 17.73(In.) Critical Depth = 15.90(In.) Pipe flow velocity = 11.41(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 8.36 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.000 to Point/Station 115.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.380(Ac.) Runoff from this stream = 12.281(CFS) Time of concentration = 8.36 min. Rainfall intensity = 5.107(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 14.962 9.16 4.815 2 12.281 8.36 5.107 Qmax(1) = 1.000 * 1.000 * 14.962) + 0.943 * 1.000 * 12.281) + = 26.540 Page | 151 of 194 Marja Acres Drainage Report Qmax(2) = 1.000 * 0.913 * 14.962) + 1.000 * 1.000 * 12.281) + = 25.937 Total of 2 main streams to confluence: Flow rates before confluence point: 14.962 12.281 Maximum flow rates at confluence using above data: 26.540 25.937 Area of streams before confluence: 4.550 3.380 Results of confluence: Total flow rate = 26.540(CFS) Time of concentration = 9.158 min. Effective stream area after confluence = 7.930(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.000 to Point/Station 195.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 56.630(Ft.) Downstream point/station elevation = 55.200(Ft.) Pipe length = 107.30(Ft.) Slope = 0.0127 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 26.540(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 26.540(CFS) Normal flow depth in pipe = 16.31(In.) Flow top width inside pipe = 29.88(In.) Critical Depth = 21.07(In.) Pipe flow velocity = 9.73(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 9.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 195.000 to Point/Station 195.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 7.930(Ac.) Runoff from this stream = 26.540(CFS) Time of concentration = 9.34 min. Rainfall intensity = 4.753(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 26.540 9.34 4.753 Qmax(1) = Page | 152 of 194 Marja Acres Drainage Report 1.000 * 1.000 * 26.540) + = 26.540 Total of 1 main streams to confluence: Flow rates before confluence point: 26.540 Maximum flow rates at confluence using above data: 26.540 Area of streams before confluence: 7.930 Results of confluence: Total flow rate = 26.540(CFS) Time of concentration = 9.342 min. Effective stream area after confluence = 7.930(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 85.000 to Point/Station 165.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.290 Decimal fraction soil group D = 0.710 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 65.000(Ft.) Highest elevation = 88.900(Ft.) Lowest elevation = 87.600(Ft.) Elevation difference = 1.300(Ft.) Slope = 2.000 % Top of Initial Area Slope adjusted by User to 2.100 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 2.10 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.70 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.8700)*( 70.000^.5)/( 2.100^(1/3)]= 2.70 Calculated TC of 2.705 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.681(CFS) Total initial stream area = 0.110(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 165.000 to Point/Station 170.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 87.600(Ft.) Page | 153 of 194 Marja Acres Drainage Report Downstream point elevation = 85.550(Ft.) Channel length thru subarea = 116.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 3.000 Slope or 'Z' of right channel bank = 3.000 !!Warning: Water is above left or right bank elevations !!Warning: Water is above left or right bank elevations Estimated mean flow rate at midpoint of channel = 1.566(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.250(Ft.) Flow(q) thru subarea = 1.566(CFS) Depth of flow = 0.348(Ft.), Average velocity = 4.679(Ft/s) !!Warning: Water is above left or right bank elevations Channel flow top width = 1.500(Ft.) Flow Velocity = 4.68(Ft/s) Travel time = 0.41 min. Time of concentration = 3.12 min. Critical depth = 0.449(Ft.) ERROR - Channel depth exceeds maximum allowable depth Adding area flow to channel Calculated TC of 3.118 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm User specified 'C' value of 0.790 given for subarea Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.811 CA = 0.333 Subarea runoff = 1.686(CFS) for 0.300(Ac.) Total runoff = 2.367(CFS) Total area = 0.410(Ac.) Depth of flow = 0.411(Ft.), Average velocity = 5.518(Ft/s) !!Warning: Water is above left or right bank elevations ERROR - Channel depth exceeds maximum allowable depth Critical depth = 0.551(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 170.000 to Point/Station 173.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 77.540(Ft.) Downstream point/station elevation = 73.100(Ft.) Pipe length = 49.30(Ft.) Slope = 0.0901 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.367(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.367(CFS) Normal flow depth in pipe = 3.84(In.) Flow top width inside pipe = 11.19(In.) Critical Depth = 7.90(In.) Pipe flow velocity = 10.94(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 3.19 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 171.000 to Point/Station 173.000 Page | 154 of 194 Marja Acres Drainage Report **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Calculated TC of 3.193 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm User specified 'C' value of 0.200 given for subarea Time of concentration = 3.19 min. Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.428 CA = 0.471 Subarea runoff = 0.982(CFS) for 0.690(Ac.) Total runoff = 3.348(CFS) Total area = 1.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 173.000 to Point/Station 175.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 72.770(Ft.) Downstream point/station elevation = 63.500(Ft.) Pipe length = 47.50(Ft.) Slope = 0.1952 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.348(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.348(CFS) Normal flow depth in pipe = 3.76(In.) Flow top width inside pipe = 11.13(In.) Critical Depth = 9.39(In.) Pipe flow velocity = 15.92(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 3.24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 175.000 to Point/Station 175.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.100(Ac.) Runoff from this stream = 3.348(CFS) Time of concentration = 3.24 min. Rainfall intensity = 7.114(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.348 3.24 7.114 Qmax(1) = 1.000 * 1.000 * 3.348) + = 3.348 Total of 1 streams to confluence: Flow rates before confluence point: 3.348 Page | 155 of 194 Marja Acres Drainage Report Maximum flow rates at confluence using above data: 3.348 Area of streams before confluence: 1.100 Results of confluence: Total flow rate = 3.348(CFS) Time of concentration = 3.243 min. Effective stream area after confluence = 1.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 180.000 to Point/Station 185.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.030 Decimal fraction soil group D = 0.970 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 65.000(Ft.) Highest elevation = 86.700(Ft.) Lowest elevation = 85.200(Ft.) Elevation difference = 1.500(Ft.) Slope = 2.308 % Top of Initial Area Slope adjusted by User to 1.800 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 1.80 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.85 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.8700)*( 70.000^.5)/( 1.800^(1/3)]= 2.85 Calculated TC of 2.847 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.495(CFS) Total initial stream area = 0.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 185.000 to Point/Station 190.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 85.200(Ft.) Downstream point elevation = 79.600(Ft.) Channel length thru subarea = 185.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 8.000 Slope or 'Z' of right channel bank = 8.000 Estimated mean flow rate at midpoint of channel = 1.541(CFS) Manning's 'N' = 0.015 Page | 156 of 194 Marja Acres Drainage Report Maximum depth of channel = 0.250(Ft.) Flow(q) thru subarea = 1.541(CFS) Depth of flow = 0.087(Ft.), Average velocity = 3.123(Ft/s) Channel flow top width = 6.387(Ft.) Flow Velocity = 3.12(Ft/s) Travel time = 0.99 min. Time of concentration = 3.83 min. Critical depth = 0.133(Ft.) Adding area flow to channel Calculated TC of 3.835 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm User specified 'C' value of 0.810 given for subarea Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.821 CA = 0.353 Subarea runoff = 2.017(CFS) for 0.350(Ac.) Total runoff = 2.512(CFS) Total area = 0.430(Ac.) Depth of flow = 0.115(Ft.), Average velocity = 3.694(Ft/s) Critical depth = 0.180(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 190.000 to Point/Station 193.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 73.370(Ft.) Downstream point/station elevation = 71.140(Ft.) Pipe length = 114.40(Ft.) Slope = 0.0195 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.512(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.512(CFS) Normal flow depth in pipe = 6.04(In.) Flow top width inside pipe = 12.00(In.) Critical Depth = 8.15(In.) Pipe flow velocity = 6.35(Ft/s) Travel time through pipe = 0.30 min. Time of concentration (TC) = 4.14 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 193.000 to Point/Station 175.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 70.810(Ft.) Downstream point/station elevation = 63.500(Ft.) Pipe length = 29.30(Ft.) Slope = 0.2495 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.512(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.512(CFS) Normal flow depth in pipe = 3.05(In.) Flow top width inside pipe = 10.45(In.) Critical Depth = 8.15(In.) Pipe flow velocity = 16.02(Ft/s) Travel time through pipe = 0.03 min. Page | 157 of 194 Marja Acres Drainage Report Time of concentration (TC) = 4.17 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 193.000 to Point/Station 175.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Calculated TC of 4.166 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm User specified 'C' value of 0.280 given for subarea Time of concentration = 4.17 min. Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.649 CA = 0.409 Subarea runoff = 0.398(CFS) for 0.200(Ac.) Total runoff = 2.910(CFS) Total area = 0.630(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 175.000 to Point/Station 175.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.630(Ac.) Runoff from this stream = 2.910(CFS) Time of concentration = 4.17 min. Rainfall intensity = 7.114(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min)(In/Hr) 1 3.348 3.24 7.114 2 2.910 4.17 7.114 Qmax(1) = 1.000 * 1.000 * 3.348) + 1.000 * 0.778 * 2.910) + = 5.614 Qmax(2) = 1.000 * 1.000 * 3.348) + 1.000 * 1.000 * 2.910) + = 6.259 Total of 2 streams to confluence: Flow rates before confluence point: 3.348 2.910 Maximum flow rates at confluence using above data: 5.614 6.259 Area of streams before confluence: 1.100 0.630 Results of confluence: Total flow rate = 6.259(CFS) Time of concentration = 4.166 min. Effective stream area after confluence = 1.730(Ac.) Page | 158 of 194 Marja Acres Drainage Report ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 175.000 to Point/Station 195.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 59.000(Ft.) Downstream point/station elevation = 56.700(Ft.) Pipe length = 51.80(Ft.) Slope = 0.0515 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.259(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 6.259(CFS) Normal flow depth in pipe = 7.92(In.) Flow top width inside pipe = 11.37(In.) Critical depth could not be calculated. Pipe flow velocity = 11.37(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 4.24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 195.000 to Point/Station 195.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.730(Ac.) Runoff from this stream = 6.259(CFS) Time of concentration = 4.24 min. Rainfall intensity = 7.114(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 26.540 9.34 4.753 2 6.259 4.24 7.114 Qmax(1) = 1.000 * 1.000 * 26.540) + 0.668 * 1.000 * 6.259) + = 30.722 Qmax(2) = 1.000 * 0.454 * 26.540) + 1.000 * 1.000 * 6.259) + = 18.309 Total of 2 main streams to confluence: Flow rates before confluence point: 26.540 6.259 Maximum flow rates at confluence using above data: 30.722 18.309 Area of streams before confluence: 7.930 1.730 Results of confluence: Total flow rate = 30.722(CFS) Page | 159 of 194 Marja Acres Drainage Report Time of concentration = 9.342 min. Effective stream area after confluence = 9.660(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 195.000 to Point/Station 200.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 55.100(Ft.) Downstream point/station elevation = 53.670(Ft.) Pipe length = 243.00(Ft.) Slope = 0.0121 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 30.722(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 30.722(CFS) Normal flow depth in pipe = 18.16(In.) Flow top width inside pipe = 29.32(In.) Critical Depth = 22.66(In.) Pipe flow velocity = 9.89(Ft/s) Travel time through pipe = 0.41 min. Time of concentration (TC) = 9.75 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 200.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.660(Ac.) Runoff from this stream = 30.722(CFS) Time of concentration = 9.75 min. Rainfall intensity = 4.624(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 30.722 9.75 4.624 Qmax(1) = 1.000 * 1.000 * 30.722) + = 30.722 Total of 1 main streams to confluence: Flow rates before confluence point: 30.722 Maximum flow rates at confluence using above data: 30.722 Area of streams before confluence: 9.660 Results of confluence: Total flow rate = 30.722(CFS) Page | 160 of 194 Marja Acres Drainage Report Time of concentration = 9.752 min. Effective stream area after confluence = 9.660(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 10.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance = 65.000(Ft.) Highest elevation = 77.500(Ft.) Lowest elevation = 77.000(Ft.) Elevation difference = 0.500(Ft.) Slope = 0.769 % Top of Initial Area Slope adjusted by User to 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.50 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.7900)*( 65.000^.5)/( 1.000^(1/3)]= 4.50 Calculated TC of 4.499 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 0.225(CFS) Total initial stream area = 0.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 15.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 77.000(Ft.) End of street segment elevation = 73.650(Ft.) Length of street segment = 350.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 19.000(Ft.) Distance from crown to crossfall grade break = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Page | 161 of 194 Marja Acres Drainage Report Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.240(CFS) Depth of flow = 0.242(Ft.), Average velocity = 1.629(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.273(Ft.) Flow velocity = 1.63(Ft/s) Travel time = 3.58 min. TC = 8.08 min. Adding area flow to street Rainfall intensity (I) = 5.220(In/Hr) for a 100.0 year storm User specified 'C' value of 0.690 given for subarea Rainfall intensity = 5.220(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.696 CA = 0.459 Subarea runoff = 2.173(CFS) for 0.620(Ac.) Total runoff = 2.398(CFS) Total area = 0.660(Ac.) Street flow at end of street = 2.398(CFS) Half street flow at end of street = 1.199(CFS) Depth of flow = 0.284(Ft.), Average velocity = 1.861(Ft/s) Flow width (from curb towards crown)= 7.360(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 20.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 2.711(CFS) Depth of flow = 0.527(Ft.), Average velocity = 4.880(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 1.00 2 2.00 0.00 3 4.00 1.00 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 2.711(CFS) ' ' flow top width = 2.108(Ft.) ' ' velocity= 4.880(Ft/s) ' ' area = 0.555(Sq.Ft) ' ' Froude number = 1.675 Upstream point elevation = 73.650(Ft.) Downstream point elevation = 72.400(Ft.) Flow length = 75.000(Ft.) Travel time = 0.26 min. Time of concentration = 8.34 min. Depth of flow = 0.527(Ft.) Average velocity = 4.880(Ft/s) Total irregular channel flow = 2.711(CFS) Irregular channel normal depth above invert elev. = 0.527(Ft.) Average velocity of channel(s) = 4.880(Ft/s) Adding area flow to channel Rainfall intensity (I) = 5.116(In/Hr) for a 100.0 year storm Page | 162 of 194 Marja Acres Drainage Report User specified 'C' value of 0.270 given for subarea Rainfall intensity = 5.116(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.526 CA = 0.578 Subarea runoff = 0.560(CFS) for 0.440(Ac.) Total runoff = 2.958(CFS) Total area = 1.100(Ac.) Depth of flow = 0.545(Ft.), Average velocity = 4.987(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 25.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 67.900(Ft.) Downstream point/station elevation = 67.000(Ft.) Pipe length = 112.70(Ft.) Slope = 0.0080 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.958(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.958(CFS) Normal flow depth in pipe = 6.94(In.) Flow top width inside pipe = 17.52(In.) Critical Depth = 7.83(In.) Pipe flow velocity = 4.71(Ft/s) Travel time through pipe = 0.40 min. Time of concentration (TC) = 8.74 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.000 to Point/Station 25.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.100(Ac.) Runoff from this stream = 2.958(CFS) Time of concentration = 8.74 min. Rainfall intensity = 4.964(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.958 8.74 4.964 Qmax(1) = 1.000 * 1.000 * 2.958) + = 2.958 Total of 1 streams to confluence: Flow rates before confluence point: 2.958 Maximum flow rates at confluence using above data: 2.958 Area of streams before confluence: 1.100 Results of confluence: Total flow rate = 2.958(CFS) Page | 163 of 194 Marja Acres Drainage Report Time of concentration = 8.736 min. Effective stream area after confluence = 1.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 35.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (Limited Industrial ) Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 Initial subarea total flow distance = 65.000(Ft.) Highest elevation = 77.500(Ft.) Lowest elevation = 77.000(Ft.) Elevation difference = 0.500(Ft.) Slope = 0.769 % Top of Initial Area Slope adjusted by User to 1.400 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.40 %, in a development type of Limited Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.12 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.8500)*( 60.000^.5)/( 1.400^(1/3)]= 3.12 Calculated TC of 3.116 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.242(CFS) Total initial stream area = 0.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 40.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 77.000(Ft.) End of street segment elevation = 73.650(Ft.) Length of street segment = 275.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 19.000(Ft.) Distance from crown to crossfall grade break = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Page | 164 of 194 Marja Acres Drainage Report Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.302(CFS) Depth of flow = 0.273(Ft.), Average velocity = 2.028(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.819(Ft.) Flow velocity = 2.03(Ft/s) Travel time = 2.26 min. TC = 5.38 min. Adding area flow to street Rainfall intensity (I) = 6.789(In/Hr) for a 100.0 year storm User specified 'C' value of 0.710 given for subarea Rainfall intensity = 6.789(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.716 CA = 0.666 Subarea runoff = 4.279(CFS) for 0.890(Ac.) Total runoff = 4.521(CFS) Total area = 0.930(Ac.) Street flow at end of street = 4.521(CFS) Half street flow at end of street = 2.260(CFS) Depth of flow = 0.322(Ft.), Average velocity = 2.356(Ft/s) Flow width (from curb towards crown)= 9.256(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 25.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 68.400(Ft.) Downstream point/station elevation = 67.000(Ft.) Pipe length = 17.10(Ft.) Slope = 0.0819 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.521(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.521(CFS) Normal flow depth in pipe = 4.72(In.) Flow top width inside pipe = 15.83(In.) Critical Depth = 9.80(In.) Pipe flow velocity = 12.24(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 5.40 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.000 to Point/Station 25.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.930(Ac.) Runoff from this stream = 4.521(CFS) Time of concentration = 5.40 min. Rainfall intensity = 6.770(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) Page | 165 of 194 Marja Acres Drainage Report 1 2.958 8.74 4.964 2 4.521 5.40 6.770 Qmax(1) = 1.000 * 1.000 * 2.958) + 0.733 * 1.000 * 4.521) + = 6.272 Qmax(2) = 1.000 * 0.618 * 2.958) + 1.000 * 1.000 * 4.521) + = 6.349 Total of 2 streams to confluence: Flow rates before confluence point: 2.958 4.521 Maximum flow rates at confluence using above data: 6.272 6.349 Area of streams before confluence: 1.100 0.930 Results of confluence: Total flow rate = 6.349(CFS) Time of concentration = 5.399 min. Effective stream area after confluence = 2.030(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.000 to Point/Station 45.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 66.670(Ft.) Downstream point/station elevation = 63.000(Ft.) Pipe length = 405.70(Ft.) Slope = 0.0090 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.349(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.349(CFS) Normal flow depth in pipe = 10.42(In.) Flow top width inside pipe = 17.78(In.) Critical Depth = 11.69(In.) Pipe flow velocity = 5.99(Ft/s) Travel time through pipe = 1.13 min. Time of concentration (TC) = 6.53 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.000 to Point/Station 45.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.030(Ac.) Runoff from this stream = 6.349(CFS) Time of concentration = 6.53 min. Rainfall intensity = 5.990(In/Hr) Summary of stream data: Page | 166 of 194 Marja Acres Drainage Report Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.349 6.53 5.990 Qmax(1) = 1.000 * 1.000 * 6.349) + = 6.349 Total of 1 streams to confluence: Flow rates before confluence point: 6.349 Maximum flow rates at confluence using above data: 6.349 Area of streams before confluence: 2.030 Results of confluence: Total flow rate = 6.349(CFS) Time of concentration = 6.528 min. Effective stream area after confluence = 2.030(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 55.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 65.000(Ft.) Highest elevation = 83.600(Ft.) Lowest elevation = 82.300(Ft.) Elevation difference = 1.300(Ft.) Slope = 2.000 % Top of Initial Area Slope adjusted by User to 1.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.50 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.61 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6300)*( 80.000^.5)/( 1.500^(1/3)]= 6.61 Rainfall intensity (I) = 5.941(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.299(CFS) Total initial stream area = 0.080(Ac.) Page | 167 of 194 Marja Acres Drainage Report ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 60.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 82.300(Ft.) Downstream point elevation = 73.850(Ft.) Channel length thru subarea = 275.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 8.000 Slope or 'Z' of right channel bank = 8.000 Estimated mean flow rate at midpoint of channel = 1.703(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.250(Ft.) Flow(q) thru subarea = 1.703(CFS) Depth of flow = 0.091(Ft.), Average velocity = 3.250(Ft/s) Channel flow top width = 6.463(Ft.) Flow Velocity = 3.25(Ft/s) Travel time = 1.41 min. Time of concentration = 8.02 min. Critical depth = 0.142(Ft.) Adding area flow to channel Rainfall intensity (I) = 5.245(In/Hr) for a 100.0 year storm User specified 'C' value of 0.730 given for subarea Rainfall intensity = 5.245(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.720 CA = 0.598 Subarea runoff = 2.836(CFS) for 0.750(Ac.) Total runoff = 3.136(CFS) Total area = 0.830(Ac.) Depth of flow = 0.130(Ft.), Average velocity = 4.000(Ft/s) Critical depth = 0.205(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 64.000 to Point/Station 64.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ User specified 'C' value of 0.720 given for subarea Rainfall intensity (I) = 3.502(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 15.00 min. Rain intensity = 3.50(In/Hr) Total area = 0.830(Ac.) Total runoff = 0.734(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 45.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 69.350(Ft.) Downstream point/station elevation = 64.500(Ft.) Pipe length = 46.60(Ft.) Slope = 0.1041 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.734(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.734(CFS) Normal flow depth in pipe = 2.06(In.) Flow top width inside pipe = 9.04(In.) Page | 168 of 194 Marja Acres Drainage Report Critical Depth = 4.28(In.) Pipe flow velocity = 8.20(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 15.09 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.000 to Point/Station 45.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.830(Ac.) Runoff from this stream = 0.734(CFS) Time of concentration = 15.09 min. Rainfall intensity = 3.488(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.349 6.53 5.990 2 0.734 15.09 3.488 Qmax(1) = 1.000 * 1.000 * 6.349) + 1.000 * 0.432 * 0.734) + = 6.666 Qmax(2) = 0.582 * 1.000 * 6.349) + 1.000 * 1.000 * 0.734) + = 4.431 Total of 2 streams to confluence: Flow rates before confluence point: 6.349 0.734 Maximum flow rates at confluence using above data: 6.666 4.431 Area of streams before confluence: 2.030 0.830 Results of confluence: Total flow rate = 6.666(CFS) Time of concentration = 6.528 min. Effective stream area after confluence = 2.860(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.000 to Point/Station 200.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 62.670(Ft.) Downstream point/station elevation = 54.660(Ft.) Pipe length = 145.00(Ft.) Slope = 0.0681 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.666(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.666(CFS) Normal flow depth in pipe = 6.05(In.) Flow top width inside pipe = 17.00(In.) Page | 169 of 194 Marja Acres Drainage Report Critical Depth = 12.00(In.) Pipe flow velocity = 12.80(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 6.72 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 200.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.860(Ac.) Runoff from this stream = 6.666(CFS) Time of concentration = 6.72 min. Rainfall intensity = 5.881(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 30.722 9.75 4.624 2 6.666 6.72 5.881 Qmax(1) = 1.000 * 1.000 * 30.722) + 0.786 * 1.000 * 6.666) + = 35.964 Qmax(2) = 1.000 * 0.689 * 30.722) + 1.000 * 1.000 * 6.666) + = 27.827 Total of 2 main streams to confluence: Flow rates before confluence point: 30.722 6.666 Maximum flow rates at confluence using above data: 35.964 27.827 Area of streams before confluence: 9.660 2.860 Results of confluence: Total flow rate = 35.964(CFS) Time of concentration = 9.752 min. Effective stream area after confluence = 12.520(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 53.090(Ft.) Downstream point/station elevation = 45.890(Ft.) Pipe length = 28.00(Ft.) Slope = 0.2932 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 35.964(CFS) Given pipe size = 36.00(In.) Page | 170 of 194 Marja Acres Drainage Report Calculated individual pipe flow = 35.964(CFS) Normal flow depth in pipe = 7.68(In.) Flow top width inside pipe = 29.49(In.) Critical Depth = 23.40(In.) Pipe flow velocity = 32.64(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 9.77 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 201.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ User specified 'C' value of 0.610 given for subarea Rainfall intensity (I) = 3.114(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 18.00 min. Rain intensity = 3.11(In/Hr) Total area = 12.520(Ac.) Total runoff = 9.037(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 201.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 12.520(Ac.) Runoff from this stream = 9.037(CFS) Time of concentration = 18.00 min. Rainfall intensity = 3.114(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.037 18.00 3.114 Qmax(1) = 1.000 * 1.000 * 9.037) + = 9.037 Total of 1 main streams to confluence: Flow rates before confluence point: 9.037 Maximum flow rates at confluence using above data: 9.037 Area of streams before confluence: 12.520 Results of confluence: Total flow rate = 9.037(CFS) Time of concentration = 18.000 min. Effective stream area after confluence = 12.520(Ac.) Page | 171 of 194 Marja Acres Drainage Report ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 210.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.300 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 108.000(Ft.) Lowest elevation = 92.500(Ft.) Elevation difference = 15.500(Ft.) Slope = 15.500 % Top of Initial Area Slope adjusted by User to 10.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 10.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.68 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.3000)*( 100.000^.5)/( 10.000^(1/3)]= 6.68 Rainfall intensity (I) = 5.899(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.300 Subarea runoff = 0.142(CFS) Total initial stream area = 0.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 215.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 92.500(Ft.) End of street segment elevation = 78.900(Ft.) Length of street segment = 790.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 19.000(Ft.) Distance from crown to crossfall grade break = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.864(CFS) Depth of flow = 0.276(Ft.), Average velocity = 2.435(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.969(Ft.) Page | 172 of 194 Marja Acres Drainage Report Flow velocity = 2.43(Ft/s) Travel time = 5.41 min. TC = 12.09 min. Adding area flow to street Rainfall intensity (I) = 4.025(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Rainfall intensity = 4.025(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.618 CA = 1.416 Subarea runoff = 5.558(CFS) for 2.210(Ac.) Total runoff = 5.700(CFS) Total area = 2.290(Ac.) Street flow at end of street = 5.700(CFS) Half street flow at end of street = 2.850(CFS) Depth of flow = 0.327(Ft.), Average velocity = 2.839(Ft/s) Flow width (from curb towards crown)= 9.493(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 215.000 to Point/Station 218.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 72.400(Ft.) Downstream point/station elevation = 72.170(Ft.) Pipe length = 37.50(Ft.) Slope = 0.0061 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.700(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.700(CFS) Normal flow depth in pipe = 11.02(In.) Flow top width inside pipe = 17.54(In.) Critical Depth = 11.05(In.) Pipe flow velocity = 5.03(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 12.22 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 215.000 to Point/Station 225.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.290(Ac.) Runoff from this stream = 5.700(CFS) Time of concentration = 12.22 min. Rainfall intensity = 3.998(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.700 12.22 3.998 Qmax(1) = 1.000 * 1.000 * 5.700) + = 5.700 Total of 1 streams to confluence: Flow rates before confluence point: Page | 173 of 194 Marja Acres Drainage Report 5.700 Maximum flow rates at confluence using above data: 5.700 Area of streams before confluence: 2.290 Results of confluence: Total flow rate = 5.700(CFS) Time of concentration = 12.216 min. Effective stream area after confluence = 2.290(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 85.000 to Point/Station 220.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 65.000(Ft.) Highest elevation = 88.900(Ft.) Lowest elevation = 88.100(Ft.) Elevation difference = 0.800(Ft.) Slope = 1.231 % Top of Initial Area Slope adjusted by User to 1.300 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.30 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.94 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.8700)*( 60.000^.5)/( 1.300^(1/3)]= 2.94 Calculated TC of 2.938 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.248(CFS) Total initial stream area = 0.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 220.000 to Point/Station 225.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 88.100(Ft.) End of street segment elevation = 79.000(Ft.) Length of street segment = 418.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 19.000(Ft.) Distance from crown to crossfall grade break = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Page | 174 of 194 Marja Acres Drainage Report Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.962(CFS) Depth of flow = 0.203(Ft.), Average velocity = 2.246(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 3.340(Ft.) Flow velocity = 2.25(Ft/s) Travel time = 3.10 min. TC = 6.04 min. Adding area flow to street Rainfall intensity (I) = 6.298(In/Hr) for a 100.0 year storm User specified 'C' value of 0.900 given for subarea Rainfall intensity = 6.298(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.896 CA = 0.296 Subarea runoff = 1.615(CFS) for 0.290(Ac.) Total runoff = 1.863(CFS) Total area = 0.330(Ac.) Street flow at end of street = 1.863(CFS) Half street flow at end of street = 0.931(CFS) Depth of flow = 0.242(Ft.), Average velocity = 2.454(Ft/s) Flow width (from curb towards crown)= 5.263(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 225.000 to Point/Station 218.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 72.330(Ft.) Downstream point/station elevation = 72.170(Ft.) Pipe length = 3.00(Ft.) Slope = 0.0533 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.863(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.863(CFS) Normal flow depth in pipe = 3.38(In.) Flow top width inside pipe = 14.05(In.) Critical Depth = 6.16(In.) Pipe flow velocity = 8.12(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 6.05 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 220.000 to Point/Station 225.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.330(Ac.) Runoff from this stream = 1.863(CFS) Time of concentration = 6.05 min. Page | 175 of 194 Marja Acres Drainage Report Rainfall intensity = 6.294(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.700 12.22 3.998 2 1.863 6.05 6.294 Qmax(1) = 1.000 * 1.000 * 5.700) + 0.635 * 1.000 * 1.863) + = 6.884 Qmax(2) = 1.000 * 0.495 * 5.700) + 1.000 * 1.000 * 1.863) + = 4.684 Total of 2 streams to confluence: Flow rates before confluence point: 5.700 1.863 Maximum flow rates at confluence using above data: 6.884 4.684 Area of streams before confluence: 2.290 0.330 Results of confluence: Total flow rate = 6.884(CFS) Time of concentration = 12.216 min. Effective stream area after confluence = 2.620(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 218.000 to Point/Station 230.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 71.840(Ft.) Downstream point/station elevation = 66.930(Ft.) Pipe length = 491.40(Ft.) Slope = 0.0100 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.884(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.884(CFS) Normal flow depth in pipe = 10.63(In.) Flow top width inside pipe = 17.70(In.) Critical Depth = 12.19(In.) Pipe flow velocity = 6.34(Ft/s) Travel time through pipe = 1.29 min. Time of concentration (TC) = 13.51 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 230.000 to Point/Station 230.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 3.747(In/Hr) for a 100.0 year storm User specified 'C' value of 0.780 given for subarea Time of concentration = 13.51 min. Rainfall intensity = 3.747(In/Hr) for a 100.0 year storm Page | 176 of 194 Marja Acres Drainage Report Effective runoff coefficient used for total area (Q=KCIA) is C = 0.693 CA = 2.625 Subarea runoff = 2.951(CFS) for 1.170(Ac.) Total runoff = 9.835(CFS) Total area = 3.790(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 230.000 to Point/Station 231.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 66.930(Ft.) Downstream point/station elevation = 62.730(Ft.) Pipe length = 181.62(Ft.) Slope = 0.0231 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.835(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 9.835(CFS) Normal flow depth in pipe = 10.22(In.) Flow top width inside pipe = 17.83(In.) Critical Depth = 14.51(In.) Pipe flow velocity = 9.51(Ft/s) Travel time through pipe = 0.32 min. Time of concentration (TC) = 13.83 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 231.000 to Point/Station 232.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 62.400(Ft.) Downstream point/station elevation = 59.130(Ft.) Pipe length = 41.70(Ft.) Slope = 0.0784 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.835(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 9.835(CFS) Normal flow depth in pipe = 7.17(In.) Flow top width inside pipe = 17.62(In.) Critical Depth = 14.51(In.) Pipe flow velocity = 14.99(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 13.87 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 232.000 to Point/Station 235.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 58.800(Ft.) Downstream point/station elevation = 55.600(Ft.) Pipe length = 49.40(Ft.) Slope = 0.0648 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.835(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 9.835(CFS) Normal flow depth in pipe = 7.56(In.) Flow top width inside pipe = 17.77(In.) Critical Depth = 14.51(In.) Page | 177 of 194 Marja Acres Drainage Report Pipe flow velocity = 13.98(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 13.93 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 230.000 to Point/Station 235.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.790(Ac.) Runoff from this stream = 9.835(CFS) Time of concentration = 13.93 min. Rainfall intensity = 3.673(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.835 13.93 3.673 Qmax(1) = 1.000 * 1.000 * 9.835) + = 9.835 Total of 1 streams to confluence: Flow rates before confluence point: 9.835 Maximum flow rates at confluence using above data: 9.835 Area of streams before confluence: 3.790 Results of confluence: Total flow rate = 9.835(CFS) Time of concentration = 13.932 min. Effective stream area after confluence = 3.790(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 240.000 to Point/Station 245.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [MEDIUM DENSITY RESIDENTIAL ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.600 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 66.400(Ft.) Lowest elevation = 60.500(Ft.) Elevation difference = 5.900(Ft.) Slope = 5.900 % Top of Initial Area Slope adjusted by User to 5.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: Page | 178 of 194 Marja Acres Drainage Report The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 5.50 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.10 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6000)*( 100.000^.5)/( 5.500^(1/3)]= 5.10 Rainfall intensity (I) = 7.025(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.600 Subarea runoff = 0.464(CFS) Total initial stream area = 0.110(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 245.000 to Point/Station 250.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 60.500(Ft.) Downstream point elevation = 58.200(Ft.) Channel length thru subarea = 120.000(Ft.) Channel base width = 1.000(Ft.) Slope or 'Z' of left channel bank = 0.500 Slope or 'Z' of right channel bank = 1.500 Estimated mean flow rate at midpoint of channel = 2.465(CFS) Manning's 'N' = 0.005 Maximum depth of channel = 0.500(Ft.) Flow(q) thru subarea = 2.465(CFS) Depth of flow = 0.185(Ft.), Average velocity = 11.225(Ft/s) Channel flow top width = 1.371(Ft.) Flow Velocity = 11.23(Ft/s) Travel time = 0.18 min. Time of concentration = 5.28 min. Critical depth = 0.484(Ft.) Adding area flow to channel Rainfall intensity (I) = 6.871(In/Hr) for a 100.0 year storm User specified 'C' value of 0.790 given for subarea Rainfall intensity = 6.871(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.766 CA = 0.659 Subarea runoff = 4.061(CFS) for 0.750(Ac.) Total runoff = 4.524(CFS) Total area = 0.860(Ac.) Depth of flow = 0.264(Ft.), Average velocity = 13.533(Ft/s) Critical depth = 0.664(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 250.000 to Point/Station 235.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 56.100(Ft.) Downstream point/station elevation = 55.600(Ft.) Pipe length = 81.50(Ft.) Slope = 0.0061 Manning's N = 0.013 No. of pipes = 2 Required pipe flow = 4.524(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.262(CFS) Page | 179 of 194 Marja Acres Drainage Report Normal flow depth in pipe = 8.20(In.) Flow top width inside pipe = 11.16(In.) Critical Depth = 7.72(In.) Pipe flow velocity = 3.96(Ft/s) Travel time through pipe = 0.34 min. Time of concentration (TC) = 5.62 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 250.000 to Point/Station 235.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.860(Ac.) Runoff from this stream = 4.524(CFS) Time of concentration = 5.62 min. Rainfall intensity = 6.597(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.835 13.93 3.673 2 4.524 5.62 6.597 Qmax(1) = 1.000 * 1.000 * 9.835) + 0.557 * 1.000 * 4.524) + = 12.354 Qmax(2) = 1.000 * 0.403 * 9.835) + 1.000 * 1.000 * 4.524) + = 8.492 Total of 2 streams to confluence: Flow rates before confluence point: 9.835 4.524 Maximum flow rates at confluence using above data: 12.354 8.492 Area of streams before confluence: 3.790 0.860 Results of confluence: Total flow rate = 12.354(CFS) Time of concentration = 13.932 min. Effective stream area after confluence = 4.650(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 235.000 to Point/Station 255.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 55.270(Ft.) Downstream point/station elevation = 53.500(Ft.) Pipe length = 82.57(Ft.) Slope = 0.0214 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.354(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 12.354(CFS) Page | 180 of 194 Marja Acres Drainage Report Normal flow depth in pipe = 12.21(In.) Flow top width inside pipe = 16.82(In.) Critical Depth = 15.93(In.) Pipe flow velocity = 9.68(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 14.07 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 255.000 to Point/Station 255.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 3.649(In/Hr) for a 100.0 year storm User specified 'C' value of 0.400 given for subarea Time of concentration = 14.07 min. Rainfall intensity = 3.649(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.663 CA = 3.587 Subarea runoff = 0.736(CFS) for 0.760(Ac.) Total runoff = 13.090(CFS) Total area = 5.410(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 255.000 to Point/Station 255.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ User specified 'C' value of 0.680 given for subarea Rainfall intensity (I) = 2.397(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 27.00 min. Rain intensity = 2.40(In/Hr) Total area = 5.410(Ac.) Total runoff = 3.609(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 255.000 to Point/Station 255.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.410(Ac.) Runoff from this stream = 3.609(CFS) Time of concentration = 27.00 min. Rainfall intensity = 2.397(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.609 27.00 2.397 Qmax(1) = 1.000 * 1.000 * 3.609) + = 3.609 Total of 1 streams to confluence: Flow rates before confluence point: 3.609 Page | 181 of 194 Marja Acres Drainage Report Maximum flow rates at confluence using above data: 3.609 Area of streams before confluence: 5.410 Results of confluence: Total flow rate = 3.609(CFS) Time of concentration = 27.000 min. Effective stream area after confluence = 5.410(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 260.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance = 65.000(Ft.) Highest elevation = 77.500(Ft.) Lowest elevation = 76.500(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.538 % Top of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.84 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.7900)*( 75.000^.5)/( 2.000^(1/3)]= 3.84 Calculated TC of 3.835 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 0.225(CFS) Total initial stream area = 0.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 260.000 to Point/Station 265.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 76.500(Ft.) End of street segment elevation = 63.800(Ft.) Length of street segment = 517.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 19.000(Ft.) Distance from crown to crossfall grade break = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Page | 182 of 194 Marja Acres Drainage Report Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.093(CFS) Depth of flow = 0.208(Ft.), Average velocity = 2.397(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 3.543(Ft.) Flow velocity = 2.40(Ft/s) Travel time = 3.60 min. TC = 7.43 min. Adding area flow to street Rainfall intensity (I) = 5.510(In/Hr) for a 100.0 year storm User specified 'C' value of 0.800 given for subarea Rainfall intensity = 5.510(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.799 CA = 0.376 Subarea runoff = 1.845(CFS) for 0.430(Ac.) Total runoff = 2.069(CFS) Total area = 0.470(Ac.) Street flow at end of street = 2.069(CFS) Half street flow at end of street = 1.035(CFS) Depth of flow = 0.245(Ft.), Average velocity = 2.629(Ft/s) Flow width (from curb towards crown)= 5.395(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 265.000 to Point/Station 275.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 57.600(Ft.) Downstream point/station elevation = 56.500(Ft.) Pipe length = 50.00(Ft.) Slope = 0.0220 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.069(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.069(CFS) Normal flow depth in pipe = 4.43(In.) Flow top width inside pipe = 15.51(In.) Critical Depth = 6.51(In.) Pipe flow velocity = 6.12(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 7.57 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 275.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 5.445(In/Hr) for a 100.0 year storm User specified 'C' value of 0.820 given for subarea Time of concentration = 7.57 min. Rainfall intensity = 5.445(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area Page | 183 of 194 Marja Acres Drainage Report (Q=KCIA) is C = 0.808 CA = 0.646 Subarea runoff = 1.449(CFS) for 0.330(Ac.) Total runoff = 3.519(CFS) Total area = 0.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 275.000 to Point/Station 255.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 56.170(Ft.) Downstream point/station elevation = 53.500(Ft.) Pipe length = 25.20(Ft.) Slope = 0.1060 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.519(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.519(CFS) Normal flow depth in pipe = 3.90(In.) Flow top width inside pipe = 14.83(In.) Critical Depth = 8.59(In.) Pipe flow velocity = 12.48(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 7.60 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 255.000 to Point/Station 255.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.800(Ac.) Runoff from this stream = 3.519(CFS) Time of concentration = 7.60 min. Rainfall intensity = 5.430(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.609 27.00 2.397 2 3.519 7.60 5.430 Qmax(1) = 1.000 * 1.000 * 3.609) + 0.441 * 1.000 * 3.519) + = 5.163 Qmax(2) = 1.000 * 0.282 * 3.609) + 1.000 * 1.000 * 3.519) + = 4.535 Total of 2 streams to confluence: Flow rates before confluence point: 3.609 3.519 Maximum flow rates at confluence using above data: 5.163 4.535 Area of streams before confluence: 5.410 0.800 Results of confluence: Page | 184 of 194 Marja Acres Drainage Report Total flow rate = 5.163(CFS) Time of concentration = 27.000 min. Effective stream area after confluence = 6.210(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 255.000 to Point/Station 332.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 48.000(Ft.) Downstream point/station elevation = 46.7900(Ft.) Pipe length = 96.20(Ft.) Slope = 0.0090 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.163(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.163(CFS) Normal flow depth in pipe = 9.18(In.) Flow top width inside pipe = 18.00(In.) Critical Depth = 10.50(In.) Pipe flow velocity = 5.70(Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 27.28 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 332.000 to Point/Station 332.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.210(Ac.) Runoff from this stream = 5.163(CFS) Time of concentration = 27.28 min. Rainfall intensity = 2.381(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.163 27.28 2.381 Qmax(1) = 1.000 * 1.000 * 5.163) + = 5.163 Total of 1 streams to confluence: Flow rates before confluence point: 5.163 Maximum flow rates at confluence using above data: 5.163 Area of streams before confluence: 6.210 Results of confluence: Total flow rate = 5.163(CFS) Time of concentration = 27.281 min. Effective stream area after confluence = 6.210(Ac.) Page | 185 of 194 Marja Acres Drainage Report ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 315.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.200 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 68.000(Ft.) Lowest elevation = 64.500(Ft.) Elevation difference = 3.500(Ft.) Slope = 3.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 3.50 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 10.67 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.2000)*( 100.000^.5)/( 3.500^(1/3)]= 10.67 Rainfall intensity (I) = 4.363(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.200 Subarea runoff = 0.026(CFS) Total initial stream area = 0.030(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 315.000 to Point/Station 320.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 4.363(In/Hr) for a 100.0 year storm User specified 'C' value of 0.210 given for subarea Time of concentration = 10.67 min. Rainfall intensity = 4.363(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.209 CA = 0.067 Subarea runoff = 0.266(CFS) for 0.290(Ac.) Total runoff = 0.292(CFS) Total area = 0.320(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 325.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 48.800(Ft.) Downstream point/station elevation = 48.500(Ft.) Pipe length = 40.30(Ft.) Slope = 0.0055 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.292(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.292(CFS) Normal flow depth in pipe = 3.71(In.) Page | 186 of 194 Marja Acres Drainage Report Flow top width inside pipe = 5.83(In.) Critical Depth = 3.28(In.) Pipe flow velocity = 2.29(Ft/s) Travel time through pipe = 0.29 min. Time of concentration (TC) = 10.96 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 265.000 to Point/Station 277.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [MEDIUM DENSITY RESIDENTIAL ] (10.9 DU/A or Less ) Impervious value, Ai = 0.450 Sub-Area C Value = 0.570 Initial subarea total flow distance = 75.000(Ft.) Highest elevation = 63.800(Ft.) Lowest elevation = 55.600(Ft.) Elevation difference = 8.200(Ft.) Slope = 10.933 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 10.93 %, in a development type of 10.9 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.30 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.5700)*( 100.000^.5)/( 10.930^(1/3)]= 4.30 Calculated TC of 4.299 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.365(CFS) Total initial stream area = 0.090(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 277.000 to Point/Station 325.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 0.527(CFS) Depth of flow = 0.158(Ft.), Average velocity = 3.262(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.05 0.00 Page | 187 of 194 Marja Acres Drainage Report 3 1.55 0.13 4 19.55 0.49 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 0.527(CFS) ' ' flow top width = 2.937(Ft.) ' ' velocity= 3.262(Ft/s) ' ' area = 0.162(Sq.Ft) ' ' Froude number = 2.451 Upstream point elevation = 55.600(Ft.) Downstream point elevation = 52.500(Ft.) Flow length = 56.000(Ft.) Travel time = 0.29 min. Time of concentration = 4.58 min. Depth of flow = 0.158(Ft.) Average velocity = 3.262(Ft/s) Total irregular channel flow = 0.527(CFS) Irregular channel normal depth above invert elev. = 0.158(Ft.) Average velocity of channel(s) = 3.262(Ft/s) Adding area flow to channel Calculated TC of 4.585 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm User specified 'C' value of 0.570 given for subarea Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.097 Subarea runoff = 0.324(CFS) for 0.080(Ac.) Total runoff = 0.689(CFS) Total area = 0.170(Ac.) Depth of flow = 0.172(Ft.), Average velocity = 3.351(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 325.000 to Point/Station 325.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ User specified 'C' value of 0.010 given for subarea Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 5.00 min. Rain intensity = 7.11(In/Hr) Total area = 0.000(Ac.) Total runoff = 0.981(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 325.000 to Point/Station 281.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 48.500(Ft.) Downstream point/station elevation = 48.130(Ft.) Pipe length = 52.60(Ft.) Slope = 0.0051 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.981(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.981(CFS) Normal flow depth in pipe = 5.16(In.) Page | 188 of 194 Marja Acres Drainage Report Flow top width inside pipe = 11.88(In.) Critical Depth = 4.99(In.) Pipe flow velocity = 3.04(Ft/s) Travel time through pipe = 0.29 min. Time of concentration (TC) = 5.29 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 275.000 to Point/Station 279.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.810 Initial subarea total flow distance = 75.000(Ft.) Highest elevation = 63.800(Ft.) Lowest elevation = 57.500(Ft.) Elevation difference = 6.300(Ft.) Slope = 8.400 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 8.40 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.57 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.8100)*( 100.000^.5)/( 8.400^(1/3)]= 2.57 Calculated TC of 2.568 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.810 Subarea runoff = 0.403(CFS) Total initial stream area = 0.070(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 279.000 to Point/Station 281.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 0.605(CFS) Depth of flow = 0.162(Ft.), Average velocity = 3.503(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.05 0.00 3 1.55 0.13 4 19.55 0.49 Page | 189 of 194 Marja Acres Drainage Report Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 0.605(CFS) ' ' flow top width = 3.121(Ft.) ' ' velocity= 3.503(Ft/s) ' ' area = 0.173(Sq.Ft) ' ' Froude number = 2.624 Upstream point elevation = 57.500(Ft.) Downstream point elevation = 52.760(Ft.) Flow length = 75.000(Ft.) Travel time = 0.36 min. Time of concentration = 2.92 min. Depth of flow = 0.162(Ft.) Average velocity = 3.503(Ft/s) Total irregular channel flow = 0.605(CFS) Irregular channel normal depth above invert elev. = 0.162(Ft.) Average velocity of channel(s) = 3.503(Ft/s) Adding area flow to channel Calculated TC of 2.925 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm User specified 'C' value of 0.670 given for subarea Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.740 CA = 0.104 Subarea runoff = 0.334(CFS) for 0.070(Ac.) Total runoff = 0.737(CFS) Total area = 0.140(Ac.) Depth of flow = 0.172(Ft.), Average velocity = 3.581(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 281.000 to Point/Station 281.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ User specified 'C' value of 0.580 given for subarea Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 5.00 min. Rain intensity = 7.11(In/Hr) Total area = 0.550(Ac.) Total runoff = 1.718(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 281.000 to Point/Station 332.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 48.130(Ft.) Downstream point/station elevation = 46.790(Ft.) Pipe length = 357.00(Ft.) Slope = 0.0017 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.718(CFS) Given pipe size = 12.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 0.341(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 0.830(Ft.) Page | 190 of 194 Marja Acres Drainage Report Minor friction loss = 0.111(Ft.) K-factor = 1.50 Pipe flow velocity = 2.19(Ft/s) Travel time through pipe = 2.72 min. Time of concentration (TC) = 7.72 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 332.000 to Point/Station 332.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.550(Ac.) Runoff from this stream = 1.718(CFS) Time of concentration = 7.72 min. Rainfall intensity = 5.376(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.163 27.28 2.381 2 1.718 7.72 5.376 Qmax(1) = 1.000 * 1.000 * 5.163) + 0.443 * 1.000 * 1.718) + = 5.924 Qmax(2) = 1.000 * 0.283 * 5.163) + 1.000 * 1.000 * 1.718) + = 3.179 Total of 2 streams to confluence: Flow rates before confluence point: 5.163 1.718 Maximum flow rates at confluence using above data: 5.924 3.179 Area of streams before confluence: 6.210 0.550 Results of confluence: Total flow rate = 5.924(CFS) Time of concentration = 27.281 min. Effective stream area after confluence = 6.760(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 332.000 to Point/Station 201.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 46.720(Ft.) Downstream point/station elevation = 45.890(Ft.) Pipe length = 150.80(Ft.) Slope = 0.0055 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.924(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 5.924(CFS) Normal flow depth in pipe = 8.98(In.) Flow top width inside pipe = 27.47(In.) Page | 191 of 194 Marja Acres Drainage Report Critical Depth = 9.66(In.) Pipe flow velocity = 4.80(Ft/s) Travel time through pipe = 0.52 min. Time of concentration (TC) = 27.80 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 201.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 6.760(Ac.) Runoff from this stream = 5.924(CFS) Time of concentration = 27.80 min. Rainfall intensity = 2.352(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.037 18.00 3.114 2 5.924 27.80 2.352 Qmax(1) = 1.000 * 1.000 * 9.037) + 1.000 * 0.647 * 5.924) + = 12.872 Qmax(2) = 0.755 * 1.000 * 9.037) + 1.000 * 1.000 * 5.924) + = 12.750 Total of 2 main streams to confluence: Flow rates before confluence point: 9.037 5.924 Maximum flow rates at confluence using above data: 12.872 12.750 Area of streams before confluence: 12.520 6.760 Results of confluence: Total flow rate = 12.872(CFS) Time of concentration = 18.000 min. Effective stream area after confluence = 19.280(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 45.780(Ft.) Downstream point/station elevation = 45.690(Ft.) Pipe length = 18.10(Ft.) Slope = 0.0050 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.872(CFS) Given pipe size = 36.00(In.) Page | 192 of 194 Marja Acres Drainage Report Calculated individual pipe flow = 12.872(CFS) Normal flow depth in pipe = 12.87(In.) Flow top width inside pipe = 34.51(In.) Critical Depth = 13.67(In.) Pipe flow velocity = 5.67(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 18.05 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 205.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 19.280(Ac.) Runoff from this stream = 12.872(CFS) Time of concentration = 18.05 min. Rainfall intensity = 3.108(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 12.872 18.05 3.108 Qmax(1) = 1.000 * 1.000 * 12.872) + = 12.872 Total of 1 main streams to confluence: Flow rates before confluence point: 12.872 Maximum flow rates at confluence using above data: 12.872 Area of streams before confluence: 19.280 Results of confluence: Total flow rate = 12.872(CFS) Time of concentration = 18.053 min. Effective stream area after confluence = 19.280(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 335.000 to Point/Station 336.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Page | 193 of 194 Marja Acres Drainage Report Sub-Area C Value = 0.300 Initial subarea total flow distance = 345.000(Ft.) Highest elevation = 60.000(Ft.) Lowest elevation = 47.500(Ft.) Elevation difference = 12.500(Ft.) Slope = 3.623 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 3.62 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 9.38 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.3000)*( 100.000^.5)/( 3.623^(1/3)]= 9.38 Rainfall intensity (I) = 4.742(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.300 Subarea runoff = 0.057(CFS) Total initial stream area = 0.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 336.000 to Point/Station 201.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 44.500(Ft.) Downstream point/station elevation = 42.780(Ft.) Pipe length = 345.00(Ft.) Slope = 0.0050 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.057(CFS) Given pipe size = 4.00(In.) Calculated individual pipe flow = 0.057(CFS) Normal flow depth in pipe = 1.81(In.) Flow top width inside pipe = 3.98(In.) Critical Depth = 1.58(In.) Pipe flow velocity = 1.47(Ft/s) Travel time through pipe = 3.90 min. Time of concentration (TC) = 13.28 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 336.500 to Point/Station 336.500 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 3.789(In/Hr) for a 100.0 year storm User specified 'C' value of 0.310 given for subarea Time of concentration = 13.28 min. Rainfall intensity = 3.789(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.308 CA = 0.062 Subarea runoff = 0.176(CFS) for 0.160(Ac.) Total runoff = 0.233(CFS) Total area = 0.200(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 336.000 to Point/Station 205.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Page | 194 of 194 Marja Acres Drainage Report Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.200(Ac.) Runoff from this stream = 0.233(CFS) Time of concentration = 13.28 min. Rainfall intensity = 3.789(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.233 13.28 3.789 Qmax(1) = 1.000 * 1.000 * 0.233) + = 0.233 Total of 1 streams to confluence: Flow rates before confluence point: 0.233 Maximum flow rates at confluence using above data: 0.233 Area of streams before confluence: 0.200 Results of confluence: Total flow rate = 0.233(CFS) Time of concentration = 13.279 min. Effective stream area after confluence = 0.200(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 205.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.200(Ac.) Runoff from this stream = 0.233(CFS) Time of concentration = 13.28 min. Rainfall intensity = 3.789(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 12.872 18.05 3.108 2 0.233 13.28 3.789 Qmax(1) = 1.000 * 1.000 * 12.872) + 0.820 * 1.000 * 0.233) + = 13.063 Qmax(2) = 1.000 * 0.736 * 12.872) + 1.000 * 1.000 * 0.233) + = 9.701 Total of 2 main streams to confluence: Flow rates before confluence point: Page | 195 of 194 Marja Acres Drainage Report 12.872 0.233 Maximum flow rates at confluence using above data: 13.063 9.701 Area of streams before confluence: 19.280 0.200 Results of confluence: Total flow rate = 13.063(CFS) Time of concentration = 18.053 min. Effective stream area after confluence = 19.480(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 345.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 45.520(Ft.) Downstream point/station elevation = 45.480(Ft.) Pipe length = 4.30(Ft.) Slope = 0.0093 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.063(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 13.063(CFS) Normal flow depth in pipe = 11.00(In.) Flow top width inside pipe = 33.17(In.) Critical Depth = 13.78(In.) Pipe flow velocity = 7.14(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 18.06 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 345.000 to Point/Station 345.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 19.480(Ac.) Runoff from this stream = 13.063(CFS) Time of concentration = 18.06 min. Rainfall intensity = 3.107(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 13.063 18.06 3.107 Qmax(1) = 1.000 * 1.000 * 13.063) + = 13.063 Total of 1 streams to confluence: Flow rates before confluence point: 13.063 Maximum flow rates at confluence using above data: 13.063 Page | 196 of 194 Marja Acres Drainage Report Area of streams before confluence: 19.480 Results of confluence: Total flow rate = 13.063(CFS) MITIGATED FLOWS Time of concentration = 18.063 min. Effective stream area after confluence = 19.480(Ac.) End of computations, total study area =38.960 (Ac.) Page | 197 of 194 Marja Acres Drainage Report APPENDIX 3 Modified-Puls Detention Routing Page | 198 of 194 Marja Acres Drainage Report FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 11/30/18 --------------------------------------------------------------------- Program License Serial Number 6290 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: pmcalbmp3.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 368 Time interval = 1.0 (Min.) Maximum/Peak flow rate = 3.134 (CFS) Total volume = 0.134 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 64.000 to Point/Station 64.000 **** RETARDING BASIN ROUTING **** ______________________________________________________________________ User entry of depth-outflow-storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 368 Hydrograph time unit = 1.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 0.125 0.007 0.137 0.007 0.007 0.250 0.014 0.333 0.014 0.014 0.375 0.020 0.441 0.020 0.020 0.500 0.027 0.527 0.027 0.027 0.625 0.034 0.600 0.034 0.034 0.750 0.041 0.666 0.041 0.041 0.875 0.047 0.726 0.047 0.048 1.000 0.054 0.781 0.053 0.055 Page | 199 of 194 Marja Acres Drainage Report -------------------------------------------------------------------- Hydrograph Detention Basin Routing --------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 0.8 1.57 2.35 3.13 (Ft.) 0.017 0.01 0.00 0.000 O | | | | 0.00 0.033 0.02 0.00 0.000 O | | | | 0.00 0.050 0.04 0.00 0.000 O | | | | 0.00 0.067 0.05 0.00 0.000 O | | | | 0.00 0.083 0.06 0.00 0.000 O | | | | 0.00 0.100 0.07 0.01 0.000 O | | | | 0.01 0.117 0.08 0.01 0.000 O | | | | 0.01 0.133 0.10 0.01 0.000 O | | | | 0.01 0.150 0.10 0.01 0.001 O | | | | 0.01 0.167 0.10 0.01 0.001 O | | | | 0.01 0.183 0.10 0.02 0.001 O | | | | 0.02 0.200 0.10 0.02 0.001 O | | | | 0.02 0.217 0.10 0.02 0.001 O | | | | 0.02 0.233 0.10 0.02 0.001 O | | | | 0.02 0.250 0.10 0.02 0.001 O | | | | 0.02 0.267 0.10 0.03 0.001 O | | | | 0.02 0.283 0.10 0.03 0.001 OI | | | | 0.03 0.300 0.10 0.03 0.002 OI | | | | 0.03 0.317 0.10 0.03 0.002 OI | | | | 0.03 0.333 0.10 0.03 0.002 OI | | | | 0.03 0.350 0.10 0.04 0.002 OI | | | | 0.03 0.367 0.10 0.04 0.002 OI | | | | 0.03 0.383 0.10 0.04 0.002 OI | | | | 0.04 0.400 0.10 0.04 0.002 OI | | | | 0.04 0.417 0.10 0.04 0.002 OI | | | | 0.04 0.433 0.10 0.04 0.002 OI | | | | 0.04 0.450 0.10 0.05 0.002 OI | | | | 0.04 0.467 0.10 0.05 0.002 OI | | | | 0.04 0.483 0.10 0.05 0.002 OI | | | | 0.04 0.500 0.10 0.05 0.003 OI | | | | 0.05 0.517 0.10 0.05 0.003 OI | | | | 0.05 0.533 0.10 0.05 0.003 OI | | | | 0.05 0.550 0.10 0.05 0.003 OI | | | | 0.05 0.567 0.10 0.06 0.003 OI | | | | 0.05 0.583 0.10 0.06 0.003 OI | | | | 0.05 0.600 0.10 0.06 0.003 OI | | | | 0.05 0.617 0.10 0.06 0.003 OI | | | | 0.05 0.633 0.10 0.06 0.003 OI | | | | 0.05 0.650 0.11 0.06 0.003 OI | | | | 0.06 0.667 0.11 0.06 0.003 OI | | | | 0.06 0.683 0.11 0.06 0.003 OI | | | | 0.06 0.700 0.11 0.06 0.003 OI | | | | 0.06 0.717 0.11 0.07 0.003 OI | | | | 0.06 0.733 0.11 0.07 0.003 OI | | | | 0.06 0.750 0.11 0.07 0.003 OI | | | | 0.06 0.767 0.11 0.07 0.004 OI | | | | 0.06 0.783 0.11 0.07 0.004 OI | | | | 0.06 0.800 0.11 0.07 0.004 OI | | | | 0.06 0.817 0.11 0.07 0.004 OI | | | | 0.07 0.833 0.11 0.07 0.004 OI | | | | 0.07 Page | 200 of 194 Marja Acres Drainage Report 0.850 0.11 0.07 0.004 OI | | | | 0.07 0.867 0.11 0.08 0.004 OI | | | | 0.07 0.883 0.11 0.08 0.004 OI | | | | 0.07 0.900 0.11 0.08 0.004 OI | | | | 0.07 0.917 0.11 0.08 0.004 OI | | | | 0.07 0.933 0.11 0.08 0.004 OI | | | | 0.07 0.950 0.11 0.08 0.004 OI | | | | 0.07 0.967 0.11 0.08 0.004 OI | | | | 0.07 0.983 0.11 0.08 0.004 OI | | | | 0.07 1.000 0.11 0.08 0.004 OI | | | | 0.07 1.017 0.11 0.08 0.004 OI | | | | 0.08 1.033 0.11 0.08 0.004 OI | | | | 0.08 1.050 0.11 0.08 0.004 OI | | | | 0.08 1.067 0.11 0.09 0.004 OI | | | | 0.08 1.083 0.11 0.09 0.004 OI | | | | 0.08 1.100 0.11 0.09 0.004 OI | | | | 0.08 1.117 0.12 0.09 0.004 OI | | | | 0.08 1.133 0.12 0.09 0.005 OI | | | | 0.08 1.150 0.12 0.09 0.005 OI | | | | 0.08 1.167 0.12 0.09 0.005 OI | | | | 0.08 1.183 0.12 0.09 0.005 OI | | | | 0.08 1.200 0.12 0.09 0.005 OI | | | | 0.08 1.217 0.12 0.09 0.005 OI | | | | 0.08 1.233 0.12 0.09 0.005 OI | | | | 0.08 1.250 0.12 0.09 0.005 OI | | | | 0.09 1.267 0.12 0.09 0.005 OI | | | | 0.09 1.283 0.12 0.09 0.005 OI | | | | 0.09 1.300 0.12 0.10 0.005 OI | | | | 0.09 1.317 0.12 0.10 0.005 OI | | | | 0.09 1.333 0.12 0.10 0.005 OI | | | | 0.09 1.350 0.12 0.10 0.005 OI | | | | 0.09 1.367 0.12 0.10 0.005 OI | | | | 0.09 1.383 0.12 0.10 0.005 |O | | | | 0.09 1.400 0.12 0.10 0.005 |O | | | | 0.09 1.417 0.12 0.10 0.005 |O | | | | 0.09 1.433 0.12 0.10 0.005 |O | | | | 0.09 1.450 0.13 0.10 0.005 |O | | | | 0.09 1.467 0.13 0.10 0.005 |O | | | | 0.09 1.483 0.13 0.10 0.005 |O | | | | 0.09 1.500 0.13 0.10 0.005 |O | | | | 0.09 1.517 0.13 0.10 0.005 |O | | | | 0.09 1.533 0.13 0.10 0.005 |O | | | | 0.10 1.550 0.13 0.10 0.005 |O | | | | 0.10 1.567 0.13 0.11 0.005 |O | | | | 0.10 1.583 0.13 0.11 0.005 |O | | | | 0.10 1.600 0.13 0.11 0.005 |O | | | | 0.10 1.617 0.13 0.11 0.005 |O | | | | 0.10 1.633 0.13 0.11 0.006 |O | | | | 0.10 1.650 0.13 0.11 0.006 |O | | | | 0.10 1.667 0.13 0.11 0.006 |O | | | | 0.10 1.683 0.13 0.11 0.006 |O | | | | 0.10 1.700 0.13 0.11 0.006 |O | | | | 0.10 1.717 0.13 0.11 0.006 |O | | | | 0.10 1.733 0.13 0.11 0.006 |O | | | | 0.10 1.750 0.14 0.11 0.006 |O | | | | 0.10 1.767 0.14 0.11 0.006 |O | | | | 0.10 1.783 0.14 0.11 0.006 |O | | | | 0.10 1.800 0.14 0.11 0.006 |O | | | | 0.10 Page | 201 of 194 Marja Acres Drainage Report 1.817 0.14 0.11 0.006 |O | | | | 0.10 1.833 0.14 0.12 0.006 |O | | | | 0.11 1.850 0.14 0.12 0.006 |O | | | | 0.11 1.867 0.14 0.12 0.006 |O | | | | 0.11 1.883 0.14 0.12 0.006 |O | | | | 0.11 1.900 0.14 0.12 0.006 |O | | | | 0.11 1.917 0.14 0.12 0.006 |O | | | | 0.11 1.933 0.14 0.12 0.006 |O | | | | 0.11 1.950 0.14 0.12 0.006 |O | | | | 0.11 1.967 0.14 0.12 0.006 |O | | | | 0.11 1.983 0.14 0.12 0.006 |O | | | | 0.11 2.000 0.15 0.12 0.006 |O | | | | 0.11 2.017 0.15 0.12 0.006 |O | | | | 0.11 2.033 0.15 0.12 0.006 |O | | | | 0.11 2.050 0.15 0.12 0.006 |O | | | | 0.11 2.067 0.15 0.12 0.006 |O | | | | 0.11 2.083 0.15 0.12 0.006 |O | | | | 0.11 2.100 0.15 0.13 0.006 |O | | | | 0.11 2.117 0.15 0.13 0.006 |O | | | | 0.11 2.133 0.15 0.13 0.006 |O | | | | 0.12 2.150 0.15 0.13 0.006 |O | | | | 0.12 2.167 0.15 0.13 0.007 |O | | | | 0.12 2.183 0.15 0.13 0.007 |O | | | | 0.12 2.200 0.15 0.13 0.007 |O | | | | 0.12 2.217 0.16 0.13 0.007 |O | | | | 0.12 2.233 0.16 0.13 0.007 |O | | | | 0.12 2.250 0.16 0.13 0.007 |O | | | | 0.12 2.267 0.16 0.13 0.007 |O | | | | 0.12 2.283 0.16 0.13 0.007 |O | | | | 0.12 2.300 0.16 0.13 0.007 |O | | | | 0.12 2.317 0.16 0.13 0.007 |O | | | | 0.12 2.333 0.16 0.13 0.007 |O | | | | 0.12 2.350 0.16 0.14 0.007 |O | | | | 0.12 2.367 0.16 0.14 0.007 |O | | | | 0.12 2.383 0.16 0.14 0.007 |O | | | | 0.12 2.400 0.16 0.14 0.007 |O | | | | 0.13 2.417 0.17 0.14 0.007 |O | | | | 0.13 2.433 0.17 0.14 0.007 |O | | | | 0.13 2.450 0.17 0.14 0.007 |O | | | | 0.13 2.467 0.17 0.14 0.007 |O | | | | 0.13 2.483 0.17 0.14 0.007 |O | | | | 0.13 2.500 0.17 0.14 0.007 |O | | | | 0.13 2.517 0.17 0.15 0.007 |O | | | | 0.13 2.533 0.18 0.15 0.007 |O | | | | 0.13 2.550 0.18 0.15 0.007 |O | | | | 0.13 2.567 0.18 0.15 0.007 |O | | | | 0.13 2.583 0.18 0.15 0.007 |O | | | | 0.13 2.600 0.18 0.15 0.008 |O | | | | 0.13 2.617 0.18 0.15 0.008 |O | | | | 0.13 2.633 0.18 0.15 0.008 |O | | | | 0.14 2.650 0.18 0.15 0.008 |O | | | | 0.14 2.667 0.18 0.16 0.008 |O | | | | 0.14 2.683 0.18 0.16 0.008 |O | | | | 0.14 2.700 0.19 0.16 0.008 |O | | | | 0.14 2.717 0.19 0.16 0.008 |O | | | | 0.14 2.733 0.19 0.16 0.008 |O | | | | 0.14 2.750 0.19 0.16 0.008 |O | | | | 0.14 2.767 0.19 0.16 0.008 |O | | | | 0.14 Page | 202 of 194 Marja Acres Drainage Report 2.783 0.20 0.16 0.008 |OI | | | | 0.14 2.800 0.20 0.16 0.008 |OI | | | | 0.14 2.817 0.20 0.17 0.008 |OI | | | | 0.14 2.833 0.20 0.17 0.008 |OI | | | | 0.14 2.850 0.20 0.17 0.008 |OI | | | | 0.15 2.867 0.20 0.17 0.008 |OI | | | | 0.15 2.883 0.20 0.17 0.008 |OI | | | | 0.15 2.900 0.21 0.17 0.008 |OI | | | | 0.15 2.917 0.21 0.17 0.008 |OI | | | | 0.15 2.933 0.21 0.18 0.008 |OI | | | | 0.15 2.950 0.21 0.18 0.008 |OI | | | | 0.15 2.967 0.21 0.18 0.008 |OI | | | | 0.15 2.983 0.22 0.18 0.009 |OI | | | | 0.15 3.000 0.22 0.18 0.009 |OI | | | | 0.15 3.017 0.22 0.18 0.009 |OI | | | | 0.15 3.033 0.23 0.18 0.009 |OI | | | | 0.15 3.050 0.23 0.19 0.009 |OI | | | | 0.16 3.067 0.23 0.19 0.009 |OI | | | | 0.16 3.083 0.23 0.19 0.009 |OI | | | | 0.16 3.100 0.23 0.19 0.009 |OI | | | | 0.16 3.117 0.24 0.19 0.009 |OI | | | | 0.16 3.133 0.24 0.19 0.009 |OI | | | | 0.16 3.150 0.24 0.20 0.009 |OI | | | | 0.16 3.167 0.24 0.20 0.009 | O | | | | 0.16 3.183 0.24 0.20 0.009 | O | | | | 0.16 3.200 0.24 0.20 0.009 | O | | | | 0.17 3.217 0.25 0.20 0.009 | O | | | | 0.17 3.233 0.25 0.20 0.009 | O | | | | 0.17 3.250 0.26 0.21 0.009 | O | | | | 0.17 3.267 0.26 0.21 0.010 | O | | | | 0.17 3.283 0.27 0.21 0.010 | O | | | | 0.17 3.300 0.27 0.21 0.010 | O | | | | 0.17 3.317 0.28 0.21 0.010 | O | | | | 0.17 3.333 0.28 0.22 0.010 | O | | | | 0.18 3.350 0.28 0.22 0.010 | O | | | | 0.18 3.367 0.29 0.22 0.010 | O | | | | 0.18 3.383 0.29 0.22 0.010 | O | | | | 0.18 3.400 0.29 0.23 0.010 | O | | | | 0.18 3.417 0.30 0.23 0.010 | OI | | | | 0.18 3.433 0.30 0.23 0.010 | OI | | | | 0.19 3.450 0.30 0.23 0.010 | OI | | | | 0.19 3.467 0.30 0.24 0.011 | OI | | | | 0.19 3.483 0.31 0.24 0.011 | OI | | | | 0.19 3.500 0.32 0.24 0.011 | OI | | | | 0.19 3.517 0.33 0.25 0.011 | OI | | | | 0.19 3.533 0.34 0.25 0.011 | OI | | | | 0.20 3.550 0.35 0.25 0.011 | OI | | | | 0.20 3.567 0.35 0.26 0.011 | OI | | | | 0.20 3.583 0.36 0.26 0.011 | OI | | | | 0.20 3.600 0.37 0.26 0.012 | OI | | | | 0.21 3.617 0.38 0.27 0.012 | OI | | | | 0.21 3.633 0.38 0.27 0.012 | OI | | | | 0.21 3.650 0.39 0.28 0.012 | OI | | | | 0.21 3.667 0.40 0.28 0.012 | O I | | | | 0.22 3.683 0.40 0.29 0.012 | O I | | | | 0.22 3.700 0.41 0.29 0.012 | O I | | | | 0.22 3.717 0.42 0.30 0.013 | OI | | | | 0.23 3.733 0.42 0.30 0.013 | OI | | | | 0.23 Page | 203 of 194 Marja Acres Drainage Report 3.750 0.45 0.31 0.013 | OI | | | | 0.23 3.767 0.47 0.31 0.013 | OI | | | | 0.24 3.783 0.50 0.32 0.013 | O I | | | | 0.24 3.800 0.52 0.33 0.014 | O I | | | | 0.25 3.817 0.55 0.33 0.014 | O I | | | | 0.25 3.833 0.57 0.34 0.014 | O I | | | | 0.26 3.850 0.60 0.34 0.015 | O I | | | | 0.26 3.867 0.62 0.35 0.015 | O I | | | | 0.27 3.883 0.65 0.36 0.015 | O I | | | | 0.28 3.900 0.69 0.37 0.016 | O I| | | | 0.29 3.917 0.72 0.37 0.016 | O I| | | | 0.30 3.933 0.75 0.38 0.017 | O I| | | | 0.31 3.950 0.78 0.39 0.017 | O I| | | | 0.32 3.967 0.81 0.40 0.018 | O I | | | 0.33 3.983 0.84 0.41 0.018 | O I | | | 0.34 4.000 0.88 0.42 0.019 | O I | | | 0.35 4.017 1.16 0.44 0.020 | O | I | | | 0.37 4.033 1.44 0.45 0.021 | O | I | | | 0.39 4.050 1.72 0.47 0.023 | O | |I | | 0.42 4.067 2.01 0.50 0.024 | O | | I | | 0.45 4.083 2.29 0.52 0.027 | O | | I| | 0.49 4.100 2.57 0.55 0.029 | O | | | I | 0.54 4.117 2.85 0.58 0.032 | O | | | I | 0.59 4.133 3.13 0.61 0.036 | O | | | I 0.65 4.150 2.80 0.65 0.039 | O | | | I | 0.71 4.167 2.47 0.67 0.042 | O | | |I | 0.76 4.183 2.15 0.69 0.044 | O| | I | | 0.81 4.200 1.82 0.71 0.046 | O| | I | | 0.84 4.217 1.49 0.72 0.047 | O| I| | | 0.87 4.233 1.16 0.73 0.048 | O| I | | | 0.89 4.250 0.83 0.73 0.048 | OI | | | 0.89 4.267 0.50 0.73 0.048 | I O| | | | 0.89 4.283 0.48 0.73 0.048 | I O| | | | 0.88 4.300 0.46 0.73 0.047 | I O| | | | 0.88 4.317 0.44 0.72 0.047 | I O| | | | 0.87 4.333 0.42 0.72 0.046 | I O| | | | 0.86 4.350 0.40 0.72 0.046 | I O| | | | 0.85 4.367 0.38 0.71 0.046 | I O| | | | 0.84 4.383 0.35 0.71 0.045 | I O| | | | 0.83 4.400 0.33 0.70 0.045 | I O| | | | 0.82 4.417 0.32 0.70 0.044 | I O| | | | 0.81 4.433 0.32 0.69 0.044 | I O| | | | 0.80 4.450 0.31 0.69 0.043 | I O| | | | 0.79 4.467 0.30 0.68 0.042 | I O | | | | 0.78 4.483 0.29 0.68 0.042 | I O | | | | 0.77 4.500 0.28 0.67 0.041 | I O | | | | 0.76 4.517 0.27 0.66 0.041 | I O | | | | 0.75 4.533 0.26 0.66 0.040 | I O | | | | 0.74 4.550 0.26 0.65 0.040 | I O | | | | 0.73 4.567 0.25 0.65 0.039 | I O | | | | 0.72 4.583 0.25 0.64 0.039 | I O | | | | 0.71 4.600 0.24 0.64 0.038 | I O | | | | 0.70 4.617 0.23 0.63 0.038 | I O | | | | 0.69 4.633 0.23 0.63 0.037 | I O | | | | 0.68 4.650 0.22 0.62 0.036 | I O | | | | 0.67 4.667 0.22 0.62 0.036 | I O | | | | 0.66 4.683 0.22 0.61 0.035 | I O | | | | 0.65 4.700 0.21 0.61 0.035 | I O | | | | 0.64 Page | 204 of 194 Marja Acres Drainage Report 4.717 0.21 0.60 0.034 | I O | | | | 0.63 4.733 0.20 0.60 0.034 | I O | | | | 0.62 4.750 0.20 0.59 0.033 | I O | | | | 0.61 4.767 0.20 0.59 0.033 | I O | | | | 0.60 4.783 0.19 0.58 0.032 |I O | | | | 0.59 4.800 0.19 0.58 0.032 |I O | | | | 0.58 4.817 0.19 0.57 0.031 |I O | | | | 0.57 4.833 0.19 0.56 0.031 |I O | | | | 0.56 4.850 0.18 0.56 0.030 |I O | | | | 0.55 4.867 0.18 0.55 0.030 |I O | | | | 0.54 4.883 0.18 0.55 0.029 |I O | | | | 0.54 4.900 0.17 0.54 0.028 |I O | | | | 0.53 4.917 0.17 0.54 0.028 |I O | | | | 0.52 4.933 0.17 0.53 0.027 |I O | | | | 0.51 4.950 0.17 0.53 0.027 |I O | | | | 0.50 4.967 0.17 0.52 0.027 |I O | | | | 0.49 4.983 0.16 0.51 0.026 |I O | | | | 0.48 5.000 0.16 0.51 0.026 |I O | | | | 0.47 5.017 0.16 0.50 0.025 |I O | | | | 0.47 5.033 0.16 0.50 0.025 |I O | | | | 0.46 5.050 0.16 0.49 0.024 |I O | | | | 0.45 5.067 0.15 0.49 0.024 |I O | | | | 0.44 5.083 0.15 0.48 0.023 |I O | | | | 0.43 5.100 0.15 0.47 0.023 |I O | | | | 0.42 5.117 0.15 0.47 0.022 |I O | | | | 0.42 5.133 0.15 0.46 0.022 |I O | | | | 0.41 5.150 0.15 0.46 0.021 |I O | | | | 0.40 5.167 0.14 0.45 0.021 |I O | | | | 0.39 5.183 0.14 0.45 0.021 |I O | | | | 0.39 5.200 0.14 0.44 0.020 |I O | | | | 0.38 5.217 0.14 0.44 0.020 |I O | | | | 0.37 5.233 0.14 0.43 0.019 |I O | | | | 0.36 5.250 0.14 0.42 0.019 |I O | | | | 0.35 5.267 0.14 0.42 0.019 |I O | | | | 0.35 5.283 0.14 0.41 0.018 |I O | | | | 0.34 5.300 0.13 0.40 0.018 |I O | | | | 0.33 5.317 0.13 0.40 0.017 |I O | | | | 0.32 5.333 0.13 0.39 0.017 |I O | | | | 0.31 5.350 0.13 0.38 0.017 |I O | | | | 0.31 5.367 0.13 0.38 0.016 |I O | | | | 0.30 5.383 0.13 0.37 0.016 |I O | | | | 0.29 5.400 0.13 0.36 0.016 |I O | | | | 0.29 5.417 0.13 0.36 0.015 |I O | | | | 0.28 5.433 0.13 0.35 0.015 |I O | | | | 0.27 5.450 0.12 0.35 0.015 |I O | | | | 0.27 5.467 0.12 0.34 0.014 |I O | | | | 0.26 5.483 0.12 0.34 0.014 |I O | | | | 0.25 5.500 0.12 0.33 0.014 |I O | | | | 0.25 5.517 0.12 0.32 0.014 |I O | | | | 0.24 5.533 0.12 0.31 0.013 |I O | | | | 0.24 5.550 0.12 0.31 0.013 |I O | | | | 0.23 5.567 0.12 0.30 0.013 |I O | | | | 0.23 5.583 0.12 0.29 0.013 |IO | | | | 0.22 5.600 0.12 0.29 0.012 |IO | | | | 0.22 5.617 0.12 0.28 0.012 |IO | | | | 0.22 5.633 0.11 0.27 0.012 |IO | | | | 0.21 5.650 0.11 0.27 0.012 |IO | | | | 0.21 5.667 0.11 0.26 0.011 |IO | | | | 0.20 Page | 205 of 194 Marja Acres Drainage Report 5.683 0.11 0.26 0.011 |IO | | | | 0.20 5.700 0.11 0.25 0.011 |IO | | | | 0.20 5.717 0.11 0.25 0.011 |IO | | | | 0.19 5.733 0.11 0.24 0.011 |IO | | | | 0.19 5.750 0.11 0.24 0.011 |IO | | | | 0.19 5.767 0.11 0.23 0.010 |IO | | | | 0.18 5.783 0.11 0.23 0.010 |IO | | | | 0.18 5.800 0.11 0.22 0.010 |IO | | | | 0.18 5.817 0.11 0.22 0.010 |IO | | | | 0.18 5.833 0.11 0.21 0.010 |IO | | | | 0.17 5.850 0.10 0.21 0.010 |IO | | | | 0.17 5.867 0.10 0.20 0.009 |IO | | | | 0.17 5.883 0.10 0.20 0.009 |IO | | | | 0.17 5.900 0.10 0.20 0.009 |IO | | | | 0.16 5.917 0.10 0.19 0.009 |O | | | | 0.16 5.933 0.10 0.19 0.009 |O | | | | 0.16 5.950 0.10 0.19 0.009 |O | | | | 0.16 5.967 0.10 0.18 0.009 |O | | | | 0.15 5.983 0.10 0.18 0.009 |O | | | | 0.15 6.000 0.10 0.18 0.008 |O | | | | 0.15 6.017 0.10 0.17 0.008 |O | | | | 0.15 6.033 0.10 0.17 0.008 |O | | | | 0.15 6.050 0.10 0.17 0.008 IO | | | | 0.15 6.067 0.10 0.17 0.008 IO | | | | 0.14 6.083 0.10 0.16 0.008 IO | | | | 0.14 6.100 0.10 0.16 0.008 IO | | | | 0.14 6.117 0.10 0.16 0.008 IO | | | | 0.14 6.133 0.10 0.16 0.008 IO | | | | 0.14 6.150 0.00 0.15 0.008 IO | | | | 0.13 6.167 0.00 0.15 0.007 IO | | | | 0.13 6.183 0.00 0.14 0.007 IO | | | | 0.13 6.200 0.00 0.14 0.007 IO | | | | 0.12 6.217 0.00 0.13 0.007 IO | | | | 0.12 6.233 0.00 0.13 0.007 IO | | | | 0.12 6.250 0.00 0.13 0.006 IO | | | | 0.11 6.267 0.00 0.12 0.006 IO | | | | 0.11 6.283 0.00 0.12 0.006 IO | | | | 0.11 6.300 0.00 0.12 0.006 IO | | | | 0.11 6.317 0.00 0.11 0.006 IO | | | | 0.10 6.333 0.00 0.11 0.006 IO | | | | 0.10 6.350 0.00 0.11 0.005 IO | | | | 0.10 6.367 0.00 0.10 0.005 IO | | | | 0.09 6.383 0.00 0.10 0.005 IO | | | | 0.09 6.400 0.00 0.10 0.005 IO | | | | 0.09 6.417 0.00 0.10 0.005 O | | | | 0.09 6.433 0.00 0.09 0.005 O | | | | 0.08 6.450 0.00 0.09 0.005 O | | | | 0.08 6.467 0.00 0.09 0.005 O | | | | 0.08 6.483 0.00 0.09 0.004 O | | | | 0.08 6.500 0.00 0.08 0.004 O | | | | 0.08 6.517 0.00 0.08 0.004 O | | | | 0.07 6.533 0.00 0.08 0.004 O | | | | 0.07 6.550 0.00 0.08 0.004 O | | | | 0.07 6.567 0.00 0.08 0.004 O | | | | 0.07 6.583 0.00 0.07 0.004 O | | | | 0.07 6.600 0.00 0.07 0.004 O | | | | 0.06 6.617 0.00 0.07 0.004 O | | | | 0.06 6.633 0.00 0.07 0.003 O | | | | 0.06 Page | 206 of 194 Marja Acres Drainage Report 6.650 0.00 0.07 0.003 O | | | | 0.06 6.667 0.00 0.06 0.003 O | | | | 0.06 6.683 0.00 0.06 0.003 O | | | | 0.06 6.700 0.00 0.06 0.003 O | | | | 0.06 6.717 0.00 0.06 0.003 O | | | | 0.05 6.733 0.00 0.06 0.003 O | | | | 0.05 6.750 0.00 0.06 0.003 O | | | | 0.05 6.767 0.00 0.05 0.003 O | | | | 0.05 6.783 0.00 0.05 0.003 O | | | | 0.05 6.800 0.00 0.05 0.003 O | | | | 0.05 6.817 0.00 0.05 0.003 O | | | | 0.05 6.833 0.00 0.05 0.002 O | | | | 0.04 6.850 0.00 0.05 0.002 O | | | | 0.04 6.867 0.00 0.05 0.002 O | | | | 0.04 6.883 0.00 0.04 0.002 O | | | | 0.04 6.900 0.00 0.04 0.002 O | | | | 0.04 6.917 0.00 0.04 0.002 O | | | | 0.04 6.933 0.00 0.04 0.002 O | | | | 0.04 6.950 0.00 0.04 0.002 O | | | | 0.04 6.967 0.00 0.04 0.002 O | | | | 0.04 6.983 0.00 0.04 0.002 O | | | | 0.03 7.000 0.00 0.04 0.002 O | | | | 0.03 7.017 0.00 0.04 0.002 O | | | | 0.03 7.033 0.00 0.04 0.002 O | | | | 0.03 7.050 0.00 0.03 0.002 O | | | | 0.03 7.067 0.00 0.03 0.002 O | | | | 0.03 7.083 0.00 0.03 0.002 O | | | | 0.03 7.100 0.00 0.03 0.002 O | | | | 0.03 7.117 0.00 0.03 0.002 O | | | | 0.03 7.133 0.00 0.03 0.002 O | | | | 0.03 7.150 0.00 0.03 0.001 O | | | | 0.03 7.167 0.00 0.03 0.001 O | | | | 0.03 7.183 0.00 0.03 0.001 O | | | | 0.03 7.200 0.00 0.03 0.001 O | | | | 0.02 7.217 0.00 0.03 0.001 O | | | | 0.02 7.233 0.00 0.03 0.001 O | | | | 0.02 7.250 0.00 0.02 0.001 O | | | | 0.02 7.267 0.00 0.02 0.001 O | | | | 0.02 7.283 0.00 0.02 0.001 O | | | | 0.02 7.300 0.00 0.02 0.001 O | | | | 0.02 7.317 0.00 0.02 0.001 O | | | | 0.02 7.333 0.00 0.02 0.001 O | | | | 0.02 7.350 0.00 0.02 0.001 O | | | | 0.02 7.367 0.00 0.02 0.001 O | | | | 0.02 7.383 0.00 0.02 0.001 O | | | | 0.02 7.400 0.00 0.02 0.001 O | | | | 0.02 7.417 0.00 0.02 0.001 O | | | | 0.02 7.433 0.00 0.02 0.001 O | | | | 0.02 7.450 0.00 0.02 0.001 O | | | | 0.02 7.467 0.00 0.02 0.001 O | | | | 0.02 7.483 0.00 0.02 0.001 O | | | | 0.02 7.500 0.00 0.02 0.001 O | | | | 0.02 7.517 0.00 0.02 0.001 O | | | | 0.01 7.533 0.00 0.02 0.001 O | | | | 0.01 7.550 0.00 0.02 0.001 O | | | | 0.01 7.567 0.00 0.01 0.001 O | | | | 0.01 7.583 0.00 0.01 0.001 O | | | | 0.01 7.600 0.00 0.01 0.001 O | | | | 0.01 Page | 207 of 194 Marja Acres Drainage Report 7.617 0.00 0.01 0.001 O | | | | 0.01 7.633 0.00 0.01 0.001 O | | | | 0.01 7.650 0.00 0.01 0.001 O | | | | 0.01 7.667 0.00 0.01 0.001 O | | | | 0.01 7.683 0.00 0.01 0.001 O | | | | 0.01 7.700 0.00 0.01 0.001 O | | | | 0.01 7.717 0.00 0.01 0.001 O | | | | 0.01 7.733 0.00 0.01 0.001 O | | | | 0.01 7.750 0.00 0.01 0.001 O | | | | 0.01 7.767 0.00 0.01 0.001 O | | | | 0.01 7.783 0.00 0.01 0.001 O | | | | 0.01 7.800 0.00 0.01 0.001 O | | | | 0.01 7.817 0.00 0.01 0.001 O | | | | 0.01 7.833 0.00 0.01 0.000 O | | | | 0.01 7.850 0.00 0.01 0.000 O | | | | 0.01 7.867 0.00 0.01 0.000 O | | | | 0.01 7.883 0.00 0.01 0.000 O | | | | 0.01 7.900 0.00 0.01 0.000 O | | | | 0.01 7.917 0.00 0.01 0.000 O | | | | 0.01 7.933 0.00 0.01 0.000 O | | | | 0.01 7.950 0.00 0.01 0.000 O | | | | 0.01 7.967 0.00 0.01 0.000 O | | | | 0.01 7.983 0.00 0.01 0.000 O | | | | 0.01 8.000 0.00 0.01 0.000 O | | | | 0.01 8.017 0.00 0.01 0.000 O | | | | 0.01 8.033 0.00 0.01 0.000 O | | | | 0.01 8.050 0.00 0.01 0.000 O | | | | 0.01 8.067 0.00 0.01 0.000 O | | | | 0.01 8.083 0.00 0.01 0.000 O | | | | 0.01 8.100 0.00 0.01 0.000 O | | | | 0.01 8.117 0.00 0.01 0.000 O | | | | 0.01 8.133 0.00 0.01 0.000 O | | | | 0.01 8.150 0.00 0.01 0.000 O | | | | 0.01 8.167 0.00 0.01 0.000 O | | | | 0.01 8.183 0.00 0.01 0.000 O | | | | 0.01 8.200 0.00 0.01 0.000 O | | | | 0.00 8.217 0.00 0.01 0.000 O | | | | 0.00 8.233 0.00 0.01 0.000 O | | | | 0.00 8.250 0.00 0.00 0.000 O | | | | 0.00 8.267 0.00 0.00 0.000 O | | | | 0.00 8.283 0.00 0.00 0.000 O | | | | 0.00 8.300 0.00 0.00 0.000 O | | | | 0.00 8.317 0.00 0.00 0.000 O | | | | 0.00 8.333 0.00 0.00 0.000 O | | | | 0.00 8.350 0.00 0.00 0.000 O | | | | 0.00 8.367 0.00 0.00 0.000 O | | | | 0.00 8.383 0.00 0.00 0.000 O | | | | 0.00 8.400 0.00 0.00 0.000 O | | | | 0.00 8.417 0.00 0.00 0.000 O | | | | 0.00 8.433 0.00 0.00 0.000 O | | | | 0.00 8.450 0.00 0.00 0.000 O | | | | 0.00 8.467 0.00 0.00 0.000 O | | | | 0.00 8.483 0.00 0.00 0.000 O | | | | 0.00 8.500 0.00 0.00 0.000 O | | | | 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 551 Time interval = 1.0 (Min.) Page | 208 of 194 Marja Acres Drainage Report Maximum/Peak flow rate = 0.734 (CFS) Total volume = 0.134 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** Page | 209 of 194 Marja Acres Drainage Report -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: pmcalbmp4.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 364 Time interval = 1.0 (Min.) Maximum/Peak flow rate = 15.502 (CFS) Total volume = 0.950 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 256.000 to Point/Station 256.000 **** RETARDING BASIN ROUTING **** ______________________________________________________________________ User entry of depth-outflow-storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 364 Hydrograph time unit = 1.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 0.125 0.260 0.206 0.260 0.260 0.250 0.283 0.500 0.283 0.283 0.375 0.305 0.661 0.305 0.305 0.500 0.329 0.790 0.328 0.330 0.625 0.352 0.901 0.351 0.353 0.750 0.376 0.999 0.375 0.377 0.875 0.399 1.089 0.398 0.400 1.000 0.424 1.172 0.423 0.425 1.125 0.473 1.249 0.472 0.474 1.500 0.522 1.457 0.521 0.523 1.625 0.548 1.520 0.547 0.549 1.750 0.573 1.580 0.572 0.574 1.875 0.599 2.186 0.597 0.601 2.000 0.625 3.029 0.623 0.627 2.250 0.677 3.912 0.674 0.680 2.375 0.704 4.259 0.701 0.707 Page | 210 of 194 Marja Acres Drainage Report 2.500 0.730 4.572 0.727 0.733 2.625 0.757 6.500 0.753 0.761 2.750 0.785 9.779 0.778 0.792 -------------------------------------------------------------------- Hydrograph Detention Basin Routing --------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 3.9 7.75 11.63 15.50 (Ft.) 0.017 0.05 0.00 0.000 O | | | | 0.00 0.033 0.10 0.00 0.000 O | | | | 0.00 0.050 0.15 0.00 0.000 O | | | | 0.00 0.067 0.20 0.00 0.001 O | | | | 0.00 0.083 0.25 0.00 0.001 O | | | | 0.00 0.100 0.29 0.00 0.001 O | | | | 0.00 0.117 0.34 0.00 0.002 O | | | | 0.00 0.133 0.39 0.00 0.002 O | | | | 0.00 0.150 0.44 0.00 0.003 O | | | | 0.00 0.167 0.49 0.00 0.003 OI | | | | 0.00 0.183 0.54 0.00 0.004 OI | | | | 0.00 0.200 0.59 0.00 0.005 OI | | | | 0.00 0.217 0.64 0.00 0.006 OI | | | | 0.00 0.233 0.69 0.01 0.007 OI | | | | 0.00 0.250 0.69 0.01 0.008 OI | | | | 0.00 0.267 0.69 0.01 0.008 OI | | | | 0.00 0.283 0.70 0.01 0.009 OI | | | | 0.00 0.300 0.70 0.01 0.010 OI | | | | 0.00 0.317 0.70 0.01 0.011 OI | | | | 0.01 0.333 0.70 0.01 0.012 OI | | | | 0.01 0.350 0.71 0.01 0.013 OI | | | | 0.01 0.367 0.71 0.01 0.014 OI | | | | 0.01 0.383 0.71 0.01 0.015 OI | | | | 0.01 0.400 0.71 0.01 0.016 OI | | | | 0.01 0.417 0.72 0.01 0.017 OI | | | | 0.01 0.433 0.72 0.01 0.018 OI | | | | 0.01 0.450 0.72 0.02 0.019 OI | | | | 0.01 0.467 0.73 0.02 0.020 OI | | | | 0.01 0.483 0.73 0.02 0.021 OI | | | | 0.01 0.500 0.73 0.02 0.022 OI | | | | 0.01 0.517 0.73 0.02 0.023 OI | | | | 0.01 0.533 0.73 0.02 0.024 OI | | | | 0.01 0.550 0.73 0.02 0.025 OI | | | | 0.01 0.567 0.73 0.02 0.026 OI | | | | 0.01 0.583 0.74 0.02 0.027 OI | | | | 0.01 0.600 0.74 0.02 0.028 OI | | | | 0.01 0.617 0.74 0.02 0.029 OI | | | | 0.01 0.633 0.74 0.02 0.030 OI | | | | 0.01 0.650 0.74 0.02 0.031 OI | | | | 0.01 0.667 0.74 0.03 0.032 OI | | | | 0.02 0.683 0.74 0.03 0.033 OI | | | | 0.02 0.700 0.75 0.03 0.034 OI | | | | 0.02 0.717 0.75 0.03 0.035 OI | | | | 0.02 0.733 0.75 0.03 0.036 OI | | | | 0.02 0.750 0.76 0.03 0.037 OI | | | | 0.02 0.767 0.76 0.03 0.038 OI | | | | 0.02 0.783 0.76 0.03 0.039 OI | | | | 0.02 Page | 211 of 194 Marja Acres Drainage Report 0.800 0.77 0.03 0.040 OI | | | | 0.02 0.817 0.77 0.03 0.041 OI | | | | 0.02 0.833 0.77 0.03 0.042 OI | | | | 0.02 0.850 0.78 0.03 0.043 OI | | | | 0.02 0.867 0.78 0.03 0.044 OI | | | | 0.02 0.883 0.78 0.04 0.045 OI | | | | 0.02 0.900 0.79 0.04 0.046 OI | | | | 0.02 0.917 0.79 0.04 0.047 OI | | | | 0.02 0.933 0.79 0.04 0.048 OI | | | | 0.02 0.950 0.79 0.04 0.049 OI | | | | 0.02 0.967 0.80 0.04 0.050 OI | | | | 0.02 0.983 0.80 0.04 0.051 OI | | | | 0.02 1.000 0.80 0.04 0.052 OI | | | | 0.03 1.017 0.80 0.04 0.053 OI | | | | 0.03 1.033 0.80 0.04 0.054 OI | | | | 0.03 1.050 0.80 0.04 0.055 OI | | | | 0.03 1.067 0.81 0.04 0.056 OI | | | | 0.03 1.083 0.81 0.05 0.057 OI | | | | 0.03 1.100 0.81 0.05 0.058 OI | | | | 0.03 1.117 0.81 0.05 0.059 OI | | | | 0.03 1.133 0.81 0.05 0.061 OI | | | | 0.03 1.150 0.82 0.05 0.062 OI | | | | 0.03 1.167 0.82 0.05 0.063 OI | | | | 0.03 1.183 0.82 0.05 0.064 OI | | | | 0.03 1.200 0.83 0.05 0.065 OI | | | | 0.03 1.217 0.83 0.05 0.066 OI | | | | 0.03 1.233 0.83 0.05 0.067 OI | | | | 0.03 1.250 0.84 0.05 0.068 OI | | | | 0.03 1.267 0.84 0.05 0.069 OI | | | | 0.03 1.283 0.85 0.06 0.070 OI | | | | 0.03 1.300 0.85 0.06 0.071 OI | | | | 0.03 1.317 0.86 0.06 0.072 OI | | | | 0.03 1.333 0.86 0.06 0.073 OI | | | | 0.04 1.350 0.86 0.06 0.075 OI | | | | 0.04 1.367 0.87 0.06 0.076 OI | | | | 0.04 1.383 0.87 0.06 0.077 OI | | | | 0.04 1.400 0.88 0.06 0.078 OI | | | | 0.04 1.417 0.88 0.06 0.079 OI | | | | 0.04 1.433 0.88 0.06 0.080 OI | | | | 0.04 1.450 0.88 0.06 0.081 OI | | | | 0.04 1.467 0.89 0.07 0.082 OI | | | | 0.04 1.483 0.89 0.07 0.084 OI | | | | 0.04 1.500 0.89 0.07 0.085 OI | | | | 0.04 1.517 0.89 0.07 0.086 OI | | | | 0.04 1.533 0.90 0.07 0.087 OI | | | | 0.04 1.550 0.90 0.07 0.088 OI | | | | 0.04 1.567 0.90 0.07 0.089 OI | | | | 0.04 1.583 0.90 0.07 0.090 OI | | | | 0.04 1.600 0.91 0.07 0.092 OI | | | | 0.04 1.617 0.91 0.07 0.093 OI | | | | 0.04 1.633 0.91 0.07 0.094 OI | | | | 0.05 1.650 0.92 0.08 0.095 OI | | | | 0.05 1.667 0.92 0.08 0.096 OI | | | | 0.05 1.683 0.93 0.08 0.097 OI | | | | 0.05 1.700 0.93 0.08 0.099 OI | | | | 0.05 1.717 0.94 0.08 0.100 OI | | | | 0.05 1.733 0.94 0.08 0.101 OI | | | | 0.05 1.750 0.95 0.08 0.102 OI | | | | 0.05 Page | 212 of 194 Marja Acres Drainage Report 1.767 0.96 0.08 0.103 OI | | | | 0.05 1.783 0.96 0.08 0.104 OI | | | | 0.05 1.800 0.97 0.08 0.106 OI | | | | 0.05 1.817 0.97 0.08 0.107 O I | | | | 0.05 1.833 0.98 0.09 0.108 O I | | | | 0.05 1.850 0.98 0.09 0.109 O I | | | | 0.05 1.867 0.99 0.09 0.111 O I | | | | 0.05 1.883 0.99 0.09 0.112 O I | | | | 0.05 1.900 1.00 0.09 0.113 O I | | | | 0.05 1.917 1.00 0.09 0.114 O I | | | | 0.05 1.933 1.00 0.09 0.116 O I | | | | 0.06 1.950 1.01 0.09 0.117 O I | | | | 0.06 1.967 1.01 0.09 0.118 O I | | | | 0.06 1.983 1.01 0.09 0.119 O I | | | | 0.06 2.000 1.02 0.10 0.121 O I | | | | 0.06 2.017 1.02 0.10 0.122 O I | | | | 0.06 2.033 1.02 0.10 0.123 O I | | | | 0.06 2.050 1.03 0.10 0.124 O I | | | | 0.06 2.067 1.03 0.10 0.126 O I | | | | 0.06 2.083 1.03 0.10 0.127 O I | | | | 0.06 2.100 1.04 0.10 0.128 O I | | | | 0.06 2.117 1.04 0.10 0.130 O I | | | | 0.06 2.133 1.05 0.10 0.131 O I | | | | 0.06 2.150 1.06 0.10 0.132 O I | | | | 0.06 2.167 1.07 0.11 0.134 O I | | | | 0.06 2.183 1.08 0.11 0.135 O I | | | | 0.06 2.200 1.09 0.11 0.136 O I | | | | 0.07 2.217 1.09 0.11 0.138 O I | | | | 0.07 2.233 1.10 0.11 0.139 O I | | | | 0.07 2.250 1.11 0.11 0.140 O I | | | | 0.07 2.267 1.12 0.11 0.142 O I | | | | 0.07 2.283 1.13 0.11 0.143 O I | | | | 0.07 2.300 1.13 0.11 0.145 O I | | | | 0.07 2.317 1.14 0.12 0.146 O I | | | | 0.07 2.333 1.15 0.12 0.147 O I | | | | 0.07 2.350 1.15 0.12 0.149 O I | | | | 0.07 2.367 1.16 0.12 0.150 O I | | | | 0.07 2.383 1.16 0.12 0.152 O I | | | | 0.07 2.400 1.17 0.12 0.153 O I | | | | 0.07 2.417 1.17 0.12 0.155 O I | | | | 0.07 2.433 1.18 0.12 0.156 O I | | | | 0.07 2.450 1.18 0.12 0.157 O I | | | | 0.08 2.467 1.19 0.13 0.159 O I | | | | 0.08 2.483 1.19 0.13 0.160 O I | | | | 0.08 2.500 1.20 0.13 0.162 O I | | | | 0.08 2.517 1.20 0.13 0.163 O I | | | | 0.08 2.533 1.21 0.13 0.165 O I | | | | 0.08 2.550 1.21 0.13 0.166 O I | | | | 0.08 2.567 1.22 0.13 0.168 O I | | | | 0.08 2.583 1.23 0.13 0.169 O I | | | | 0.08 2.600 1.25 0.14 0.171 O I | | | | 0.08 2.617 1.26 0.14 0.172 O I | | | | 0.08 2.633 1.27 0.14 0.174 O I | | | | 0.08 2.650 1.28 0.14 0.175 O I | | | | 0.08 2.667 1.30 0.14 0.177 O I | | | | 0.09 2.683 1.31 0.14 0.179 O I | | | | 0.09 2.700 1.32 0.14 0.180 O I | | | | 0.09 2.717 1.33 0.14 0.182 O I | | | | 0.09 Page | 213 of 194 Marja Acres Drainage Report 2.733 1.35 0.15 0.184 O I | | | | 0.09 2.750 1.36 0.15 0.185 O I | | | | 0.09 2.767 1.37 0.15 0.187 O I | | | | 0.09 2.783 1.39 0.15 0.189 O I | | | | 0.09 2.800 1.40 0.15 0.190 O I | | | | 0.09 2.817 1.41 0.15 0.192 O I | | | | 0.09 2.833 1.41 0.15 0.194 O I | | | | 0.09 2.850 1.42 0.15 0.195 O I | | | | 0.09 2.867 1.43 0.16 0.197 O I | | | | 0.09 2.883 1.44 0.16 0.199 O I | | | | 0.10 2.900 1.45 0.16 0.201 O I | | | | 0.10 2.917 1.46 0.16 0.203 O I | | | | 0.10 2.933 1.47 0.16 0.204 O I | | | | 0.10 2.950 1.47 0.16 0.206 O I | | | | 0.10 2.967 1.48 0.16 0.208 O I | | | | 0.10 2.983 1.49 0.17 0.210 O I | | | | 0.10 3.000 1.50 0.17 0.212 O I | | | | 0.10 3.017 1.51 0.17 0.213 O I | | | | 0.10 3.033 1.52 0.17 0.215 O I | | | | 0.10 3.050 1.54 0.17 0.217 O I | | | | 0.10 3.067 1.56 0.17 0.219 O I | | | | 0.11 3.083 1.59 0.18 0.221 O I | | | | 0.11 3.100 1.61 0.18 0.223 O I | | | | 0.11 3.117 1.64 0.18 0.225 O I | | | | 0.11 3.133 1.66 0.18 0.227 O I | | | | 0.11 3.150 1.68 0.18 0.229 O I | | | | 0.11 3.167 1.71 0.18 0.231 O I | | | | 0.11 3.183 1.73 0.18 0.233 O I | | | | 0.11 3.200 1.76 0.19 0.235 O I | | | | 0.11 3.217 1.78 0.19 0.238 O I | | | | 0.11 3.233 1.80 0.19 0.240 O I | | | | 0.12 3.250 1.83 0.19 0.242 O I | | | | 0.12 3.267 1.85 0.19 0.244 O I | | | | 0.12 3.283 1.87 0.20 0.247 O I | | | | 0.12 3.300 1.89 0.20 0.249 O I | | | | 0.12 3.317 1.91 0.20 0.251 O I | | | | 0.12 3.333 1.93 0.20 0.254 O I | | | | 0.12 3.350 1.94 0.20 0.256 O I | | | | 0.12 3.367 1.96 0.20 0.258 O I | | | | 0.12 3.383 1.98 0.22 0.261 O I | | | | 0.13 3.400 2.00 0.25 0.263 O I | | | | 0.14 3.417 2.02 0.28 0.266 O I | | | | 0.16 3.433 2.04 0.31 0.268 O I | | | | 0.17 3.450 2.05 0.34 0.270 O I | | | | 0.18 3.467 2.07 0.37 0.273 O I | | | | 0.19 3.483 2.09 0.40 0.275 O I | | | | 0.21 3.500 2.11 0.43 0.277 O I | | | | 0.22 3.517 2.18 0.46 0.280 O I | | | | 0.23 3.533 2.25 0.49 0.282 |O I | | | | 0.25 3.550 2.32 0.51 0.285 |O I | | | | 0.26 3.567 2.39 0.53 0.287 |O I | | | | 0.27 3.583 2.46 0.55 0.290 |O I | | | | 0.29 3.600 2.53 0.57 0.292 |O I | | | | 0.30 3.617 2.60 0.59 0.295 |O I | | | | 0.32 3.633 2.67 0.61 0.298 |O I | | | | 0.34 3.650 2.75 0.63 0.301 |O I | | | | 0.35 3.667 2.82 0.65 0.304 |O I | | | | 0.37 3.683 2.89 0.67 0.307 |O I | | | | 0.38 Page | 214 of 194 Marja Acres Drainage Report 3.700 2.96 0.69 0.310 |O I | | | | 0.40 3.717 3.03 0.70 0.313 |O I | | | | 0.42 3.733 3.10 0.72 0.316 |O I | | | | 0.43 3.750 3.19 0.74 0.320 |O I | | | | 0.45 3.767 3.28 0.76 0.323 |O I | | | | 0.47 3.783 3.37 0.78 0.327 |O I | | | | 0.49 3.800 3.46 0.80 0.330 |O I| | | | 0.51 3.817 3.55 0.81 0.334 |O I| | | | 0.53 3.833 3.64 0.83 0.338 |O I| | | | 0.55 3.850 3.73 0.85 0.342 |O I| | | | 0.57 3.867 3.82 0.87 0.346 |O I| | | | 0.59 3.883 3.91 0.89 0.350 |O I | | | 0.61 3.900 4.00 0.91 0.354 |O I | | | 0.64 3.917 4.09 0.93 0.358 |O I | | | 0.66 3.933 4.18 0.94 0.363 |O I | | | 0.68 3.950 4.28 0.96 0.367 |O I | | | 0.70 3.967 4.37 0.98 0.372 | O |I | | | 0.73 3.983 5.16 1.00 0.377 | O | I | | | 0.76 4.000 5.96 1.03 0.383 | O | I | | | 0.79 4.017 6.75 1.06 0.391 | O | I | | | 0.83 4.033 7.55 1.09 0.399 | O | I| | | 0.87 4.050 8.34 1.12 0.408 | O | |I | | 0.92 4.067 9.14 1.15 0.419 | O | | I | | 0.97 4.083 9.93 1.18 0.430 | O | | I | | 1.02 4.100 10.73 1.20 0.443 | O | | I | | 1.05 4.117 11.52 1.22 0.457 | O | | I| | 1.08 4.133 12.32 1.25 0.471 | O | | |I | 1.12 4.150 13.12 1.31 0.487 | O | | | I | 1.23 4.167 13.91 1.38 0.504 | O | | | I | 1.36 4.183 14.71 1.46 0.522 | O | | | I | 1.50 4.200 15.50 1.50 0.540 | O | | | I| 1.59 4.217 14.57 1.55 0.559 | O | | | I | 1.68 4.233 13.64 1.66 0.576 | O | | | I | 1.77 4.250 12.71 2.02 0.592 | O | | | I | 1.84 4.267 11.78 2.40 0.606 | O | | I | 1.91 4.283 10.85 2.79 0.618 | O | | I | | 1.96 4.300 9.92 3.08 0.628 | O | | I | | 2.01 4.317 8.99 3.23 0.637 | O | | I | | 2.06 4.333 8.06 3.35 0.644 | O | I | | 2.09 4.350 7.13 3.45 0.650 | O| I | | | 2.12 4.367 6.20 3.52 0.654 | O| I | | | 2.14 4.383 5.27 3.57 0.657 | O| I | | | 2.15 4.400 4.34 3.60 0.659 | OI | | | 2.16 4.417 3.41 3.61 0.659 | O| | | | 2.16 4.433 2.49 3.59 0.658 | I O| | | | 2.16 4.450 2.43 3.57 0.657 | I O| | | | 2.15 4.467 2.37 3.54 0.655 | I O| | | | 2.14 4.483 2.31 3.51 0.653 | I O| | | | 2.14 4.500 2.25 3.48 0.652 | I O| | | | 2.13 4.517 2.19 3.45 0.650 | I O| | | | 2.12 4.533 2.13 3.42 0.648 | I O| | | | 2.11 4.550 2.07 3.39 0.646 | I O| | | | 2.10 4.567 2.02 3.36 0.645 | I O | | | | 2.09 4.583 1.96 3.33 0.643 | I O | | | | 2.09 4.600 1.90 3.30 0.641 | I O | | | | 2.08 4.617 1.84 3.27 0.639 | I O | | | | 2.07 4.633 1.78 3.23 0.637 | I O | | | | 2.06 4.650 1.72 3.20 0.635 | I O | | | | 2.05 Page | 215 of 194 Marja Acres Drainage Report 4.667 1.66 3.16 0.633 | I O | | | | 2.04 4.683 1.64 3.13 0.631 | I O | | | | 2.03 4.700 1.61 3.09 0.629 | I O | | | | 2.02 4.717 1.59 3.06 0.627 | I O | | | | 2.01 4.733 1.56 3.02 0.625 | I O | | | | 2.00 4.750 1.53 2.96 0.623 | I O | | | | 1.99 4.767 1.51 2.89 0.621 | I O | | | | 1.98 4.783 1.48 2.83 0.619 | I O | | | | 1.97 4.800 1.46 2.77 0.617 | I O | | | | 1.96 4.817 1.43 2.71 0.615 | I O | | | | 1.95 4.833 1.40 2.66 0.614 | I O | | | | 1.94 4.850 1.38 2.60 0.612 | I O | | | | 1.94 4.867 1.35 2.55 0.610 | I O | | | | 1.93 4.883 1.33 2.50 0.609 | I O | | | | 1.92 4.900 1.30 2.44 0.607 | I O | | | | 1.91 4.917 1.29 2.39 0.605 | I O | | | | 1.91 4.933 1.27 2.34 0.604 | I O | | | | 1.90 4.950 1.26 2.30 0.602 | I O | | | | 1.89 4.967 1.24 2.25 0.601 | I O | | | | 1.88 4.983 1.23 2.21 0.600 | I O | | | | 1.88 5.000 1.21 2.17 0.598 | I O | | | | 1.87 5.017 1.20 2.14 0.597 | I O | | | | 1.87 5.033 1.18 2.11 0.596 | I O | | | | 1.86 5.050 1.17 2.08 0.594 | I O | | | | 1.85 5.067 1.15 2.05 0.593 | I O | | | | 1.85 5.083 1.13 2.02 0.592 | I O | | | | 1.84 5.100 1.12 1.99 0.591 | I O | | | | 1.84 5.117 1.10 1.97 0.590 | I O | | | | 1.83 5.133 1.09 1.94 0.588 | I O | | | | 1.82 5.150 1.08 1.91 0.587 | IO | | | | 1.82 5.167 1.07 1.89 0.586 | IO | | | | 1.81 5.183 1.06 1.86 0.585 | IO | | | | 1.81 5.200 1.05 1.83 0.584 | IO | | | | 1.80 5.217 1.04 1.81 0.583 | IO | | | | 1.80 5.233 1.03 1.78 0.582 | IO | | | | 1.79 5.250 1.02 1.76 0.581 | IO | | | | 1.79 5.267 1.01 1.74 0.580 | IO | | | | 1.78 5.283 1.00 1.71 0.579 | IO | | | | 1.78 5.300 0.99 1.69 0.578 | IO | | | | 1.77 5.317 0.98 1.67 0.577 | IO | | | | 1.77 5.333 0.97 1.65 0.576 |I O | | | | 1.76 5.350 0.96 1.62 0.575 |I O | | | | 1.76 5.367 0.95 1.60 0.574 |I O | | | | 1.75 5.383 0.94 1.58 0.573 |I O | | | | 1.75 5.400 0.93 1.58 0.572 |I O | | | | 1.75 5.417 0.93 1.58 0.571 |I O | | | | 1.74 5.433 0.92 1.57 0.570 |I O | | | | 1.74 5.450 0.91 1.57 0.570 |I O | | | | 1.73 5.467 0.90 1.57 0.569 |I O | | | | 1.73 5.483 0.90 1.57 0.568 |I O | | | | 1.72 5.500 0.89 1.57 0.567 |I O | | | | 1.72 5.517 0.88 1.56 0.566 |I O | | | | 1.71 5.533 0.88 1.56 0.565 |I O | | | | 1.71 5.550 0.87 1.56 0.564 |I O | | | | 1.70 5.567 0.86 1.56 0.563 |I O | | | | 1.70 5.583 0.85 1.55 0.562 |I O | | | | 1.70 5.600 0.85 1.55 0.561 |I O | | | | 1.69 5.617 0.84 1.55 0.560 |I O | | | | 1.69 Page | 216 of 194 Marja Acres Drainage Report 5.633 0.83 1.55 0.559 |I O | | | | 1.68 5.650 0.83 1.54 0.558 |I O | | | | 1.68 5.667 0.82 1.54 0.557 |I O | | | | 1.67 5.683 0.82 1.54 0.556 |I O | | | | 1.67 5.700 0.81 1.54 0.555 |I O | | | | 1.66 5.717 0.81 1.53 0.554 |I O | | | | 1.66 5.733 0.80 1.53 0.553 |I O | | | | 1.65 5.750 0.80 1.53 0.552 |I O | | | | 1.65 5.767 0.79 1.53 0.551 |I O | | | | 1.64 5.783 0.78 1.53 0.550 |I O | | | | 1.64 5.800 0.78 1.52 0.549 |I O | | | | 1.63 5.817 0.77 1.52 0.548 |I O | | | | 1.63 5.833 0.77 1.52 0.547 |I O | | | | 1.62 5.850 0.76 1.52 0.546 |I O | | | | 1.62 5.867 0.76 1.51 0.545 |I O | | | | 1.61 5.883 0.75 1.51 0.544 |I O | | | | 1.61 5.900 0.75 1.51 0.543 |I O | | | | 1.60 5.917 0.75 1.51 0.542 |I O | | | | 1.60 5.933 0.74 1.50 0.541 |I O | | | | 1.59 5.950 0.74 1.50 0.540 |I O | | | | 1.59 5.967 0.73 1.50 0.539 |I O | | | | 1.58 5.983 0.73 1.49 0.538 |I O | | | | 1.58 6.000 0.72 1.49 0.537 |I O | | | | 1.57 6.017 0.72 1.49 0.536 |I O | | | | 1.57 6.033 0.71 1.49 0.534 |I O | | | | 1.56 6.050 0.71 1.48 0.533 |I O | | | | 1.55 6.067 0.71 1.48 0.532 |I O | | | | 1.55 6.083 0.00 1.48 0.531 I O | | | | 1.54 6.100 0.00 1.47 0.529 I O | | | | 1.53 6.117 0.00 1.47 0.527 I O | | | | 1.52 6.133 0.00 1.46 0.525 I O | | | | 1.51 6.150 0.00 1.46 0.523 I O | | | | 1.50 6.167 0.00 1.45 0.521 I O | | | | 1.49 6.183 0.00 1.44 0.519 I O | | | | 1.47 6.200 0.00 1.43 0.517 I O | | | | 1.46 6.217 0.00 1.43 0.515 I O | | | | 1.44 6.233 0.00 1.42 0.513 I O | | | | 1.43 6.250 0.00 1.41 0.511 I O | | | | 1.41 6.267 0.00 1.40 0.509 I O | | | | 1.40 6.283 0.00 1.39 0.507 I O | | | | 1.38 6.300 0.00 1.39 0.505 I O | | | | 1.37 6.317 0.00 1.38 0.503 I O | | | | 1.36 6.333 0.00 1.37 0.501 I O | | | | 1.34 6.350 0.00 1.36 0.499 I O | | | | 1.33 6.367 0.00 1.35 0.498 I O | | | | 1.31 6.383 0.00 1.35 0.496 I O | | | | 1.30 6.400 0.00 1.34 0.494 I O | | | | 1.28 6.417 0.00 1.33 0.492 I O | | | | 1.27 6.433 0.00 1.32 0.490 I O | | | | 1.26 6.450 0.00 1.31 0.488 I O | | | | 1.24 6.467 0.00 1.31 0.487 I O | | | | 1.23 6.483 0.00 1.30 0.485 I O | | | | 1.21 6.500 0.00 1.29 0.483 I O | | | | 1.20 6.517 0.00 1.28 0.481 I O | | | | 1.19 6.533 0.00 1.28 0.479 I O | | | | 1.17 6.550 0.00 1.27 0.478 I O | | | | 1.16 6.567 0.00 1.26 0.476 I O | | | | 1.15 6.583 0.00 1.25 0.474 I O | | | | 1.13 Page | 217 of 194 Marja Acres Drainage Report 6.600 0.00 1.25 0.472 I O | | | | 1.12 6.617 0.00 1.25 0.471 I O | | | | 1.12 6.633 0.00 1.24 0.469 I O | | | | 1.11 6.650 0.00 1.24 0.467 I O | | | | 1.11 6.667 0.00 1.24 0.466 I O | | | | 1.11 6.683 0.00 1.23 0.464 I O | | | | 1.10 6.700 0.00 1.23 0.462 I O | | | | 1.10 6.717 0.00 1.23 0.461 I O | | | | 1.09 6.733 0.00 1.23 0.459 I O | | | | 1.09 6.750 0.00 1.22 0.457 I O | | | | 1.08 6.767 0.00 1.22 0.455 I O | | | | 1.08 6.783 0.00 1.22 0.454 I O | | | | 1.08 6.800 0.00 1.22 0.452 I O | | | | 1.07 6.817 0.00 1.21 0.450 I O | | | | 1.07 6.833 0.00 1.21 0.449 I O | | | | 1.06 6.850 0.00 1.21 0.447 I O | | | | 1.06 6.867 0.00 1.21 0.445 I O | | | | 1.05 6.883 0.00 1.20 0.444 I O | | | | 1.05 6.900 0.00 1.20 0.442 I O | | | | 1.05 6.917 0.00 1.20 0.440 I O | | | | 1.04 6.933 0.00 1.20 0.439 I O | | | | 1.04 6.950 0.00 1.19 0.437 I O | | | | 1.03 6.967 0.00 1.19 0.436 I O | | | | 1.03 6.983 0.00 1.19 0.434 I O | | | | 1.03 7.000 0.00 1.18 0.432 I O | | | | 1.02 ------------------------------------------^v-------------------------------- 14.000 0.00 0.16 0.200 O | | | | 0.10 14.017 0.00 0.16 0.199 O | | | | 0.10 14.033 0.00 0.16 0.199 O | | | | 0.10 14.050 0.00 0.16 0.199 O | | | | 0.10 14.067 0.00 0.16 0.199 O | | | | 0.10 14.083 0.00 0.16 0.198 O | | | | 0.10 14.100 0.00 0.16 0.198 O | | | | 0.10 14.117 0.00 0.16 0.198 O | | | | 0.10 14.133 0.00 0.16 0.198 O | | | | 0.10 14.150 0.00 0.16 0.198 O | | | | 0.09 14.167 0.00 0.16 0.197 O | | | | 0.09 14.183 0.00 0.16 0.197 O | | | | 0.09 14.200 0.00 0.16 0.197 O | | | | 0.09 14.217 0.00 0.16 0.197 O | | | | 0.09 14.233 0.00 0.16 0.197 O | | | | 0.09 14.250 0.00 0.16 0.196 O | | | | 0.09 14.267 0.00 0.16 0.196 O | | | | 0.09 14.283 0.00 0.16 0.196 O | | | | 0.09 14.300 0.00 0.16 0.196 O | | | | 0.09 14.317 0.00 0.15 0.195 O | | | | 0.09 14.333 0.00 0.15 0.195 O | | | | 0.09 14.350 0.00 0.15 0.195 O | | | | 0.09 14.367 0.00 0.15 0.195 O | | | | 0.09 14.383 0.00 0.15 0.195 O | | | | 0.09 14.400 0.00 0.15 0.194 O | | | | 0.09 14.417 0.00 0.15 0.194 O | | | | 0.09 14.433 0.00 0.15 0.194 O | | | | 0.09 14.450 0.00 0.15 0.194 O | | | | 0.09 14.467 0.00 0.15 0.194 O | | | | 0.09 14.483 0.00 0.15 0.193 O | | | | 0.09 14.500 0.00 0.15 0.193 O | | | | 0.09 Page | 218 of 194 Marja Acres Drainage Report 14.517 0.00 0.15 0.193 O | | | | 0.09 14.533 0.00 0.15 0.193 O | | | | 0.09 14.550 0.00 0.15 0.192 O | | | | 0.09 14.567 0.00 0.15 0.192 O | | | | 0.09 14.583 0.00 0.15 0.192 O | | | | 0.09 14.600 0.00 0.15 0.192 O | | | | 0.09 14.617 0.00 0.15 0.192 O | | | | 0.09 14.633 0.00 0.15 0.191 O | | | | 0.09 14.650 0.00 0.15 0.191 O | | | | 0.09 14.667 0.00 0.15 0.191 O | | | | 0.09 14.683 0.00 0.15 0.191 O | | | | 0.09 14.700 0.00 0.15 0.191 O | | | | 0.09 14.717 0.00 0.15 0.190 O | | | | 0.09 14.733 0.00 0.15 0.190 O | | | | 0.09 14.750 0.00 0.15 0.190 O | | | | 0.09 14.767 0.00 0.15 0.190 O | | | | 0.09 14.783 0.00 0.15 0.190 O | | | | 0.09 14.800 0.00 0.15 0.189 O | | | | 0.09 14.817 0.00 0.15 0.189 O | | | | 0.09 14.833 0.00 0.15 0.189 O | | | | 0.09 14.850 0.00 0.15 0.189 O | | | | 0.09 14.867 0.00 0.15 0.189 O | | | | 0.09 14.883 0.00 0.15 0.188 O | | | | 0.09 14.900 0.00 0.15 0.188 O | | | | 0.09 14.917 0.00 0.15 0.188 O | | | | 0.09 14.933 0.00 0.15 0.188 O | | | | 0.09 14.950 0.00 0.15 0.187 O | | | | 0.09 14.967 0.00 0.15 0.187 O | | | | 0.09 14.983 0.00 0.15 0.187 O | | | | 0.09 15.000 0.00 0.15 0.187 O | | Remaining water in basin = 0.00 (Ac.Ft) ****************************HYDROGRAPH DATA**************************** Number of intervals = 5001 Time interval = 1.0 (Min.) Maximum/Peak flow rate = 3.609 (CFS) Total volume = 0.948 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** -------------------------------------------------------------------- Page | 219 of 194 Marja Acres Drainage Report FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2018 Study date: 12/18/21 --------------------------------------------------------------------- Program License Serial Number 6499 From study/file name: UG2.rte -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: UG2.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 369 Time interval = 1.0 (Min.) Maximum/Peak flow rate = 37.696 (CFS) Total volume = 1.815 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 201.000 **** RETARDING BASIN ROUTING **** ______________________________________________________________________ User entry of depth-outflow-storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 369 Hydrograph time unit = 1.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 0.500 0.031 0.140 0.031 0.031 1.000 0.062 0.469 0.062 0.062 1.500 0.094 1.799 0.093 0.095 3.000 0.187 4.095 0.184 0.190 5.000 0.312 5.829 0.308 0.316 7.000 0.437 7.153 0.432 0.442 Page | 220 of 194 Marja Acres Drainage Report 9.000 0.561 8.268 0.555 0.567 11.000 0.686 9.249 0.680 0.692 11.500 0.717 9.478 0.710 0.724 11.600 0.723 10.111 0.716 0.730 11.700 0.730 11.232 0.722 0.738 11.800 0.736 12.669 0.727 0.745 11.900 0.742 14.363 0.732 0.752 12.000 0.748 16.278 0.737 0.759 -------------------------------------------------------------------- Hydrograph Detention Basin Routing --------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 9.4 18.85 28.27 37.70 (Ft.) 0.017 0.14 0.00 0.000 O | | | | 0.00 0.033 0.29 0.00 0.000 O | | | | 0.01 0.050 0.43 0.00 0.001 O | | | | 0.01 0.067 0.58 0.01 0.002 O | | | | 0.03 0.083 0.72 0.01 0.002 O | | | | 0.04 0.100 0.87 0.02 0.004 O | | | | 0.06 0.117 1.01 0.02 0.005 O | | | | 0.08 0.133 1.16 0.03 0.006 O | | | | 0.10 0.150 1.30 0.04 0.008 OI | | | | 0.13 0.167 1.31 0.04 0.010 OI | | | | 0.16 0.183 1.31 0.05 0.011 OI | | | | 0.18 0.200 1.32 0.06 0.013 OI | | | | 0.21 0.217 1.32 0.07 0.015 OI | | | | 0.24 0.233 1.33 0.07 0.017 OI | | | | 0.27 0.250 1.33 0.08 0.018 OI | | | | 0.30 0.267 1.34 0.09 0.020 OI | | | | 0.32 0.283 1.34 0.10 0.022 OI | | | | 0.35 0.300 1.35 0.11 0.023 OI | | | | 0.38 0.317 1.35 0.11 0.025 OI | | | | 0.41 0.333 1.35 0.12 0.027 OI | | | | 0.43 0.350 1.35 0.13 0.029 OI | | | | 0.46 0.367 1.36 0.14 0.030 OI | | | | 0.49 0.383 1.36 0.15 0.032 OI | | | | 0.51 0.400 1.36 0.17 0.034 OI | | | | 0.54 0.417 1.36 0.18 0.035 OI | | | | 0.57 0.433 1.37 0.20 0.037 OI | | | | 0.59 0.450 1.37 0.22 0.038 OI | | | | 0.62 0.467 1.37 0.24 0.040 OI | | | | 0.64 0.483 1.38 0.25 0.042 OI | | | | 0.67 0.500 1.39 0.27 0.043 OI | | | | 0.69 0.517 1.39 0.28 0.045 OI | | | | 0.72 0.533 1.40 0.30 0.046 OI | | | | 0.74 0.550 1.40 0.32 0.048 OI | | | | 0.77 0.567 1.41 0.33 0.049 OI | | | | 0.79 0.583 1.41 0.35 0.051 OI | | | | 0.82 0.600 1.42 0.36 0.052 OI | | | | 0.84 0.617 1.42 0.38 0.053 OI | | | | 0.86 0.633 1.42 0.39 0.055 OI | | | | 0.89 0.650 1.43 0.41 0.056 OI | | | | 0.91 0.667 1.43 0.42 0.058 OI | | | | 0.93 0.683 1.43 0.44 0.059 OI | | | | 0.95 0.700 1.44 0.45 0.060 OI | | | | 0.98 Page | 221 of 194 Marja Acres Drainage Report 0.717 1.44 0.47 0.062 OI | | | | 1.00 0.733 1.44 0.52 0.063 OI | | | | 1.02 0.750 1.44 0.57 0.064 OI | | | | 1.04 0.767 1.45 0.62 0.066 OI | | | | 1.06 0.783 1.46 0.66 0.067 OI | | | | 1.07 0.800 1.46 0.71 0.068 OI | | | | 1.09 0.817 1.47 0.75 0.069 OI | | | | 1.11 0.833 1.48 0.79 0.070 OI | | | | 1.12 0.850 1.48 0.83 0.071 OI | | | | 1.13 0.867 1.49 0.86 0.072 OI | | | | 1.15 0.883 1.49 0.90 0.072 OI | | | | 1.16 0.900 1.50 0.93 0.073 OI | | | | 1.17 0.917 1.50 0.96 0.074 OI | | | | 1.19 0.933 1.51 0.99 0.075 OI | | | | 1.20 0.950 1.51 1.02 0.075 OI | | | | 1.21 0.967 1.51 1.05 0.076 OI | | | | 1.22 0.983 1.52 1.08 0.077 OI | | | | 1.23 1.000 1.52 1.10 0.077 OI | | | | 1.24 1.017 1.52 1.12 0.078 OI | | | | 1.25 1.033 1.53 1.15 0.078 OI | | | | 1.25 1.050 1.53 1.17 0.079 OI | | | | 1.26 1.067 1.54 1.19 0.079 |O | | | | 1.27 1.083 1.55 1.21 0.080 |O | | | | 1.28 1.100 1.55 1.23 0.080 |O | | | | 1.29 1.117 1.56 1.25 0.081 |O | | | | 1.29 1.133 1.57 1.26 0.081 |O | | | | 1.30 1.150 1.58 1.28 0.082 |O | | | | 1.31 1.167 1.58 1.30 0.082 |O | | | | 1.31 1.183 1.59 1.31 0.082 |O | | | | 1.32 1.200 1.60 1.33 0.083 |O | | | | 1.32 1.217 1.60 1.34 0.083 |O | | | | 1.33 1.233 1.61 1.36 0.083 |O | | | | 1.33 1.250 1.61 1.37 0.084 |O | | | | 1.34 1.267 1.61 1.39 0.084 |O | | | | 1.34 1.283 1.62 1.40 0.084 |O | | | | 1.35 1.300 1.62 1.41 0.085 |O | | | | 1.35 1.317 1.63 1.42 0.085 |O | | | | 1.36 1.333 1.63 1.43 0.085 |O | | | | 1.36 1.350 1.63 1.45 0.085 |O | | | | 1.37 1.367 1.64 1.46 0.086 |O | | | | 1.37 1.383 1.65 1.47 0.086 |O | | | | 1.37 1.400 1.66 1.48 0.086 |O | | | | 1.38 1.417 1.67 1.49 0.087 |O | | | | 1.38 1.433 1.68 1.50 0.087 |O | | | | 1.39 1.450 1.69 1.51 0.087 |O | | | | 1.39 1.467 1.69 1.52 0.087 |O | | | | 1.39 1.483 1.70 1.53 0.087 |O | | | | 1.40 1.500 1.71 1.54 0.088 |O | | | | 1.40 1.517 1.72 1.55 0.088 |O | | | | 1.41 1.533 1.72 1.56 0.088 |O | | | | 1.41 1.550 1.73 1.57 0.088 |O | | | | 1.41 1.567 1.73 1.58 0.089 |O | | | | 1.42 1.583 1.74 1.58 0.089 |O | | | | 1.42 1.600 1.74 1.59 0.089 |O | | | | 1.42 1.617 1.75 1.60 0.089 |O | | | | 1.43 1.633 1.75 1.61 0.089 |O | | | | 1.43 1.650 1.76 1.62 0.090 |O | | | | 1.43 1.667 1.77 1.63 0.090 |O | | | | 1.43 Page | 222 of 194 Marja Acres Drainage Report 1.683 1.78 1.63 0.090 |O | | | | 1.44 1.700 1.79 1.64 0.090 |O | | | | 1.44 1.717 1.80 1.65 0.090 |O | | | | 1.44 1.733 1.81 1.66 0.091 |O | | | | 1.45 1.750 1.82 1.67 0.091 |O | | | | 1.45 1.767 1.83 1.68 0.091 |O | | | | 1.45 1.783 1.84 1.68 0.091 |O | | | | 1.46 1.800 1.85 1.69 0.091 |O | | | | 1.46 1.817 1.86 1.70 0.092 |O | | | | 1.46 1.833 1.86 1.71 0.092 |O | | | | 1.47 1.850 1.87 1.72 0.092 |O | | | | 1.47 1.867 1.87 1.73 0.092 |O | | | | 1.47 1.883 1.88 1.74 0.092 |O | | | | 1.48 1.900 1.89 1.74 0.093 |O | | | | 1.48 1.917 1.89 1.75 0.093 |O | | | | 1.48 1.933 1.90 1.76 0.093 |O | | | | 1.49 1.950 1.90 1.77 0.093 |O | | | | 1.49 1.967 1.92 1.78 0.093 |O | | | | 1.49 1.983 1.93 1.78 0.094 |O | | | | 1.49 2.000 1.94 1.79 0.094 |O | | | | 1.50 2.017 1.96 1.80 0.094 |O | | | | 1.50 2.033 1.97 1.81 0.094 |O | | | | 1.50 2.050 1.98 1.81 0.095 |O | | | | 1.51 2.067 1.99 1.82 0.095 |O | | | | 1.51 2.083 2.01 1.82 0.095 |O | | | | 1.52 2.100 2.02 1.83 0.095 |O | | | | 1.52 2.117 2.03 1.84 0.096 |O | | | | 1.52 2.133 2.04 1.84 0.096 |O | | | | 1.53 2.150 2.04 1.85 0.096 |O | | | | 1.53 2.167 2.05 1.86 0.096 |O | | | | 1.54 2.183 2.06 1.86 0.097 |O | | | | 1.54 2.200 2.06 1.87 0.097 |O | | | | 1.55 2.217 2.07 1.88 0.097 |O | | | | 1.55 2.233 2.08 1.88 0.097 |O | | | | 1.55 2.250 2.09 1.89 0.098 |O | | | | 1.56 2.267 2.10 1.90 0.098 |O | | | | 1.56 2.283 2.12 1.90 0.098 |O | | | | 1.57 2.300 2.14 1.91 0.099 |O | | | | 1.57 2.317 2.15 1.92 0.099 |O | | | | 1.58 2.333 2.17 1.93 0.099 |O | | | | 1.58 2.350 2.19 1.94 0.100 |O | | | | 1.59 2.367 2.20 1.94 0.100 |O | | | | 1.59 2.383 2.22 1.95 0.100 |O | | | | 1.60 2.400 2.24 1.96 0.101 |O | | | | 1.61 2.417 2.25 1.97 0.101 |O | | | | 1.61 2.433 2.26 1.98 0.101 |O | | | | 1.62 2.450 2.27 1.99 0.102 |O | | | | 1.63 2.467 2.28 2.00 0.102 |O | | | | 1.63 2.483 2.29 2.01 0.103 |O | | | | 1.64 2.500 2.30 2.02 0.103 |O | | | | 1.64 2.517 2.31 2.03 0.103 |O | | | | 1.65 2.533 2.31 2.04 0.104 |O | | | | 1.66 2.550 2.32 2.05 0.104 |O | | | | 1.66 2.567 2.35 2.06 0.104 |O | | | | 1.67 2.583 2.37 2.07 0.105 |OI | | | | 1.67 2.600 2.39 2.08 0.105 |OI | | | | 1.68 2.617 2.41 2.09 0.106 |OI | | | | 1.69 2.633 2.44 2.10 0.106 |OI | | | | 1.70 Page | 223 of 194 Marja Acres Drainage Report 2.650 2.46 2.11 0.107 |OI | | | | 1.70 2.667 2.48 2.12 0.107 |OI | | | | 1.71 2.683 2.50 2.14 0.108 |OI | | | | 1.72 2.700 2.53 2.15 0.108 |OI | | | | 1.73 2.717 2.54 2.16 0.109 |OI | | | | 1.74 2.733 2.55 2.17 0.109 |OI | | | | 1.74 2.750 2.57 2.19 0.110 |OI | | | | 1.75 2.767 2.58 2.20 0.110 |OI | | | | 1.76 2.783 2.59 2.21 0.111 |OI | | | | 1.77 2.800 2.61 2.23 0.111 |OI | | | | 1.78 2.817 2.62 2.24 0.112 |OI | | | | 1.79 2.833 2.63 2.25 0.112 |OI | | | | 1.80 2.850 2.65 2.26 0.113 |OI | | | | 1.80 2.867 2.68 2.28 0.113 |OI | | | | 1.81 2.883 2.71 2.29 0.114 |OI | | | | 1.82 2.900 2.74 2.31 0.115 |OI | | | | 1.83 2.917 2.77 2.32 0.115 |OI | | | | 1.84 2.933 2.81 2.34 0.116 |OI | | | | 1.85 2.950 2.84 2.35 0.116 |OI | | | | 1.86 2.967 2.87 2.37 0.117 | O | | | | 1.87 2.983 2.90 2.39 0.118 | O | | | | 1.88 3.000 2.93 2.40 0.119 | O | | | | 1.90 3.017 2.95 2.42 0.119 | O | | | | 1.91 3.033 2.97 2.44 0.120 | O | | | | 1.92 3.050 2.99 2.46 0.121 | O | | | | 1.93 3.067 3.01 2.48 0.121 | O | | | | 1.94 3.083 3.03 2.50 0.122 | O | | | | 1.96 3.100 3.05 2.51 0.123 | O | | | | 1.97 3.117 3.07 2.53 0.124 | O | | | | 1.98 3.133 3.09 2.55 0.124 | O | | | | 1.99 3.150 3.11 2.57 0.125 | O | | | | 2.00 3.167 3.16 2.59 0.126 | O | | | | 2.02 3.183 3.21 2.61 0.127 | O | | | | 2.03 3.200 3.26 2.63 0.128 | O | | | | 2.04 3.217 3.31 2.65 0.129 | O | | | | 2.06 3.233 3.36 2.67 0.129 | O | | | | 2.07 3.250 3.42 2.70 0.130 | O | | | | 2.09 3.267 3.47 2.72 0.131 | O | | | | 2.10 3.283 3.52 2.75 0.132 | O | | | | 2.12 3.300 3.57 2.78 0.134 | OI | | | | 2.14 3.317 3.60 2.80 0.135 | OI | | | | 2.16 3.333 3.63 2.83 0.136 | OI | | | | 2.17 3.350 3.67 2.86 0.137 | OI | | | | 2.19 3.367 3.70 2.88 0.138 | OI | | | | 2.21 3.383 3.73 2.91 0.139 | OI | | | | 2.23 3.400 3.77 2.94 0.140 | OI | | | | 2.25 3.417 3.80 2.97 0.141 | OI | | | | 2.26 3.433 3.83 3.00 0.143 | OI | | | | 2.28 3.450 3.87 3.03 0.144 | OI | | | | 2.30 3.467 3.96 3.06 0.145 | OI | | | | 2.32 3.483 4.06 3.09 0.146 | OI | | | | 2.34 3.500 4.15 3.12 0.148 | OI | | | | 2.36 3.517 4.25 3.16 0.149 | OI | | | | 2.39 3.533 4.35 3.20 0.151 | OI | | | | 2.41 3.550 4.44 3.24 0.152 | OI | | | | 2.44 3.567 4.54 3.28 0.154 | OI | | | | 2.47 3.583 4.63 3.32 0.156 | OI | | | | 2.49 3.600 4.73 3.37 0.158 | O I | | | | 2.52 Page | 224 of 194 Marja Acres Drainage Report 3.617 4.80 3.41 0.159 | O I | | | | 2.55 3.633 4.87 3.46 0.161 | O I | | | | 2.59 3.650 4.95 3.51 0.163 | O I | | | | 2.62 3.667 5.02 3.56 0.165 | OI | | | | 2.65 3.683 5.09 3.61 0.167 | OI | | | | 2.68 3.700 5.17 3.66 0.169 | OI | | | | 2.72 3.717 5.24 3.71 0.171 | OI | | | | 2.75 3.733 5.31 3.76 0.174 | OI | | | | 2.78 3.750 5.38 3.82 0.176 | OI | | | | 2.82 3.767 5.66 3.87 0.178 | OI | | | | 2.86 3.783 5.94 3.94 0.181 | O I | | | | 2.90 3.800 6.23 4.01 0.184 | O I | | | | 2.94 3.817 6.51 4.09 0.187 | O I | | | | 3.00 3.833 6.79 4.14 0.190 | O I | | | | 3.05 3.850 7.07 4.19 0.194 | O I | | | | 3.11 3.867 7.35 4.25 0.198 | O I | | | | 3.18 3.883 7.63 4.31 0.203 | O I | | | | 3.25 3.900 7.91 4.38 0.207 | O I | | | | 3.32 3.917 8.27 4.45 0.212 | O I| | | | 3.41 3.933 8.62 4.52 0.218 | O I| | | | 3.49 3.950 8.98 4.60 0.224 | O I| | | | 3.59 3.967 9.34 4.69 0.230 | O I| | | | 3.69 3.983 9.70 4.78 0.236 | O I | | | 3.79 4.000 10.06 4.88 0.243 | O I | | | 3.90 4.017 10.42 4.98 0.251 | O I | | | 4.02 4.033 10.78 5.09 0.258 | O |I | | | 4.14 4.050 11.14 5.20 0.266 | O |I | | | 4.27 4.067 14.09 5.34 0.277 | O | I | | | 4.43 4.083 17.04 5.53 0.290 | O | I | | | 4.66 4.100 19.99 5.78 0.308 | O | I | | 4.94 4.117 22.94 6.02 0.330 | O | | I | | 5.28 4.133 25.89 6.28 0.355 | O | | I | | 5.69 4.150 28.84 6.59 0.384 | O | | I | 6.15 4.167 31.79 6.93 0.416 | O | | | I | 6.67 4.183 34.75 7.29 0.452 | O | | | I | 7.24 4.200 37.70 7.65 0.492 | O | | | I 7.88 4.217 34.21 7.99 0.530 | O | | | I | 8.51 4.233 30.73 8.29 0.564 | O| | | I | 9.05 4.250 27.24 8.51 0.592 | O| | I| | 9.50 4.267 23.76 8.70 0.616 | O| | I | | 9.87 4.283 20.28 8.84 0.634 | O| |I | | 10.17 4.300 16.79 8.94 0.647 | O| I | | | 10.38 4.317 13.31 9.01 0.656 | O| I | | | 10.51 4.333 9.83 9.04 0.659 | OI | | | 10.57 4.350 6.34 9.03 0.658 | I O| | | | 10.55 4.367 6.11 9.00 0.654 | I O| | | | 10.49 4.383 5.87 8.96 0.650 | I O| | | | 10.42 4.400 5.64 8.93 0.645 | I O| | | | 10.35 4.417 5.41 8.89 0.641 | I O| | | | 10.28 4.433 5.18 8.85 0.636 | I O| | | | 10.20 4.450 4.94 8.81 0.631 | I O| | | | 10.11 4.467 4.71 8.77 0.625 | I O| | | | 10.03 4.483 4.48 8.73 0.619 | I O| | | | 9.93 4.500 4.24 8.68 0.613 | I O| | | | 9.84 4.517 4.14 8.63 0.607 | I O| | | | 9.74 4.533 4.04 8.58 0.601 | I O| | | | 9.64 4.550 3.94 8.53 0.595 | I O| | | | 9.54 4.567 3.83 8.48 0.588 | I O| | | | 9.44 Page | 225 of 194 Marja Acres Drainage Report 4.583 3.73 8.43 0.582 | I O| | | | 9.33 4.600 3.63 8.38 0.575 | I O| | | | 9.23 4.617 3.52 8.33 0.569 | I O| | | | 9.13 4.633 3.42 8.28 0.562 | I O| | | | 9.02 4.650 3.32 8.22 0.555 | I O | | | | 8.91 4.667 3.26 8.16 0.549 | I O | | | | 8.80 4.683 3.20 8.10 0.542 | I O | | | | 8.69 4.700 3.14 8.04 0.535 | I O | | | | 8.58 4.717 3.08 7.98 0.528 | I O | | | | 8.48 4.733 3.02 7.91 0.522 | I O | | | | 8.37 4.750 2.96 7.85 0.515 | I O | | | | 8.26 4.767 2.90 7.79 0.508 | I O | | | | 8.15 4.783 2.84 7.73 0.502 | I O | | | | 8.04 4.800 2.78 7.67 0.495 | I O | | | | 7.93 4.817 2.74 7.61 0.488 | I O | | | | 7.82 4.833 2.70 7.55 0.481 | I O | | | | 7.72 4.850 2.66 7.49 0.475 | I O | | | | 7.61 4.867 2.62 7.43 0.468 | I O | | | | 7.50 4.883 2.58 7.37 0.461 | I O | | | | 7.39 4.900 2.54 7.31 0.455 | I O | | | | 7.29 4.917 2.50 7.25 0.448 | I O | | | | 7.18 4.933 2.46 7.20 0.442 | I O | | | | 7.08 4.950 2.42 7.13 0.435 | I O | | | | 6.97 4.967 2.39 7.07 0.429 | I O | | | | 6.87 4.983 2.36 7.00 0.422 | I O | | | | 6.77 5.000 2.33 6.93 0.416 |I O | | | | 6.66 5.017 2.30 6.86 0.410 |I O | | | | 6.56 5.033 2.28 6.80 0.403 |I O | | | | 6.46 5.050 2.25 6.73 0.397 |I O | | | | 6.36 5.067 2.22 6.67 0.391 |I O | | | | 6.27 5.083 2.19 6.60 0.385 |I O | | | | 6.17 5.100 2.16 6.54 0.379 |I O | | | | 6.07 5.117 2.14 6.47 0.373 |I O | | | | 5.97 5.133 2.11 6.41 0.367 |I O | | | | 5.88 5.150 2.09 6.35 0.361 |I O | | | | 5.79 5.167 2.07 6.29 0.355 |I O | | | | 5.69 5.183 2.05 6.23 0.349 |I O | | | | 5.60 5.200 2.03 6.17 0.344 |I O | | | | 5.51 5.217 2.00 6.11 0.338 |I O | | | | 5.42 5.233 1.98 6.05 0.332 |I O | | | | 5.33 5.250 1.96 5.99 0.327 |I O | | | | 5.24 5.267 1.94 5.93 0.321 |I O | | | | 5.15 5.283 1.92 5.87 0.316 |I O | | | | 5.06 5.300 1.91 5.81 0.310 |I O | | | | 4.98 5.317 1.89 5.73 0.305 |I O | | | | 4.89 5.333 1.87 5.66 0.300 |I O | | | | 4.81 5.350 1.85 5.59 0.295 |I O | | | | 4.72 5.367 1.84 5.52 0.290 |I O | | | | 4.64 5.383 1.82 5.45 0.285 |I O | | | | 4.56 5.400 1.80 5.38 0.280 |I O | | | | 4.48 5.417 1.79 5.31 0.275 |I O | | | | 4.40 5.433 1.77 5.24 0.270 |I O | | | | 4.33 5.450 1.76 5.18 0.265 |I O | | | | 4.25 5.467 1.74 5.11 0.260 |I O | | | | 4.18 5.483 1.73 5.05 0.256 |I O | | | | 4.10 5.500 1.71 4.99 0.251 |I O | | | | 4.03 5.517 1.70 4.93 0.247 |I O | | | | 3.96 5.533 1.69 4.86 0.242 |I O | | | | 3.89 Page | 226 of 194 Marja Acres Drainage Report ------------------------------------------^v-------------------------------- 19.967 0.00 0.00 0.000 O | | | | 0.01 19.983 0.00 0.00 0.000 O | | | | 0.01 20.000 0.00 0.00 0.000 O | | | | 0.01 20.017 0.00 0.00 0.000 O | | | | 0.01 20.033 0.00 0.00 0.000 O | | | | 0.01 20.050 0.00 0.00 0.000 O | | | | 0.01 20.067 0.00 0.00 0.000 O | | | | 0.01 20.083 0.00 0.00 0.000 O | | | | 0.01 20.100 0.00 0.00 0.000 O | | | | 0.01 20.117 0.00 0.00 0.000 O | | | | 0.01 20.133 0.00 0.00 0.000 O | | | | 0.01 20.150 0.00 0.00 0.000 O | | | | 0.01 20.167 0.00 0.00 0.000 O | | | | 0.01 20.183 0.00 0.00 0.000 O | | | | 0.01 20.200 0.00 0.00 0.000 O | | | | 0.01 20.217 0.00 0.00 0.000 O | | | | 0.01 20.233 0.00 0.00 0.000 O | | | | 0.01 20.250 0.00 0.00 0.000 O | | | | 0.01 20.267 0.00 0.00 0.000 O | | | | 0.01 20.283 0.00 0.00 0.000 O | | | | 0.01 20.300 0.00 0.00 0.000 O | | | | 0.01 20.317 0.00 0.00 0.000 O | | | | 0.01 20.333 0.00 0.00 0.000 O | | | | 0.01 20.350 0.00 0.00 0.000 O | | | | 0.01 20.367 0.00 0.00 0.000 O | | | | 0.01 20.383 0.00 0.00 0.000 O | | | | 0.01 20.400 0.00 0.00 0.000 O | | | | 0.01 20.417 0.00 0.00 0.000 O | | | | 0.01 20.433 0.00 0.00 0.000 O | | | | 0.01 20.450 0.00 0.00 0.000 O | | | | 0.00 20.467 0.00 0.00 0.000 O | | | | 0.00 20.483 0.00 0.00 0.000 O | | | | 0.00 20.500 0.00 0.00 0.000 O | | | | 0.00 20.517 0.00 0.00 0.000 O | | | | 0.00 20.533 0.00 0.00 0.000 O | | | | 0.00 20.550 0.00 0.00 0.000 O | | | | 0.00 20.567 0.00 0.00 0.000 O | | | | 0.00 20.583 0.00 0.00 0.000 O | | | | 0.00 20.600 0.00 0.00 0.000 O | | | | 0.00 20.617 0.00 0.00 0.000 O | | | | 0.00 20.633 0.00 0.00 0.000 O | | | | 0.00 20.650 0.00 0.00 0.000 O | | | | 0.00 20.667 0.00 0.00 0.000 O | | | | 0.00 20.683 0.00 0.00 0.000 O | | | | 0.00 20.700 0.00 0.00 0.000 O | | | | 0.00 20.717 0.00 0.00 0.000 O | | | | 0.00 20.733 0.00 0.00 0.000 O | | | | 0.00 20.750 0.00 0.00 0.000 O | | | | 0.00 20.767 0.00 0.00 0.000 O | | | | 0.00 20.783 0.00 0.00 0.000 O | | | | 0.00 20.800 0.00 0.00 0.000 O | | | | 0.00 20.817 0.00 0.00 0.000 O | | | | 0.00 20.833 0.00 0.00 0.000 O | | | | 0.00 20.850 0.00 0.00 0.000 O | | | | 0.00 20.867 0.00 0.00 0.000 O | | | | 0.00 20.883 0.00 0.00 0.000 O | | | | 0.00 Page | 227 of 194 Marja Acres Drainage Report 20.900 0.00 0.00 0.000 O | | | | 0.00 20.917 0.00 0.00 0.000 O | | | | 0.00 20.933 0.00 0.00 0.000 O | | | | 0.00 20.950 0.00 0.00 0.000 O | | | | 0.00 20.967 0.00 0.00 0.000 O | | | | 0.00 20.983 0.00 0.00 0.000 O | | | | 0.00 21.000 0.00 0.00 0.000 O | | | | 0.00 21.017 0.00 0.00 0.000 O | | | | 0.00 21.033 0.00 0.00 0.000 O | | | | 0.00 21.050 0.00 0.00 0.000 O | | | | 0.00 21.067 0.00 0.00 0.000 O | | | | 0.00 21.083 0.00 0.00 0.000 O | | | | 0.00 21.100 0.00 0.00 0.000 O | | | | 0.00 21.117 0.00 0.00 0.000 O | | | | 0.00 21.133 0.00 0.00 0.000 O | | | | 0.00 21.150 0.00 0.00 0.000 O | | | | 0.00 21.167 0.00 0.00 0.000 O | | | | 0.00 21.183 0.00 0.00 0.000 O | | | | 0.00 21.200 0.00 0.00 0.000 O | | | | 0.00 21.217 0.00 0.00 0.000 O | | | | 0.00 21.233 0.00 0.00 0.000 O | | | | 0.00 21.250 0.00 0.00 0.000 O | | | | 0.00 21.267 0.00 0.00 0.000 O | | | | 0.00 21.283 0.00 0.00 0.000 O | | | | 0.00 21.300 0.00 0.00 0.000 O | | | | 0.00 21.317 0.00 0.00 0.000 O | | | | 0.00 21.333 0.00 0.00 0.000 O | | | | 0.00 21.350 0.00 0.00 0.000 O | | | | 0.00 21.367 0.00 0.00 0.000 O | | | | 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 1282 Time interval = 1.0 (Min.) Maximum/Peak flow rate = 9.037 (CFS) Total volume = 1.815 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** -------------------------------------------------------------------- Page | 228 of 194 Marja Acres Drainage Report APPENDIX 4 Runoff Coefficient Calculations, Maps, Charts, Reference Drawings . Marja Acres 11/30/2018 Basin ID Total Area (ac)Relief Soil Infiltration Vegetal Cover Surface Storage Weighted Runoff Coef C: (5, 10yr Frequency) Weighted Runoff Coef C: (100 0yr Frequency) Weighted Runoff Coef C: (100 0yr Frequency) A.1 0.20 0.14 0.08 0.08 0.10 0.40 0.50 A.2 15.01 0.13 0.07 0.12 0.08 0.40 0.49 B.1 0.03 0.14 0.08 0.08 0.10 0.40 0.50 B.2 4.93 0.11 0.08 0.08 0.08 0.36 0.44 C.1 0.01 0.14 0.08 0.08 0.10 0.40 0.50 C.2 0.20 0.14 0.08 0.12 0.10 0.44 0.55 D.1*0.05 --0.70 -0.70 0.88 D.2 0.40 0.19 0.08 0.08 0.08 0.44 0.54 Total 20.83 * Basin area is assumed to be in developed condition Extreme High Normal Low 0.28-0.35 0.20-0.28 0.14-0.20 0.08-0.14 0.12-0.16 0.08-0.12 0.06-0.08 0.04-0.06 0.12-0.16 0.08-0.12 0.06-0.08 0.04-0.06 0.10-0.12 0.08-0.10 0.06-0.08 0.04-0.06 0.49 0.44 0.55 0.58 Surface Storage Soil Infiltration Relief Runoff Coefficient Table Per Highway Desing Manual Figure 819.2A Vegetation Cover Pre-Project Drainage S:\PROJECTS\12704 Marja Acres\CIVIL\REPORTS\HYDROLOGY\Appendix B - Weighted Runoff Coefficient\Marja Acres_drn_calcs_Caltrans_PreDevelopment.xlsx Marja Acres 11/30/2018 Basin A.2 Area (sf)Value Area (sf)Value Area (sf)Value Area (sf)Value Relief 70241 0.28 77080 0.2 125876 0.14 380850 0.08 Soil Infiltration --191152 0.08 462894 0.06 -- Vegetal Cover --240633 0.08 --342787 0.04 Surface Storage --654046 0.08 ---- Developed Areas 62907 0.7 12507 0.3 Developed Areas Runoff Coefficient values per Highway Design Manual Table 819.2B Basin B.2 Area (sf)Value Area (sf)Value Area (sf)Value Area (sf)Value Relief 10336 0.28 21640 0.2 43158 0.14 135669 0.08 Soil Infiltration --214787 0.08 ---- Vegetal Cover --126800 0.08 69943 0.06 12800 0.04 Surface Storage --214787 0.08 ---- Developed Areas --5245 0.3 Basin D.2 Area (sf)Value Area (sf)Value Area (sf)Value Area (sf)Value Relief 2765 0.28 11717 0.2 949 0.14 2263 0.08 Soil Infiltration --17636 0.08 ---- Vegetal Cover ----16268 0.06 -- Surface Storage --15778 0.08 ---- Developed Areas --1568 0.3 Extreme High Normal Low Asphalt Sinlge Family Areas Asphalt Sinlge Family Areas Low Asphalt Sinlge Family Areas Extreme High Normal Low Extreme High Normal S:\PROJECTS\12704 Marja Acres\CIVIL\REPORTS\HYDROLOGY\Appendix B - Weighted Runoff Coefficient\Marja Acres_drn_calcs_Caltrans_PreDevelopment.xlsx Marja Acres 3/10/2021 Basin ID Total Area (ac) Multi Family Residential (SF) Lawns 2% (SF) Lawns 7% (SF) Asphaltic (SF) Drives & Walks (SF) Weighted Runoff Coef C: (5, 10yr Frequency) Weighted Runoff Coef C: (100 yr Frequency) Total Weighted Runoff Coef C: (100 yr Frequency) A.1 0.04 0 481 0 1182 89 0.61 0.77 A.2 0.62 3462 5283 4629 11602 2208 0.55 0.69 A.3 0.44 1076 9797 6466 0 1860 0.22 0.27 B.1 0.04 0 225 0 1059 514 0.72 0.90 B.2 0.89 10203 11758 0 11434 5158 0.57 0.71 C.1 0.08 1859 1157 0 0 302 0.52 0.65 C.2 0.75 14396 9098 0 7807 1405 0.58 0.73 D.0.1 0.08 0 0 2873 0 400 0.25 0.31 D.0.2 0.25 0 0 9386 0 1440 0.25 0.32 D.1 0.08 1830 1160 0 0 338 0.52 0.65 D.2 1.69 29647 18808 0 18760 6330 0.60 0.75 D.3 0.04 0 362 0 1075 384 0.67 0.83 D.4 0.33 0 2177 0 8975 3273 0.70 0.88 D.5 0.09 1752 808 0 1076 100 0.63 0.78 D.6 0.07 504 2483 206 0 0 0.19 0.23 D.7 0.60 13005 6703 68 5267 1093 0.59 0.74 D.8 0.08 2140 1174 0 0 0 0.51 0.64 D.9 0.99 21694 10547 0 9817 1128 0.60 0.75 D.10 0.34 0 3345 11283 0 0 0.15 0.19 E.1 0.08 931 1872 0 483 269 0.41 0.51 E.2 0.92 14096 10540 653 11221 3358 0.59 0.73 E.3 0.07 0 257 0 2006 596 0.75 0.94 E.4 0.90 12090 11767 3407 8538 3590 0.52 0.65 E.5 0.18 3670 754 1947 0 1337 0.55 0.68 E.6 0.51 3752 5997 0 10369 2276 0.61 0.76 E.7 0.06 0 100 0 2490 0 0.79 0.99 E.8 0.35 0 1940 0 11894 1412 0.72 0.90 E.9 0.31 2104 7106 1445 0 2849 0.34 0.43 F.1 0.11 3153 107 0 1524 0 0.76 0.95 F.2 0.30 7278 1690 0 2908 432 0.63 0.79 F.3 0.69 3637 25182 159 0 133 0.16 0.20 F.4 0.08 1825 89 0 1355 0 0.76 0.95 F.5 0.35 6641 2886 0 4919 1011 0.65 0.81 F.6 0.20 0 1647 5875 0 982 0.22 0.28 G.1 0.08 0 0 2880 0 400 0.25 0.31 G.2 2.21 29277 17569 23010 20085 6535 0.51 0.63 G.3 0.04 0 124 0 1121 617 0.76 0.95 G.4 0.29 0 1677 0 8079 2977 0.72 0.90 G.5 1.17 25453 10744 0 13276 1397 0.63 0.78 H.1 0.04 0 495 0 993 354 0.62 0.77 H.2 0.43 0 2133 2296 10913 3389 0.65 0.80 H.3 0.33 0 3027 0 9737 1496 0.66 0.82 I.1 0.11 0 1676 581 2607 129 0.49 0.62 I.2 0.75 6784 5101 2769 15345 2800 0.63 0.79 0.52 0.53 0.72 0.72 0.70 0.68 Post-Project Drainage C:\Users\Jose Sanchez\Documents\127.04 Marja Acres\CIVIL\Reports\Hydrology\Appendix B - Weighted Runoff Coefficient\Marja Acres_drn_calcs_Caltrans_PostDevelopment.xlsx Marja Acres 3/10/2021 I.3 0.76 7183 16524 5710 0 3585 0.32 0.40 J.1 0.03 0 0 696 0 584 0.46 0.57 J.2 0.22 0 0 6483 0 2893 0.36 0.46 J.3 0.09 0 1163 372 1679 640 0.53 0.66 J.4 0.08 0 952 881 1198 545 0.46 0.57 J.5 0.07 0 635 0 1560 782 0.66 0.82 J.6 0.07 0 660 502 1353 386 0.54 0.67 K.1 0.04 0 0 1260 0 300 0.29 0.36 K.2 0.16 0 0 6238 0 900 0.25 0.31 L.1 0.09 0 300 1519 1800 326 0.51 0.64 L.2 0.09 0 390 1691 1305 320 0.44 0.55 L.3 0.06 0 412 245 1756 390 0.65 0.81 L.4 0.04 0 305 413 787 156 0.52 0.65 L.5 0.14 0 883 1393 3636 320 0.57 0.71 L.6 0.64 0 3989 6063 15007 2846 0.57 0.71 M.1 0.02 0 0 417 0 250 0.41 0.51 M.2 0.03 0 702 0 0 600 0.41 0.51 M.3 0.05 0 180 175 1950 0 0.71 0.89 N.1 0.09 0 0 4107 0 0 0.17 0.21 0.21 N.2 0.25 0 0 10897 0 0 0.17 0.21 Total 20.82 0.68 Streets: 0.17 0.80 Runoff Coefficient Table Per Highway Desing Manual Figure 819.2B Multi Family Residential Lawns: Sandy soil, flat, 2% 0.75 0.08 Asphaltic Drives and Walks Runoff Coefficient Sandy soil, steep, 7% Type of Drainage Area 0.71 0.58 0.32 0.72 0.82 C:\Users\Jose Sanchez\Documents\127.04 Marja Acres\CIVIL\Reports\Hydrology\Appendix B - Weighted Runoff Coefficient\Marja Acres_drn_calcs_Caltrans_PostDevelopment.xlsx Page | 229 of 194 Marja Acres Drainage Report Page | 230 of 194 Marja Acres Drainage Report Page | 231 of 194 Marja Acres Drainage Report Page | 232 of 194 Marja Acres Drainage Report Page | 233 of 194 Marja Acres Drainage Report Page | 165 of 194 Marja Acres Drainage Report APPENDIX 5 Flood Hydrograph Routing Input Values BF‐3 STAGE STORAGE BF‐4 STAGE STORAGE ELEV AREA VOLUME ELEV AREA VOLUME 74.85 2,360.00 2360 74.98 2,360.00 265575.10 2,360.00 2950 75.23 2,360.00 3245 75.35 2,360.00 3540 75.48 2,360.00 3835 75.60 2,360.00 4130 75.73 2,360.00 4425 Note: Volume was converted into Ac. Ft to use as input withing the CivilDesign Flood Hydrograph Routing software. 0 0.125 0.250 0.375 0.500 0.625 0.750 0.875 46801.000 75.85 2,360.00 * * First Outlet ** Second Outlet * ** 0.000 55.000 10,353.34 10353.34 0.125 55.125 11,324.81 11324.81 0.250 55.250 12,308.04 12308.04 0.375 55.375 13,303.08 13303.08 0.500 55.500 14,309.97 14309.97 0.625 55.625 15,328.77 15328.77 0.750 55.750 8,285.82 16359.02 0.875 55.875 8,370.50 17400.04 1.000 56.000 8,454.06 18451.58 1.125 56.125 8,609.46 20587.55 1.500 56.500 8,763.17 22756.15 1.625 56.625 8,839.38 23856.31 1.750 56.750 8,915.17 24965.97 1.875 56.875 8,990.54 26085.08 2.000 57.000 9,065.48 27213.58 2.250 57.250 9,214.09 29498.55 2.375 57.375 9,287.76 30654.92 2.500 57.500 9,361.00 31820.47 2.625 57.625 9,433.82 32995.14 2.750 57.750 9,506.22 34178.90 Elevation Elev. Difference Area (sf)Acre‐feet 0.00 0.00 2716 0.0000 0.25 0.25 2716 0.0156 0.50 0.25 2716 0.0312 0.75 0.25 2716 0.0468 1.00 0.25 2716 0.0624 1.25 0.25 2716 0.0779 1.50 0.25 2716 0.0935 2.00 0.50 2716 0.1247 2.50 0.50 2716 0.1559 3.00 0.50 2716 0.1871 3.50 0.50 2716 0.2182 4.00 0.50 2716 0.2494 4.50 0.50 2716 0.2806 5.00 0.50 2716 0.3118 5.50 0.50 2716 0.3429 6.00 0.50 2716 0.3741 6.50 0.50 2716 0.4053 7.00 0.50 2716 0.4365 7.50 0.50 2716 0.4676 8.00 0.50 2716 0.4988 8.50 0.50 2716 0.5300 9.00 0.50 2716 0.5612 9.50 0.50 2716 0.5923 10.00 0.50 2716 0.6235 10.50 0.50 2716 0.6547 11.00 0.50 2716 0.6859 11.50 0.50 2716 0.7170 11.60 0.10 2716 0.7233 11.70 0.10 2716 0.7295 11.80 0.10 2716 0.7357 11.90 0.10 2716 0.7420 12.00 0.10 2716 0.7482 UG1 Outlet structure for Discharge of Detention Basin BF‐3 Discharge vs Elevation Table Low orifice:1 Number: 0 ft Cg‐low: 0.62 ft Middle orifice:1 number of orif: 0 Cg‐middle: 0.62 invert elev: 0.25 h H/D‐low H/D‐mid Qslot‐low Qemer Qtot (ft) ‐ ‐ (cfs) (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.042 0.500 0.000 0.026 0.000 0.026 0.083 1.000 0.000 0.075 0.000 0.075 0.125 1.500 0.000 0.137 0.000 0.137 0.167 2.000 0.000 0.211 0.000 0.211 0.208 2.500 0.000 0.288 0.000 0.288 0.250 3.000 0.000 0.333 0.000 0.333 0.292 3.500 0.500 0.372 0.000 0.372 0.333 4.000 1.000 0.408 0.000 0.408 0.375 4.500 1.500 0.441 0.000 0.441 0.417 5.000 2.000 0.471 0.000 0.471 0.458 5.500 2.500 0.500 0.000 0.500 0.500 6.000 3.000 0.527 0.000 0.527 0.542 6.500 3.500 0.552 0.000 0.552 0.583 7.000 4.000 0.577 0.000 0.577 0.625 7.500 4.500 0.600 0.000 0.600 0.667 8.000 5.000 0.623 0.000 0.623 0.708 8.500 5.500 0.645 0.000 0.645 0.750 9.000 6.000 0.666 0.000 0.666 0.792 9.500 6.500 0.687 0.000 0.687 0.833 10.000 7.000 0.707 0.000 0.707 0.875 10.500 7.500 0.726 0.000 0.726 0.917 11.000 8.000 0.745 0.000 0.745 0.958 11.500 8.500 0.763 0.000 0.763 1.000 12.000 9.000 0.781 0.000 0.781 1.042 12.500 9.500 0.799 0.000 0.799 1.083 13.000 10.000 0.816 0.000 0.816 1.125 13.500 10.500 0.833 0.000 0.833 1.167 14.000 11.000 0.849 0.000 0.849 1.208 14.500 11.500 0.865 0.000 0.865 1.250 15.000 12.000 0.881 0.000 0.881 1.292 15.500 12.500 0.897 0.316 1.213 1.333 16.000 13.000 0.912 0.895 1.807 1.375 16.500 13.500 0.927 1.644 2.571 1.417 17.000 14.000 0.942 2.531 3.473 1.458 17.500 14.500 0.957 3.537 4.494 1.500 18.000 15.000 0.971 4.650 5.621 Outlet structure for Discharge of Detention Basin BF-4 Discharge vs Elevation Table Low orifice:1 Number:0 ft Cg-low:0.62 ft Middle orifice:1 number of orif:0 Cg-middle:0.62 invert elev:0.25 h H/D-low H/D-mid Qslot-low Qslot-upp Qemer Qtot (ft)--(cfs)(cfs)(cfs)(cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.042 0.500 0.000 0.040 0.000 0.000 0.040 0.083 1.000 0.000 0.112 0.000 0.000 0.112 0.125 1.500 0.000 0.206 0.000 0.000 0.206 0.167 2.000 0.000 0.316 0.000 0.000 0.316 0.208 2.500 0.000 0.433 0.000 0.000 0.433 0.250 3.000 0.000 0.500 0.000 0.000 0.500 0.292 3.500 0.500 0.559 0.000 0.000 0.559 0.333 4.000 1.000 0.612 0.000 0.000 0.612 0.375 4.500 1.500 0.661 0.000 0.000 0.661 0.417 5.000 2.000 0.707 0.000 0.000 0.707 0.458 5.500 2.500 0.749 0.000 0.000 0.749 0.500 6.000 3.000 0.790 0.000 0.000 0.790 0.542 6.500 3.500 0.829 0.000 0.000 0.829 0.583 7.000 4.000 0.865 0.000 0.000 0.865 0.625 7.500 4.500 0.901 0.000 0.000 0.901 0.667 8.000 5.000 0.935 0.000 0.000 0.935 0.708 8.500 5.500 0.968 0.000 0.000 0.968 0.750 9.000 6.000 0.999 0.000 0.000 0.999 0.792 9.500 6.500 1.030 0.000 0.000 1.030 0.833 10.000 7.000 1.060 0.000 0.000 1.060 0.875 10.500 7.500 1.089 0.000 0.000 1.089 0.917 11.000 8.000 1.117 0.000 0.000 1.117 0.958 11.500 8.500 1.145 0.000 0.000 1.145 1.000 12.000 9.000 1.172 0.000 0.000 1.172 1.042 12.500 9.500 1.198 0.000 0.000 1.198 1.083 13.000 10.000 1.224 0.000 0.000 1.224 1.125 13.500 10.500 1.249 0.000 0.000 1.249 1.167 14.000 11.000 1.274 0.000 0.000 1.274 1.208 14.500 11.500 1.298 0.000 0.000 1.298 1.250 15.000 12.000 1.322 0.000 0.000 1.322 1.292 15.500 12.500 1.345 0.000 0.000 1.345 1.333 16.000 13.000 1.368 0.000 0.000 1.368 1.375 16.500 13.500 1.391 0.000 0.000 1.391 1.417 17.000 14.000 1.413 0.000 0.000 1.413 1.458 17.500 14.500 1.435 0.000 0.000 1.435 1.500 18.000 15.000 1.457 0.000 0.000 1.457 1.542 18.500 15.500 1.478 0.000 0.000 1.478 1.583 19.000 16.000 1.499 0.000 0.000 1.499 1.625 19.500 16.500 1.520 0.000 0.000 1.520 1.667 20.000 17.000 1.540 0.000 0.000 1.540 1.708 20.500 17.500 1.560 0.000 0.000 1.560 1.750 21.000 18.000 1.580 0.000 0.000 1.580 1.792 21.500 18.500 1.600 0.105 0.000 1.705 1.833 22.000 19.000 1.619 0.298 0.000 1.917 1.875 22.500 19.500 1.638 0.548 0.000 2.186 1.917 23.000 20.000 1.657 0.844 0.000 2.501 1.958 23.500 20.500 1.676 1.155 0.000 2.831 2.000 24.000 21.000 1.694 1.334 0.000 3.029 2.042 24.500 21.500 1.713 1.492 0.000 3.205 2.083 25.000 22.000 1.731 1.634 0.000 3.365 2.125 25.500 22.500 1.749 1.766 0.000 3.514 2.167 26.000 23.000 1.766 1.887 0.000 3.654 2.208 26.500 23.500 1.784 2.002 0.000 3.786 2.250 27.000 24.000 1.801 2.110 0.000 3.912 2.292 27.500 24.500 1.819 2.213 0.000 4.032 2.333 28.000 25.000 1.836 2.312 0.000 4.148 2.375 28.500 25.500 1.853 2.406 0.000 4.259 2.417 29.000 26.000 1.869 2.497 0.000 4.367 2.458 29.500 26.500 1.886 2.585 0.000 4.471 2.500 30.000 27.000 1.902 2.670 0.000 4.572 2.542 30.500 27.500 1.919 2.752 0.316 4.987 2.583 31.000 28.000 1.935 2.832 0.895 5.661 2.625 31.500 28.500 1.951 2.909 1.644 6.504 2.667 32.000 29.000 1.967 2.985 2.531 7.483 2.708 32.500 29.500 1.983 3.059 3.537 8.579 2.750 33.000 30.000 1.998 3.131 4.650 9.779 2.792 33.500 30.500 2.014 3.201 5.860 11.075 2.833 34.000 31.000 2.029 3.270 7.159 12.458 2.875 34.500 31.500 2.045 3.337 8.543 13.925 2.917 35.000 32.000 2.060 3.403 10.005 15.468 2.958 35.500 32.500 2.075 3.468 11.543 17.086 3.000 36.000 33.000 2.090 3.532 13.152 18.774 3.042 36.500 33.500 2.105 3.594 14.830 20.529 3.083 37.000 34.000 2.120 3.656 16.574 22.349 3.125 37.500 34.500 2.134 3.716 18.381 24.231 3.167 38.000 35.000 2.149 3.776 20.249 26.174 3.208 38.500 35.500 2.163 3.834 22.177 28.174 3.250 39.000 36.000 2.178 3.892 24.162 30.232 Outlet structure for Discharge of Underground \Vault Discharge vs Elevation Table Low orifice:2 " Lower slot Emergency Weir Number: 2 Invert: 0.00 ft Invert: 11.500 ft Cg‐low: 0.62 B 0.00 ft B: 6 ft Middle orifice:10 " h 0.000 ft number of orif: 1 Upper slot Cg‐middle: 0.62 Invert: 0.000 ft invert elev: 0.70 ft B: 0.00 ft h 0.000 ft h H/D‐low H/D‐mid Qlow‐orif Qlow‐weir Qtot‐low Qmid‐orif Qmid‐weir Qtot‐med Qslot‐low Qslot‐upp Qemer Qtot (ft)‐‐(cfs) (cfs)(cfs)(cfs) (cfs)(cfs) (cfs) (cfs) (cfs) (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.200 1.200 0.000 0.074 0.078 0.074 0.000 0.000 0.000 0.000 0.000 0.000 0.074 0.300 1.800 0.000 0.101 0.130 0.101 0.000 0.000 0.000 0.000 0.000 0.000 0.101 0.400 2.400 0.000 0.122 0.156 0.122 0.000 0.000 0.000 0.000 0.000 0.000 0.122 0.500 3.000 0.000 0.140 0.160 0.140 0.000 0.000 0.000 0.000 0.000 0.000 0.140 0.600 3.600 0.000 0.156 0.187 0.156 0.000 0.000 0.000 0.000 0.000 0.000 0.156 0.700 4.200 0.000 0.170 0.344 0.170 0.000 0.000 0.000 0.000 0.000 0.000 0.170 0.800 4.800 0.120 0.184 0.810 0.184 0.000 0.031 0.031 0.000 0.000 0.000 0.215 0.900 5.400 0.240 0.196 1.864 0.196 0.000 0.120 0.120 0.000 0.000 0.000 0.316 1.000 6.000 0.360 0.208 2.079 0.208 0.000 0.262 0.262 0.000 0.000 0.000 0.469 1.100 6.600 0.480 0.219 2.189 0.219 0.000 0.450 0.450 0.000 0.000 0.000 0.669 1.200 7.200 0.600 0.229 2.294 0.229 0.783 0.680 0.680 0.000 0.000 0.000 0.909 1.300 7.800 0.720 0.239 2.395 0.239 1.162 0.943 0.943 0.000 0.000 0.000 1.182 1.400 8.400 0.840 0.249 2.491 0.249 1.444 1.232 1.232 0.000 0.000 0.000 1.482 1.500 9.000 0.960 0.258 2.584 0.258 1.680 1.541 1.541 0.000 0.000 0.000 1.799 1.600 9.600 1.080 0.267 2.674 0.267 1.887 1.861 1.861 0.000 0.000 0.000 2.128 1.700 10.200 1.200 0.276 2.760 0.276 2.073 2.184 2.073 0.000 0.000 0.000 2.349 1.800 10.800 1.320 0.284 2.844 0.284 2.243 2.505 2.243 0.000 0.000 0.000 2.528 1.900 11.400 1.440 0.293 2.926 0.293 2.402 2.815 2.402 0.000 0.000 0.000 2.694 2.000 12.000 1.560 0.301 3.006 0.301 2.550 3.109 2.550 0.000 0.000 0.000 2.851 2.100 12.600 1.680 0.308 3.083 0.308 2.691 3.380 2.691 0.000 0.000 0.000 2.999 2.200 13.200 1.800 0.316 3.158 0.316 2.825 3.625 2.825 0.000 0.000 0.000 3.140 2.300 13.800 1.920 0.323 3.232 0.323 2.952 3.840 2.952 0.000 0.000 0.000 3.275 2.400 14.400 2.040 0.330 3.304 0.330 3.074 4.021 3.074 0.000 0.000 0.000 3.405 2.500 15.000 2.160 0.337 3.375 0.337 3.192 4.168 3.192 0.000 0.000 0.000 3.529 2.600 15.600 2.280 0.344 3.444 0.344 3.305 4.281 3.305 0.000 0.000 0.000 3.649 2.700 16.200 2.400 0.351 3.512 0.351 3.415 4.362 3.415 0.000 0.000 0.000 3.766 2.800 16.800 2.520 0.358 3.578 0.358 3.521 4.414 3.521 0.000 0.000 0.000 3.879 2.900 17.400 2.640 0.364 3.644 0.364 3.624 4.442 3.624 0.000 0.000 0.000 3.988 3.000 18.000 2.760 0.371 3.708 0.371 3.724 4.455 3.724 0.000 0.000 0.000 4.095 3.100 18.600 2.880 0.377 3.771 0.377 3.822 4.462 3.822 0.000 0.000 0.000 4.199 3.200 19.200 3.000 0.383 3.833 0.383 3.917 4.475 3.917 0.000 0.000 0.000 4.300 3.300 19.800 3.120 0.389 3.894 0.389 4.010 4.509 4.010 0.000 0.000 0.000 4.399 3.400 20.400 3.240 0.395 3.954 0.395 4.101 4.580 4.101 0.000 0.000 0.000 4.496 3.500 21.000 3.360 0.401 4.013 0.401 4.189 4.710 4.189 0.000 0.000 0.000 4.591 3.600 21.600 3.480 0.407 4.071 0.407 4.276 4.922 4.276 0.000 0.000 0.000 4.684 3.700 22.200 3.600 0.413 4.129 0.413 4.362 5.240 4.362 0.000 0.000 0.000 4.775 3.800 22.800 3.720 0.419 4.185 0.419 4.445 5.696 4.445 0.000 0.000 0.000 4.864 3.900 23.400 3.840 0.424 4.241 0.424 4.527 6.322 4.527 0.000 0.000 0.000 4.951 4.000 24.000 3.960 0.430 4.296 0.430 4.608 7.154 4.608 0.000 0.000 0.000 5.038 4.100 24.600 4.080 0.435 4.351 0.435 4.687 8.234 4.687 0.000 0.000 0.000 5.122 4.200 25.200 4.200 0.440 4.405 0.440 4.765 9.603 4.765 0.000 0.000 0.000 5.206 4.300 25.800 4.320 0.446 4.458 0.446 4.842 11.312 4.842 0.000 0.000 0.000 5.288 4.400 26.400 4.440 0.451 4.511 0.451 4.917 13.413 4.917 0.000 0.000 0.000 5.368 4.500 27.000 4.560 0.456 4.562 0.456 4.992 15.961 4.992 0.000 0.000 0.000 5.448 4.600 27.600 4.680 0.461 4.614 0.461 5.065 19.019 5.065 0.000 0.000 0.000 5.526 4.700 28.200 4.800 0.466 4.665 0.466 5.137 22.651 5.137 0.000 0.000 0.000 5.603 4.800 28.800 4.920 0.471 4.715 0.471 5.208 26.930 5.208 0.000 0.000 0.000 5.680 4.900 29.400 5.040 0.476 4.765 0.476 5.278 31.929 5.278 0.000 0.000 0.000 5.755 5.000 30.000 5.160 0.481 4.814 0.481 5.348 37.731 5.348 0.000 0.000 0.000 5.829 5.100 30.600 5.280 0.486 4.863 0.486 5.416 44.420 5.416 0.000 0.000 0.000 5.902 5.200 31.200 5.400 0.491 4.911 0.491 5.484 52.088 5.484 0.000 0.000 0.000 5.975 5.300 31.800 5.520 0.496 4.958 0.496 5.550 60.832 5.550 0.000 0.000 0.000 6.046 5.400 32.400 5.640 0.501 5.006 0.501 5.616 70.754 5.616 0.000 0.000 0.000 6.117 5.500 33.000 5.760 0.505 5.053 0.505 5.682 81.963 5.682 0.000 0.000 0.000 6.187 5.600 33.600 5.880 0.510 5.099 0.510 5.746 94.574 5.746 0.000 0.000 0.000 6.256 5.700 34.200 6.000 0.515 5.145 0.515 5.810 108.706 5.810 0.000 0.000 0.000 6.324 5.800 34.800 6.120 0.519 5.191 0.519 5.873 124.487 5.873 0.000 0.000 0.000 6.392 5.900 35.400 6.240 0.524 5.236 0.524 5.935 142.049 5.935 0.000 0.000 0.000 6.459 12/20/2021 6.000 36.000 6.360 0.528 5.281 0.528 5.997 161.534 5.997 0.000 0.000 0.000 6.525 6.100 36.600 6.480 0.533 5.325 0.533 6.058 183.087 6.058 0.000 0.000 0.000 6.590 6.200 37.200 6.600 0.537 5.369 0.537 6.118 206.862 6.118 0.000 0.000 0.000 6.655 6.300 37.800 6.720 0.541 5.413 0.541 6.178 233.020 6.178 0.000 0.000 0.000 6.720 6.400 38.400 6.840 0.546 5.456 0.546 6.238 261.729 6.238 0.000 0.000 0.000 6.783 6.500 39.000 6.960 0.550 5.499 0.550 6.296 293.164 6.296 0.000 0.000 0.000 6.846 6.600 39.600 7.080 0.554 5.542 0.554 6.355 327.507 6.355 0.000 0.000 0.000 6.909 6.700 40.200 7.200 0.558 5.584 0.558 6.412 364.950 6.412 0.000 0.000 0.000 6.971 6.800 40.800 7.320 0.563 5.626 0.563 6.469 405.691 6.469 0.000 0.000 0.000 7.032 6.900 41.400 7.440 0.567 5.668 0.567 6.526 449.935 6.526 0.000 0.000 0.000 7.093 7.000 42.000 7.560 0.571 5.710 0.571 6.582 497.897 6.582 0.000 0.000 0.000 7.153 7.100 42.600 7.680 0.575 5.751 0.575 6.638 549.800 6.638 0.000 0.000 0.000 7.213 7.200 43.200 7.800 0.579 5.791 0.579 6.693 605.874 6.693 0.000 0.000 0.000 7.272 7.300 43.800 7.920 0.583 5.832 0.583 6.748 666.361 6.748 0.000 0.000 0.000 7.331 7.400 44.400 8.040 0.587 5.872 0.587 6.802 731.507 6.802 0.000 0.000 0.000 7.390 7.500 45.000 8.160 0.591 5.912 0.591 6.856 801.570 6.856 0.000 0.000 0.000 7.447 7.600 45.600 8.280 0.595 5.952 0.595 6.910 876.817 6.910 0.000 0.000 0.000 7.505 7.700 46.200 8.400 0.599 5.991 0.599 6.963 957.523 6.963 0.000 0.000 0.000 7.562 7.800 46.800 8.520 0.603 6.031 0.603 7.015 1043.973 7.015 0.000 0.000 0.000 7.619 7.900 47.400 8.640 0.607 6.070 0.607 7.068 1136.461 7.068 0.000 0.000 0.000 7.675 8.000 48.000 8.760 0.611 6.108 0.611 7.120 1235.291 7.120 0.000 0.000 0.000 7.731 8.100 48.600 8.880 0.615 6.147 0.615 7.171 1340.777 7.171 0.000 0.000 0.000 7.786 8.200 49.200 9.000 0.619 6.185 0.619 7.222 1453.242 7.222 0.000 0.000 0.000 7.841 8.300 49.800 9.120 0.622 6.223 0.622 7.273 1573.021 7.273 0.000 0.000 0.000 7.895 8.400 50.400 9.240 0.626 6.261 0.626 7.324 1700.458 7.324 0.000 0.000 0.000 7.950 8.500 51.000 9.360 0.630 6.298 0.630 7.374 1835.906 7.374 0.000 0.000 0.000 8.004 8.600 51.600 9.480 0.634 6.336 0.634 7.424 1979.732 7.424 0.000 0.000 0.000 8.057 8.700 52.200 9.600 0.637 6.373 0.637 7.473 2132.310 7.473 0.000 0.000 0.000 8.110 8.800 52.800 9.720 0.641 6.410 0.641 7.522 2294.028 7.522 0.000 0.000 0.000 8.163 8.900 53.400 9.840 0.645 6.446 0.645 7.571 2465.282 7.571 0.000 0.000 0.000 8.215 9.000 54.000 9.960 0.648 6.483 0.648 7.619 2646.482 7.619 0.000 0.000 0.000 8.268 9.100 54.600 10.080 0.652 6.519 0.652 7.668 2838.047 7.668 0.000 0.000 0.000 8.319 9.200 55.200 10.200 0.655 6.555 0.655 7.715 3040.410 7.715 0.000 0.000 0.000 8.371 9.300 55.800 10.320 0.659 6.591 0.659 7.763 3254.012 7.763 0.000 0.000 0.000 8.422 9.400 56.400 10.440 0.663 6.626 0.663 7.810 3479.310 7.810 0.000 0.000 0.000 8.473 9.500 57.000 10.560 0.666 6.662 0.666 7.857 3716.770 7.857 0.000 0.000 0.000 8.523 9.600 57.600 10.680 0.670 6.697 0.670 7.904 3966.870 7.904 0.000 0.000 0.000 8.574 9.700 58.200 10.800 0.673 6.732 0.673 7.950 4230.103 7.950 0.000 0.000 0.000 8.624 9.800 58.800 10.920 0.677 6.767 0.677 7.997 4506.970 7.997 0.000 0.000 0.000 8.673 9.900 59.400 11.040 0.680 6.802 0.680 8.043 4797.989 8.043 0.000 0.000 0.000 8.723 10.000 60.000 11.160 0.684 6.837 0.684 8.088 5103.687 8.088 0.000 0.000 0.000 8.772 10.100 60.600 11.280 0.687 6.871 0.687 8.134 5424.607 8.134 0.000 0.000 0.000 8.821 10.200 61.200 11.400 0.691 6.905 0.691 8.179 5761.303 8.179 0.000 0.000 0.000 8.869 10.300 61.800 11.520 0.694 6.939 0.694 8.224 6114.342 8.224 0.000 0.000 0.000 8.918 10.400 62.400 11.640 0.697 6.973 0.697 8.268 6484.305 8.268 0.000 0.000 0.000 8.966 10.500 63.000 11.760 0.701 7.007 0.701 8.313 6871.787 8.313 0.000 0.000 0.000 9.013 10.600 63.600 11.880 0.704 7.040 0.704 8.357 7277.395 8.357 0.000 0.000 0.000 9.061 10.700 64.200 12.000 0.707 7.074 0.707 8.401 7701.751 8.401 0.000 0.000 0.000 9.108 10.800 64.800 12.120 0.711 7.107 0.711 8.445 8145.490 8.445 0.000 0.000 0.000 9.155 10.900 65.400 12.240 0.714 7.140 0.714 8.488 8609.263 8.488 0.000 0.000 0.000 9.202 11.000 66.000 12.360 0.717 7.173 0.717 8.531 9093.732 8.531 0.000 0.000 0.000 9.249 11.100 66.600 12.480 0.721 7.206 0.721 8.574 9599.576 8.574 0.000 0.000 0.000 9.295 11.200 67.200 12.600 0.724 7.238 0.724 8.617 10127.487 8.617 0.000 0.000 0.000 9.341 11.300 67.800 12.720 0.727 7.271 0.727 8.660 10678.172 8.660 0.000 0.000 0.000 9.387 11.400 68.400 12.840 0.730 7.303 0.730 8.702 11252.354 8.702 0.000 0.000 0.000 9.433 11.500 69.000 12.960 0.734 7.335 0.734 8.744 11850.769 8.744 0.000 0.000 0.000 9.478 11.600 69.600 13.080 0.737 7.367 0.737 8.786 12474.170 8.786 0.000 0.000 0.588 10.111 11.700 70.200 13.200 0.740 7.399 0.740 8.828 13123.323 8.828 0.000 0.000 1.664 11.232 11.800 70.800 13.320 0.743 7.431 0.743 8.870 13799.011 8.870 0.000 0.000 3.056 12.669 11.900 71.400 13.440 0.746 7.463 0.746 8.911 14502.033 8.911 0.000 0.000 4.705 14.363 12.000 72.000 13.560 0.749 7.494 0.749 8.952 15233.203 8.952 0.000 0.000 6.576 16.278 12/20/2021 Page | 235 of 194 Marja Acres Drainage Report APPENDIX 6 Emergency Weir Flow Capacity Outlet structure for Discharge of Detention Basin BF-1 Discharge vs Elevation Table Emergency Weir Invert:1.000 ft B:12 ft Wier Perimeter Length h H/D-low H/D-mid Qemer (ft)--(cfs) 0.000 0.000 0.000 0.000 Bottom of Basin 0.042 0.500 0.000 0.000 0.083 1.000 0.000 0.000 0.125 1.500 0.000 0.000 0.167 2.000 0.000 0.000 0.208 2.500 0.000 0.000 0.250 3.000 0.000 0.000 0.292 3.500 0.500 0.000 0.333 4.000 1.000 0.000 0.375 4.500 1.500 0.000 0.417 5.000 2.000 0.000 0.458 5.500 2.500 0.000 0.500 6.000 3.000 0.000 0.542 6.500 3.500 0.000 0.583 7.000 4.000 0.000 0.625 7.500 4.500 0.000 0.667 8.000 5.000 0.000 0.708 8.500 5.500 0.000 0.750 9.000 6.000 0.000 0.792 9.500 6.500 0.000 0.833 10.000 7.000 0.000 0.875 10.500 7.500 0.000 0.917 11.000 8.000 0.000 0.958 11.500 8.500 0.000 1.000 12.000 9.000 0.000 Emergency Wier 1.042 12.500 9.500 0.316 1.083 13.000 10.000 0.895 1.125 13.500 10.500 1.644 1.167 14.000 11.000 2.531 1.208 14.500 11.500 3.537 1.250 15.000 12.000 4.650 Free Board Outlet structure for Discharge of Detention Basin BF-2 Discharge vs Elevation Table Emergency Weir Invert:0.500 ft B:12 ft Wier Perimeter Length h H/D-low H/D-mid Qemer (ft)--(cfs) 0.000 0.000 0.000 0.000 Bottom of Basin 0.042 0.500 0.000 0.000 0.083 1.000 0.000 0.000 0.125 1.500 0.000 0.000 0.167 2.000 0.000 0.000 0.208 2.500 0.000 0.000 0.250 3.000 0.000 0.000 0.292 3.500 0.500 0.000 0.333 4.000 1.000 0.000 0.375 4.500 1.500 0.000 0.417 5.000 2.000 0.000 0.458 5.500 2.500 0.000 0.500 6.000 3.000 0.000 Emergency Wier 0.542 6.500 3.500 0.316 0.583 7.000 4.000 0.895 0.625 7.500 4.500 1.644 0.667 8.000 5.000 2.531 0.708 8.500 5.500 3.537 0.750 9.000 6.000 4.650 Free Board Outlet structure for Discharge of Detention Basin BF-3 Discharge vs Elevation Table Emergency Weir Invert:2.250 ft B:12 ft Wier Perimeter Length h H/D-low H/D-mid Qemer (ft)--(cfs) 0.000 0.000 0.000 0.000 Bottom of Basin 0.042 0.500 0.000 0.000 0.083 1.000 0.000 0.000 0.125 1.500 0.000 0.000 0.167 2.000 0.000 0.000 0.208 2.500 0.000 0.000 0.250 3.000 0.000 0.000 0.292 3.500 0.500 0.000 0.333 4.000 1.000 0.000 0.375 4.500 1.500 0.000 0.417 5.000 2.000 0.000 0.458 5.500 2.500 0.000 0.500 6.000 3.000 0.000 0.542 6.500 3.500 0.000 0.583 7.000 4.000 0.000 0.625 7.500 4.500 0.000 0.667 8.000 5.000 0.000 0.708 8.500 5.500 0.000 0.750 9.000 6.000 0.000 0.792 9.500 6.500 0.000 0.833 10.000 7.000 0.000 0.875 10.500 7.500 0.000 0.917 11.000 8.000 0.000 0.958 11.500 8.500 0.000 1.000 12.000 9.000 0.000 First Outlet 1.042 12.500 9.500 0.000 1.083 13.000 10.000 0.000 1.125 13.500 10.500 0.000 1.167 14.000 11.000 0.000 1.208 14.500 11.500 0.000 1.250 15.000 12.000 0.000 1.292 15.500 12.500 0.000 1.333 16.000 13.000 0.000 1.375 16.500 13.500 0.000 1.417 17.000 14.000 0.000 1.458 17.500 14.500 0.000 1.500 18.000 15.000 0.000 1.542 18.500 15.500 0.000 1.583 19.000 16.000 0.000 1.625 19.500 16.500 0.000 1.667 20.000 17.000 0.000 1.708 20.500 17.500 0.000 1.750 21.000 18.000 0.000 1.792 21.500 18.500 0.000 1.833 22.000 19.000 0.000 1.875 22.500 19.500 0.000 1.917 23.000 20.000 0.000 1.958 23.500 20.500 0.000 2.000 24.000 21.000 0.000 2.042 24.500 21.500 0.000 2.083 25.000 22.000 0.000 2.125 25.500 22.500 0.000 2.167 26.000 23.000 0.000 2.208 26.500 23.500 0.000 2.250 27.000 24.000 0.000 Emergency Wier 2.292 27.500 24.500 0.316 2.333 28.000 25.000 0.895 2.375 28.500 25.500 1.644 2.417 29.000 26.000 2.531 2.458 29.500 26.500 3.537 2.500 30.000 27.000 4.650 Free Board Outlet structure for Discharge of Detention Basin BF-4 Discharge vs Elevation Table Emergency Weir Invert:3.750 ft ft B:20 ft ft Wier Perimeter Length h H/D-low H/D-mid Qlow-orif Qlow-weir Qtot-low Qmid-orif Qmid-weir Qtot-med Qslot-low Qslot-upp Qemer Qtot (ft)--(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Bottom of Basin 0.042 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.083 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.125 1.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.167 2.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.208 2.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 3.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.292 3.500 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.333 4.000 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.375 4.500 1.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.417 5.000 2.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.458 5.500 2.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.500 6.000 3.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.542 6.500 3.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.583 7.000 4.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.625 7.500 4.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.667 8.000 5.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.708 8.500 5.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.750 9.000 6.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.792 9.500 6.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.833 10.000 7.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.875 10.500 7.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0000.917 11.000 8.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.958 11.500 8.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.000 12.000 9.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.042 12.500 9.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.083 13.000 10.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.125 13.500 10.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.167 14.000 11.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.208 14.500 11.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.250 15.000 12.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.292 15.500 12.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.333 16.000 13.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.375 16.500 13.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.417 17.000 14.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.458 17.500 14.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.500 18.000 15.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 First Outlet 1.542 18.500 15.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.583 19.000 16.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.625 19.500 16.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.667 20.000 17.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.708 20.500 17.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.750 21.000 18.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.792 21.500 18.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.833 22.000 19.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.875 22.500 19.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.917 23.000 20.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.958 23.500 20.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.000 24.000 21.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.042 24.500 21.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.083 25.000 22.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.125 25.500 22.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.167 26.000 23.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.208 26.500 23.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.250 27.000 24.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.292 27.500 24.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.333 28.000 25.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.375 28.500 25.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.417 29.000 26.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.458 29.500 26.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.500 30.000 27.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.542 30.500 27.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.583 31.000 28.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.625 31.500 28.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.667 32.000 29.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.708 32.500 29.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.750 33.000 30.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.792 33.500 30.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.833 34.000 31.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.875 34.500 31.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.917 35.000 32.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.958 35.500 32.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.000 36.000 33.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.042 36.500 33.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.083 37.000 34.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.125 37.500 34.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.167 38.000 35.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.208 38.500 35.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.250 39.000 36.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Second Outlet 3.292 39.500 36.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0003.333 40.000 37.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.375 40.500 37.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.417 41.000 38.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.458 41.500 38.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.500 42.000 39.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.542 42.500 39.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.583 43.000 40.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.625 43.500 40.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.667 44.000 41.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.708 44.500 41.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.750 45.000 42.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Emergency Wier 3.792 45.500 42.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.527 0.527 3.833 46.000 43.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.491 1.491 3.875 46.500 43.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.740 2.740 3.917 47.000 44.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.219 4.219 3.958 47.500 44.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 5.896 5.896 4.000 48.000 45.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 7.750 7.750 4.042 48.500 45.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.766 9.766 4.083 49.000 46.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 11.932 11.932 4.125 49.500 46.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 14.238 14.238 4.167 50.000 47.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 16.675 16.675 4.208 50.500 47.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 19.238 19.238 4.250 51.000 48.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 21.920 21.920 Free Board Outlet structure for Discharge of Detention Basin BF-5 Discharge vs Elevation Table Emergency Weir Invert:1.750 ft B:20 ft Wier Perimeter Length (Double Box) h H/D-low H/D-mid Qemer (ft)--(cfs) 0.000 0.000 0.000 0.000 Bottom of Basin 0.042 0.500 0.000 0.000 0.083 1.000 0.000 0.000 0.125 1.500 0.000 0.000 0.167 2.000 0.000 0.000 0.208 2.500 0.000 0.000 0.250 3.000 0.000 0.000 0.292 3.500 0.500 0.000 0.333 4.000 1.000 0.000 0.375 4.500 1.500 0.000 0.417 5.000 2.000 0.000 0.458 5.500 2.500 0.000 0.500 6.000 3.000 0.000 0.542 6.500 3.500 0.000 0.583 7.000 4.000 0.000 0.625 7.500 4.500 0.000 0.667 8.000 5.000 0.000 0.708 8.500 5.500 0.000 0.750 9.000 6.000 0.000 0.792 9.500 6.500 0.000 0.833 10.000 7.000 0.000 0.875 10.500 7.500 0.000 0.917 11.000 8.000 0.000 0.958 11.500 8.500 0.000 1.000 12.000 9.000 0.000 First Outlet 1.042 12.500 9.500 0.000 1.083 13.000 10.000 0.000 1.125 13.500 10.500 0.000 1.167 14.000 11.000 0.000 1.208 14.500 11.500 0.000 1.250 15.000 12.000 0.000 1.292 15.500 12.500 0.000 1.333 16.000 13.000 0.000 Second Outlet 1.375 16.500 13.500 0.000 1.417 17.000 14.000 0.000 1.458 17.500 14.500 0.000 1.500 18.000 15.000 0.000 1.542 18.500 15.500 0.000 1.583 19.000 16.000 0.000 1.625 19.500 16.500 0.000 1.667 20.000 17.000 0.000 1.708 20.500 17.500 0.000 1.750 21.000 18.000 0.000 Emergency Wier 1.792 21.500 18.500 0.527 1.833 22.000 19.000 1.491 1.875 22.500 19.500 2.740 1.917 23.000 20.000 4.219 1.958 23.500 20.500 5.896 2.000 24.000 21.000 7.750 Free Board Outlet structure for Discharge of Detention Basin BF-6 Discharge vs Elevation Table Emergency Weir Invert:1.750 ft B:22 ft Wier Perimeter Length (Double Box) h H/D-low H/D-mid Qemer (ft)--(cfs) 0.000 0.000 0.000 0.000 Bottom of Basin 0.042 0.500 0.000 0.000 0.083 1.000 0.000 0.000 0.125 1.500 0.000 0.000 0.167 2.000 0.000 0.000 0.208 2.500 0.000 0.000 0.250 3.000 0.000 0.000 0.292 3.500 0.500 0.000 0.333 4.000 1.000 0.000 0.375 4.500 1.500 0.000 0.417 5.000 2.000 0.000 0.458 5.500 2.500 0.000 0.500 6.000 3.000 0.000 0.542 6.500 3.500 0.000 0.583 7.000 4.000 0.000 0.625 7.500 4.500 0.000 0.667 8.000 5.000 0.000 0.708 8.500 5.500 0.000 0.750 9.000 6.000 0.000 0.792 9.500 6.500 0.000 0.833 10.000 7.000 0.000 0.875 10.500 7.500 0.000 0.917 11.000 8.000 0.000 0.958 11.500 8.500 0.000 1.000 12.000 9.000 0.000 First Outlet 1.042 12.500 9.500 0.000 1.083 13.000 10.000 0.000 1.125 13.500 10.500 0.000 1.167 14.000 11.000 0.000 1.208 14.500 11.500 0.000 1.250 15.000 12.000 0.000 1.292 15.500 12.500 0.000 1.333 16.000 13.000 0.000 Second Outlet 1.375 16.500 13.500 0.000 1.417 17.000 14.000 0.000 1.458 17.500 14.500 0.000 1.500 18.000 15.000 0.000 1.542 18.500 15.500 0.000 1.583 19.000 16.000 0.000 1.625 19.500 16.500 0.000 1.667 20.000 17.000 0.000 1.708 20.500 17.500 0.000 1.750 21.000 18.000 0.000 Emergency Wier 1.792 21.500 18.500 0.580 1.833 22.000 19.000 1.641 1.875 22.500 19.500 3.014 1.917 23.000 20.000 4.640 1.958 23.500 20.500 6.485 2.000 24.000 21.000 8.525 2.042 24.500 21.500 10.743 2.083 25.000 22.000 13.125 2.125 25.500 22.500 15.661 Free Board Outlet structure for Discharge of Detention Basin BF-7 Discharge vs Elevation Table Emergency Weir Invert:1.750 ft B:20 ft Wier Perimeter Length (Double Box) h H/D-low H/D-mid Qemer (ft)--(cfs) 0.000 0.000 0.000 0.000 Bottom of Basin 0.042 0.500 0.000 0.000 0.083 1.000 0.000 0.000 0.125 1.500 0.000 0.000 0.167 2.000 0.000 0.000 0.208 2.500 0.000 0.000 0.250 3.000 0.000 0.000 0.292 3.500 0.500 0.000 0.333 4.000 1.000 0.000 0.375 4.500 1.500 0.000 0.417 5.000 2.000 0.000 0.458 5.500 2.500 0.000 0.500 6.000 3.000 0.000 0.542 6.500 3.500 0.000 0.583 7.000 4.000 0.000 0.625 7.500 4.500 0.000 0.667 8.000 5.000 0.000 0.708 8.500 5.500 0.000 0.750 9.000 6.000 0.000 0.792 9.500 6.500 0.000 0.833 10.000 7.000 0.000 0.875 10.500 7.500 0.000 0.917 11.000 8.000 0.000 0.958 11.500 8.500 0.000 1.000 12.000 9.000 0.000 First Outlet 1.042 12.500 9.500 0.000 1.083 13.000 10.000 0.000 1.125 13.500 10.500 0.000 1.167 14.000 11.000 0.000 1.208 14.500 11.500 0.000 1.250 15.000 12.000 0.000 1.292 15.500 12.500 0.000 1.333 16.000 13.000 0.000 Second Outlet 1.375 16.500 13.500 0.000 1.417 17.000 14.000 0.000 1.458 17.500 14.500 0.000 1.500 18.000 15.000 0.000 1.542 18.500 15.500 0.000 1.583 19.000 16.000 0.000 1.625 19.500 16.500 0.000 1.667 20.000 17.000 0.000 1.708 20.500 17.500 0.000 1.750 21.000 18.000 0.000 Emergency Wier 1.792 21.500 18.500 0.527 1.833 22.000 19.000 1.491 1.875 22.500 19.500 2.740 1.917 23.000 20.000 4.219 1.958 23.500 20.500 5.896 2.000 24.000 21.000 7.750 2.042 24.500 21.500 9.766 2.083 25.000 22.000 11.932 2.125 25.500 22.500 14.238 Free Board Page | 236 of 194 Marja Acres Drainage Report APPENDIX 7 BASIN DETAILS 82S 81S 79S 80S FF=78.7 5 FP=78.0 0 FF=78.2 5 FP=77.5 0 FF=77.7 5 FP=77.0 0 FF=78.2 5 FP=77.5 0 FF=78.7 5 FP=78.0 0 BMP 2 72.65 F G 77.5 TW 73.0 BW 78.5 TW 73.0 BW 76.4 TW 73.0 BW 75.0 TW 73.0 BW B MARJA ACRES BMP DETAILSHOWES WEILER LANDY PLANNING & ENGINEERING Tel. 760.929.2288 Fax. 760.929.2287 2888 LOKER AVENUE EAST SUITE 217 CARLSBAD, CA 92010 BMP 2 B PLAN VIEW SECTION B-B 22S 28S 27S 7876FF=78.7 5 FP=78.0 0 FF=79.2 5 FP=78. 5 0 76.6 FS PROP. INLET BMP 3 73.85 FG 77.5 TW 73.85 BW 77.5 TW 73.85 BW 77.9 TW 73.85 BW 77.0 TW 73.85BW76.6 TW 73.85 BW MARJA ACRES BMP DETAILSHOWES WEILER LANDY PLANNING & ENGINEERING Tel. 760.929.2288 Fax. 760.929.2287 2888 LOKER AVENUE EAST SUITE 217 CARLSBAD, CA 92010 BMP 3 PLAN VIEW SECTION C-C C C 565860PM 34515%58.4 FG PM 345166.1 FS 60.2 FS 56.6 FG 64.0 FS 58.0 FS PROP. INLET BMP 4 53.50 FG 58.75 TW 55.7 BW MARJA ACRES BMP DETAILSHOWES WEILER LANDY PLANNING & ENGINEERING Tel. 760.929.2288 Fax. 760.929.2287 2888 LOKER AVENUE EAST SUITE 217 CARLSBAD, CA 92010 BMP 4PLAN VIEW SECTION D-D D D 58.75 TW 58.75 BW 58.25 TW 55.7 BW 58.75 TW 58.25 BW 58.75 TW 56.0 BW EMERGENCY OUTLET 70 66.0 FS 65.5 FS 65.9 FS PROP. INLET BMP 5 63.50 FGEMERGENCY OUTLET 66.0 TW 65.5 BW 66.5 TW 64.0 BW 66.5 TW 64.0 BW 66.0 TW 65.5 BW 66.5 TW 64.0 BW MARJA ACRES BMP DETAILSHOWES WEILER LANDY PLANNING & ENGINEERING Tel. 760.929.2288 Fax. 760.929.2287 2888 LOKER AVENUE EAST SUITE 217 CARLSBAD, CA 92010 BMP 5PLAN VIEW SECTION E-E PROP. 6" CURB 66.6 TC 66.0 TC E E 70 76 68664% 66.2 FG 80 74 71.9 FS 72.0 FS 3%3%0.5%0.5%69.8 FG 69.9 FG BMP 6 71.2 TW 69.1 BW 71.2 TW 68.5 BW 72.5 TW 69.8 BW 71.2 TW 67.5 BW MARJA ACRES BMP DETAILSHOWES WEILER LANDY PLANNING & ENGINEERING Tel. 760.929.2288 Fax. 760.929.2287 2888 LOKER AVENUE EAST SUITE 217 CARLSBAD, CA 92010 BMP 6 PLAN VIEW SECTION F-F BMP 6 68.50 FG 68.50 FG 71.20 FG 68.50 FG PROP. INLET EMERGENCY OUTLETF F 664%66.2 FG 66.3 FG 67.2 FG 69.5 FS 64.0 BW66.2 FG MARJA ACRES BMP DETAILSHOWES WEILER LANDY PLANNING & ENGINEERING Tel. 760.929.2288 Fax. 760.929.2287 2888 LOKER AVENUE EAST SUITE 217 CARLSBAD, CA 92010 BMP 7PLAN VIEW SECTION G-G 63.00 FG BMP 7 63.0 FG PROP. INLET EMERGENCY OUTLET 63.00 FG PROP. RETAINING WALL 66.13 TW 66.13 TW G G MARJA ACRES UG1 OUTLET DETAILSHOWES WEILER LANDY PLANNING & ENGINEERING Tel. 760.929.2288 Fax. 760.929.2287 2888 LOKER AVENUE EAST SUITE 217 CARLSBAD, CA 92010 SECTION B-B: INTERIOR WALL W/ ORIFICES MODIFIED D-09 TYPE A7 SD CLEANOUT Page | 237 of 194 Marja Acres Drainage Report APPENDIX 8 Curb Inlet Calculations CURB INLET CALCULATIONS PER CITY OF CARLSBAD FORMULA: Q=07L(a+y)^3/2 INLET # NODE CFS APPROACH DEPTH REQ'D LENGTH PROVIDED LENGTH 1 75 6.77 0.41 15.19 16 2 95 1.69 0.3 4.83 5 3 130 2.71 0.15 11.64 12 4 135 0.41 0.13 1.86 4 5 215 3.3 0.33 8.59 9 6 225 1.86 0.24 6.17 7 7 265 2.07 0.25 6.69 7 8 275 1.52 0.27 4.67 5 9 325 0.69 0.16 2.79 4 10 281 0.74 0.16 2.99 4 11 301 0.79 0.17 3.1 4 12 303 0.52 0.15 2.23 4 N6 5 °2 2 '26 "E 1 2 9 1 . 6 8 ' N02°23'45"E 315.88'S87°53'49"W 397.21' N18°57'34"E 977.24' (EV) (EV)EVEVEX. 24" CMP (EV ) (EV )BENC H BEN CH BENCHBENCHBENCHBEN CH BENCH BENCHBENCHBENCH BENCHBENCHBENCHBENCH BENCHBENCH BENCHBENCHBENCHBENCHBENCH BENCHBENCHBENCH EL CAMINO REAL(PUBLIC)Tel. 760.929.2288 Fax. 760.929.2287 Email. info@HWL-PE.com2888 LOKER AVENUE EAST SUITE 217, CARLSBAD, CA 92010 www.HWL-PE.comHOWES WEILER LANDYPLANNING & ENGINEERING San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2019 Version 9.1 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/24/21 ------------------------------------------------------------------------ ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Program License Serial Number 6499 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) = 4.800 P6/P24 = 56.3% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 75.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** INLET 1 ______________________________________________________________________ Top of street segment elevation = 89.600(Ft.) End of street segment elevation = 81.700(Ft.) Length of street segment = 530.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 19.000(Ft.) Distance from crown to crossfall grade break = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.530(CFS) Depth of flow = 0.351(Ft.), Average velocity = 2.825(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.711(Ft.) Flow velocity = 2.82(Ft/s) Travel time = 3.13 min. TC = 8.27 min. Adding area flow to street Rainfall intensity (I) = 5.142(In/Hr) for a 100.0 year storm User specified 'C' value of 0.750 given for subarea Rainfall intensity = 5.142(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.745 CA = 1.318 Subarea runoff = 6.425(CFS) for 1.690(Ac.) Total runoff = 6.777(CFS) Total area = 1.770(Ac.) Street flow at end of street = 6.777(CFS) Half street flow at end of street = 6.777(CFS) Depth of flow = 0.416(Ft.), Average velocity = 3.302(Ft/s) Flow width (from curb towards crown)= 13.964(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 95.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** INLET 2 ______________________________________________________________________ Top of street segment elevation = 88.000(Ft.) End of street segment elevation = 82.100(Ft.) Length of street segment = 483.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 19.000(Ft.) Distance from crown to crossfall grade break = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.935(CFS) Depth of flow = 0.260(Ft.), Average velocity = 1.945(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.150(Ft.) Flow velocity = 1.95(Ft/s) Travel time = 4.14 min. TC = 8.04 min. Adding area flow to street Rainfall intensity (I) = 5.236(In/Hr) for a 100.0 year storm User specified 'C' value of 0.880 given for subarea Rainfall intensity = 5.236(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.874 CA = 0.323 Subarea runoff = 1.459(CFS) for 0.330(Ac.) Total runoff = 1.692(CFS) Total area = 0.370(Ac.) Street flow at end of street = 1.692(CFS) Half street flow at end of street = 1.692(CFS) Depth of flow = 0.300(Ft.), Average velocity = 2.209(Ft/s) Flow width (from curb towards crown)= 8.147(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 125.000 to Point/Station 130.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** INLET 3 ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 2.404(CFS) Depth of flow = 0.143(Ft.), Average velocity = 4.721(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.17 0.00 3 10.00 0.20 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 2.404(CFS) ' ' flow top width = 7.100(Ft.) ' ' velocity= 4.721(Ft/s) ' ' area = 0.509(Sq.Ft) ' ' Froude number = 3.106 Upstream point elevation = 81.700(Ft.) Downstream point elevation = 72.300(Ft.) Flow length = 121.000(Ft.) Travel time = 0.43 min. Time of concentration = 5.75 min. Depth of flow = 0.143(Ft.) Average velocity = 4.721(Ft/s) Total irregular channel flow = 2.404(CFS) Irregular channel normal depth above invert elev. = 0.143(Ft.) Average velocity of channel(s) = 4.721(Ft/s) Adding area flow to channel Rainfall intensity (I) = 6.504(In/Hr) for a 100.0 year storm User specified 'C' value of 0.730 given for subarea Rainfall intensity = 6.504(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.711 CA = 0.711 Subarea runoff = 4.355(CFS) for 0.920(Ac.) Total runoff = 4.623(CFS) Total area = 1.000(Ac.) Depth of flow = 0.183(Ft.), Average velocity = 5.559(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 95.000 to Point/Station 135.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** INLET 4 ______________________________________________________________________ Top of street segment elevation = 78.700(Ft.) End of street segment elevation = 72.860(Ft.) Length of street segment = 50.160(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 19.000(Ft.) Distance from crown to crossfall grade break = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.206(CFS) Depth of flow = 0.103(Ft.), Average velocity = 4.337(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 4.34(Ft/s) Travel time = 0.19 min. TC = 1.95 min. Adding area flow to street Calculated TC of 1.949 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm User specified 'C' value of 0.730 given for subarea Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.754 CA = 0.058 Subarea runoff = 0.332(CFS) for 0.064(Ac.) Total runoff = 0.413(CFS) Total area = 0.077(Ac.) Street flow at end of street = 0.413(CFS) Half street flow at end of street = 0.413(CFS) Depth of flow = 0.133(Ft.), Average velocity = 5.161(Ft/s) Flow width (from curb towards crown)= 1.500(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 215.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** INLET 5 ______________________________________________________________________ Top of street segment elevation = 92.500(Ft.) End of street segment elevation = 78.900(Ft.) Length of street segment = 790.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 19.000(Ft.) Distance from crown to crossfall grade break = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.864(CFS) Depth of flow = 0.276(Ft.), Average velocity = 2.435(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.969(Ft.) Flow velocity = 2.43(Ft/s) Travel time = 5.41 min. TC = 12.09 min. Adding area flow to street Rainfall intensity (I) = 4.025(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Rainfall intensity = 4.025(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.618 CA = 1.416 Subarea runoff = 5.558(CFS) for 2.210(Ac.) Total runoff = 5.700(CFS) Total area = 2.290(Ac.) Street flow at end of street = 5.700(CFS) Half street flow at end of street = 2.850(CFS) Depth of flow = 0.327(Ft.), Average velocity = 2.839(Ft/s) Flow width (from curb towards crown)= 9.493(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 220.000 to Point/Station 225.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** INLET 6 ______________________________________________________________________ Top of street segment elevation = 88.100(Ft.) End of street segment elevation = 79.000(Ft.) Length of street segment = 418.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 19.000(Ft.) Distance from crown to crossfall grade break = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.962(CFS) Depth of flow = 0.203(Ft.), Average velocity = 2.246(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 3.340(Ft.) Flow velocity = 2.25(Ft/s) Travel time = 3.10 min. TC = 6.04 min. Adding area flow to street Rainfall intensity (I) = 6.298(In/Hr) for a 100.0 year storm User specified 'C' value of 0.900 given for subarea Rainfall intensity = 6.298(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.896 CA = 0.296 Subarea runoff = 1.615(CFS) for 0.290(Ac.) Total runoff = 1.863(CFS) Total area = 0.330(Ac.) Street flow at end of street = 1.863(CFS) Half street flow at end of street = 0.931(CFS) Depth of flow = 0.242(Ft.), Average velocity = 2.454(Ft/s) Flow width (from curb towards crown)= 5.263(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 260.000 to Point/Station 265.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** INLET 7 ______________________________________________________________________ Top of street segment elevation = 76.500(Ft.) End of street segment elevation = 63.800(Ft.) Length of street segment = 517.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 19.000(Ft.) Distance from crown to crossfall grade break = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.093(CFS) Depth of flow = 0.208(Ft.), Average velocity = 2.397(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 3.543(Ft.) Flow velocity = 2.40(Ft/s) Travel time = 3.60 min. TC = 7.43 min. Adding area flow to street Rainfall intensity (I) = 5.510(In/Hr) for a 100.0 year storm User specified 'C' value of 0.800 given for subarea Rainfall intensity = 5.510(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.799 CA = 0.376 Subarea runoff = 1.845(CFS) for 0.430(Ac.) Total runoff = 2.069(CFS) Total area = 0.470(Ac.) Street flow at end of street = 2.069(CFS) Half street flow at end of street = 1.035(CFS) Depth of flow = 0.245(Ft.), Average velocity = 2.629(Ft/s) Flow width (from curb towards crown)= 5.395(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.00 to Point/Station 275.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** INLET 8 ______________________________________________________________________ Top of street segment elevation = 77.500(Ft.) End of street segment elevation = 63.800(Ft.) Length of street segment = 480.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 19.000(Ft.) Distance from crown to crossfall grade break = 17.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.832(CFS) Depth of flow = 0.230(Ft.), Average velocity = 2.610(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.651(Ft.) Flow velocity = 2.61(Ft/s) Travel time = 3.06 min. TC = 6.90 min. Adding area flow to street Rainfall intensity (I) = 5.779(In/Hr) for a 100.0 year storm User specified 'C' value of 0.800 given for subarea Rainfall intensity = 5.779(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.799 CA = 0.264 Subarea runoff = 1.299(CFS) for 0.290(Ac.) Total runoff = 1.523(CFS) Total area = 0.330(Ac.) Street flow at end of street = 1.523(CFS) Half street flow at end of street = 1.523(CFS) Depth of flow = 0.266(Ft.), Average velocity = 2.923(Ft/s) Flow width (from curb towards crown)= 6.471(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 277.000 to Point/Station 325.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** INLET 9 ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 0.527(CFS) Depth of flow = 0.158(Ft.), Average velocity = 3.262(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.05 0.00 3 1.55 0.13 4 19.55 0.49 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 0.527(CFS) ' ' flow top width = 2.937(Ft.) ' ' velocity= 3.262(Ft/s) ' ' area = 0.162(Sq.Ft) ' ' Froude number = 2.451 Upstream point elevation = 55.600(Ft.) Downstream point elevation = 52.500(Ft.) Flow length = 56.000(Ft.) Travel time = 0.29 min. Time of concentration = 4.58 min. Depth of flow = 0.158(Ft.) Average velocity = 3.262(Ft/s) Total irregular channel flow = 0.527(CFS) Irregular channel normal depth above invert elev. = 0.158(Ft.) Average velocity of channel(s) = 3.262(Ft/s) Adding area flow to channel Calculated TC of 4.585 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm User specified 'C' value of 0.570 given for subarea Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.097 Subarea runoff = 0.324(CFS) for 0.080(Ac.) Total runoff = 0.689(CFS) Total area = 0.170(Ac.) Depth of flow = 0.172(Ft.), Average velocity = 3.351(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 279.000 to Point/Station 281.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** INLET 10 ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 0.605(CFS) Depth of flow = 0.162(Ft.), Average velocity = 3.503(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.05 0.00 3 1.55 0.13 4 19.55 0.49 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 0.605(CFS) ' ' flow top width = 3.121(Ft.) ' ' velocity= 3.503(Ft/s) ' ' area = 0.173(Sq.Ft) ' ' Froude number = 2.624 Upstream point elevation = 57.500(Ft.) Downstream point elevation = 52.760(Ft.) Flow length = 75.000(Ft.) Travel time = 0.36 min. Time of concentration = 2.92 min. Depth of flow = 0.162(Ft.) Average velocity = 3.503(Ft/s) Total irregular channel flow = 0.605(CFS) Irregular channel normal depth above invert elev. = 0.162(Ft.) Average velocity of channel(s) = 3.503(Ft/s) Adding area flow to channel Calculated TC of 2.925 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm User specified 'C' value of 0.670 given for subarea Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.740 CA = 0.104 Subarea runoff = 0.334(CFS) for 0.070(Ac.) Total runoff = 0.737(CFS) Total area = 0.140(Ac.) Depth of flow = 0.172(Ft.), Average velocity = 3.581(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 300.000 to Point/Station 301.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** INLET 11 ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 0.663(CFS) Depth of flow = 0.166(Ft.), Average velocity = 3.597(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.05 0.00 3 1.55 0.13 4 19.55 0.49 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 0.663(CFS) ' ' flow top width = 3.301(Ft.) ' ' velocity= 3.597(Ft/s) ' ' area = 0.184(Sq.Ft) ' ' Froude number = 2.683 Upstream point elevation = 66.200(Ft.) Downstream point elevation = 62.060(Ft.) Flow length = 63.000(Ft.) Travel time = 0.29 min. Time of concentration = 3.96 min. Depth of flow = 0.166(Ft.) Average velocity = 3.597(Ft/s) Total irregular channel flow = 0.663(CFS) Irregular channel normal depth above invert elev. = 0.166(Ft.) Average velocity of channel(s) = 3.597(Ft/s) Adding area flow to channel Calculated TC of 3.962 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm User specified 'C' value of 0.550 given for subarea Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.620 CA = 0.112 Subarea runoff = 0.352(CFS) for 0.090(Ac.) Total runoff = 0.794(CFS) Total area = 0.180(Ac.) Depth of flow = 0.175(Ft.), Average velocity = 3.679(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** INLET 12 ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 0.444(CFS) Depth of flow = 0.138(Ft.), Average velocity = 3.972(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.05 0.00 3 1.55 0.13 4 19.55 0.49 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 0.444(CFS) ' ' flow top width = 1.906(Ft.) ' ' velocity= 3.973(Ft/s) ' ' area = 0.112(Sq.Ft) ' ' Froude number = 2.891 Upstream point elevation = 65.300(Ft.) Downstream point elevation = 62.640(Ft.) Flow length = 34.500(Ft.) Travel time = 0.14 min. Time of concentration = 2.89 min. Depth of flow = 0.138(Ft.) Average velocity = 3.972(Ft/s) Total irregular channel flow = 0.444(CFS) Irregular channel normal depth above invert elev. = 0.138(Ft.) Average velocity of channel(s) = 3.972(Ft/s) Adding area flow to channel Calculated TC of 2.894 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm User specified 'C' value of 0.650 given for subarea Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.728 CA = 0.073 Subarea runoff = 0.185(CFS) for 0.040(Ac.) Total runoff = 0.518(CFS) Total area = 0.100(Ac.) Depth of flow = 0.148(Ft.), Average velocity = 3.847(Ft/s) Page | 238 of 194 Marja Acres Drainage Report APPENDIX 9 Typical Yard Area Calculations SMALL AREA PIPE SIZE CALCULATIONS (PIPE SIZES FOR TYPICAL COURT YARDS) A=Q/(C*i) WHERE: Q= Maximum Pipe Capacity flowing full C=0.75 i=6.5in/hr PIPE SIZE AREA (ac) AREA (sf) 4" PVC@0.5% 0.029 1260 4" PVC@1% 0.041 1778 4" PVC@2% 0.058 2520 6" PVC@0.5% 0.081 3538 6" PVC@1% 0.115 5013 6" PVC@2% 0.163 7086 8" PVC@1% 0.269 11732 8" PVC@2% 0.381 16593 TYPICAL COURT YARD PIPE DRAINAGE LAYOUT1700 SF4" PVC@1%4050 SF6" PVC@2%1700 SF4" PVC@1%4050 SF6" PVC@2%MARJA ACRESHOWES WEILER LANDYPLANNING & ENGINEERINGFLOWDIRECTION ARROWTYPICALCOURT YARDPIPE LAYOUT HOWES WEILER LANDYPLANNING & ENGINEERING9543 SF8" PVC@2%7050 SF6" PVC@2%FLOWDIRECTION ARROWTYPICALCOURT YARDPIPE LAYOUT APPENDIX 10 Browditch D-75 Capacity All brow ditches for this project have a 1% minimum slope, and a minimum 4" free board. Calculation shown herein are the worst case scenario. Per Post-Development Condition Exhibit on Drainage Report, the Q100's for the brow ditch areas do not exceed the provided Q=4.61 cfs per this calculation. APPENDIX 11 Grate Inlet Capacity Grate Perimeter Length Q=2.42 CFS Pe=3 ft Cw=3 CL=0.5 Pe=3 ft P=6 ft d=0.42 ft Grate Perimeter Length Q=3.23 CFS Pe=4 ft Cw=3 CL=0.5 Pe=4 ft P=8 ft d=0.42 ft Grate Perimeter Length Q=4.03 CFS Pe=5 ft Cw=3 CL=0.5 Pe=5 ft P=10 ft d=0.42 ft Grate Perimeter Length Q=4.84 CFS Pe=6 ft Cw=3 CL=0.5 Pe=6 ft P=12 ft d=0.42 ft Grate Perimeter Length Q=3.97 CFS Pe=4.92 ft Cw=3 CL=0.5 Pe=4.92 ft P=9.83 ft d=0.42 ft Grate Perimeter Length Q=5.65 CFS Pe=7 ft Cw=3 CL=0.5 Pe=7 ft P=14 ft d=0.42 ft 30"x30" Grate Inlet with 50% Clogging Grate Inlet Capacity 18"x18" Grate Inlet with 50% Clogging 24"x24" Grate Inlet with 50% Clogging Grate Inlet Capacity Grate Inlet Capacity 36"x36" Grate Inlet with 50% Clogging Grate Inlet Capacity 48"x36" Grate Inlet with 50% Clogging Grate Inlet Capacity SDRSD D-8 Type G-2 SDRSD D-8 Type G-1 23"x36" Grate Inlet with 50% Clogging Grate Inlet Capacity Appendix 12Pipe Hydraulics E(No2). 24" CMPEL CAMINO REALEL CAMINO REALPARK DR .PARK DR . KELLY DR.R/WR/WPLPL PLPLPLPL CLCLCLR/WR/WR/WCLCLR/WR/W469+00470+00471+00472+00473+00474+00475+00476+00477+00478+00479+00480+00481+00482+00(PUBLIC)(PUBLIC)(PUBLIC) (PUBL IC ) (PUBL IC )BMP 1LINE MHGL ELEV. =68.57'LINE MHGL ELEV. =64.51'LINE L-1HGL ELEV. =70.40'LINE L-1 =LINE LHGL ELEV. =71.70'LINE L =LINE KHGL ELEV. =74.60'LINE K =LINE K-1HGL ELEV. =75.25'LINE K-1 S2HGL ELEV. = 75.40'LINE K-1 S1HGL ELEV. =75.25'SD LINE L-1SD LINE LSD LINE KSD LINE K-1SD LINE MSD LINE HLINE HHGL ELEV. =58.14'LINE HHGL ELEV. =54.10'SD LINE NLINE NHGL ELEV. =56.60'LINE NHGL ELEV. =49.15'SD LINE JLINE JHGL ELEV. =78.20'LINE JHGL ELEV. =64.07'SD LINE GLINE GHGL ELEV. =48.93'LINE GHGL ELEV. =48.65'SD LINE FLINE FHGL ELEV. =74.05'LINE FHGL ELEV. =64.01'SD LINE D-1LINE D-1HGL ELEV. =54.60'LINE D-1=LINE DHGL ELEV. =58.10'LINE D S1HGL ELEV. =58.43'SD LINE D S1SD LINE D S2LINE D S2=LINE CHGL ELEV. =67.47'LINE C=LINE BHGL ELEV. =71.69'SD LINE CSD LINE BLINE B=LINE B-1HGL ELEV. =73.41'LINE B-1HGL ELEV. =73.41'LINE B-1HGL ELEV. =73.47'SD LINE B-1SD LINE A-5SD LINE ASD LINE ASD LINE ASD LINE ALINE A-3=LINE AHGL ELEV. =55.14'SD LINE A-1LINE AHGL ELEV. =65.06'LINE A=LINE A-1HGL ELEV. =58.07'LINE A=LINE A-2HGL ELEV. =57.24'SD LINE A-2SD LINE A-4SD LINE A-3LINE A=LINE A-4HGL ELEV. =69.86'LINE A=LINE A-4HGL ELEV. =63.92'LINE A-2HGL ELEV. =59.71'LINE A-1HGL ELEV. =58.54'LINE A=LINE A-5HGL ELEV. =68.49'LINE A-5 S1HGL ELEV. =68.55'LINE A-5 S2HGL ELEV. =69.22'LINE A-3=HGL ELEV. =52.49'LINE EHGL ELEV. =55.08'SD LINE ELINE EHGL ELEV. =47.11'PIPE HYDRAULICSMARJA ACRESHGL MAPTel. 760.929.2288 Fax. 760.929.2287 Email. info@HWL-PE.com2888 LOKER AVENUE EAST SUITE 217, CARLSBAD, CA 92010 www.HWL-PE.comHOWES WEILER LANDYPLANNING & ENGINEERING Line A S1.OUT 1 DOWNSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 3 3 346.460 55.200 1.489 27.240 3.049 9.519 .000 1.779 .02500 .009991 ELEMENT NO = 4 2 453.040 56.290 1.779 27.240 3.737 9.113 1.478 1.779 .01023 .006026 ELEMENT NO = 4 2 451.232 56.272 1.703 27.240 3.561 9.138 1.478 1.779 .01023 .006766 ELEMENT NO = 4 2 444.473 56.202 1.633 27.240 3.396 9.209 1.478 1.779 .01023 .007608 ELEMENT NO = 4 2 428.547 56.040 1.567 27.240 3.238 9.322 1.478 1.779 .01023 .008572 ELEMENT NO = 4 2 384.992 55.594 1.505 27.240 3.087 9.474 1.478 1.779 .01023 .009677 ELEMENT NO = 4 2 346.460 55.200 1.489 27.240 3.049 9.519 1.478 1.779 .01023 .009991 ELEMENT NO = 5 3 453.060 56.290 .706 14.960 1.138 6.436 .000 1.304 .00000 .043900 ELEMENT NO = 6 2 496.370 56.730 .542 14.960 .784 9.042 1.040 1.304 .01016 .125470 ELEMENT NO = 6 2 491.753 56.683 .560 14.960 .822 8.644 1.040 1.304 .01016 .109672 ELEMENT NO = 6 2 486.910 56.634 .579 14.960 .862 8.268 1.040 1.304 .01016 .095875 ELEMENT NO = 6 2 481.824 56.582 .599 14.960 .904 7.910 1.040 1.304 .01016 .083825 ELEMENT NO = 6 2 476.476 56.528 .620 14.960 .948 7.571 1.040 1.304 .01016 .073308 ELEMENT NO = 6 2 470.840 56.471 .641 14.960 .995 7.251 1.040 1.304 .01016 .064115 ELEMENT NO = 6 2 464.887 56.410 .663 14.960 1.043 6.948 1.040 1.304 .01016 .056085 ELEMENT NO = 6 2 458.585 56.346 .686 14.960 1.094 6.662 1.040 1.304 .01016 .049074 ELEMENT NO = 6 2 453.060 56.290 .706 14.960 1.138 6.436 1.040 1.304 .01016 .043900 ELEMENT NO = 7 3 500.370 57.730 .722 14.960 .841 8.520 .000 1.405 .25000 .092542 ELEMENT NO = 7 3 496.370 56.730 .542 14.960 .784 9.042 .000 1.304 .25000 .125470 ELEMENT NO = 8 2 547.050 63.750 1.305 14.960 1.720 5.200 .660 1.305 .12682 .017529 ELEMENT NO = 8 2 546.812 63.620 1.312 14.960 1.639 5.243 .660 1.405 .12682 .018375 ELEMENT NO = 8 2 546.275 63.552 1.241 14.960 1.563 5.335 .660 1.405 .12682 .019959 ELEMENT NO = 8 2 545.512 63.455 1.179 14.960 1.490 5.459 .660 1.405 .12682 .021989 ELEMENT NO = 8 2 544.530 63.330 1.124 14.960 1.421 5.606 .660 1.405 .12682 .024419 ELEMENT NO = 8 2 543.319 63.177 1.075 14.960 1.355 5.776 .660 1.405 .12682 .027262 ELEMENT NO = 8 2 541.855 62.991 1.029 14.960 1.292 5.966 .660 1.405 .12682 .030549 ELEMENT NO = 8 2 540.100 62.769 .986 14.960 1.232 6.174 .660 1.405 .12682 .034336 ELEMENT NO = 8 2 538.005 62.503 .946 14.960 1.174 6.402 .660 1.405 .12682 .038679 ELEMENT NO = 8 2 535.501 62.185 .909 14.960 1.120 6.648 .660 1.405 .12682 .043650 ELEMENT NO = 8 2 532.491 61.804 .873 14.960 1.068 6.912 .660 1.405 .12682 .049336 ELEMENT NO = 8 2 528.835 61.340 .840 14.960 1.018 7.195 .660 1.405 .12682 .055834 ELEMENT NO = 8 2 524.321 60.767 .808 14.960 .971 7.497 .660 1.405 .12682 .063263 ELEMENT NO = 8 2 518.610 60.043 .778 14.960 .925 7.818 .660 1.405 .12682 .071745 ELEMENT NO = 8 2 511.102 59.091 .749 14.960 .882 8.159 .660 1.405 .12682 .081438 ELEMENT NO = 8 2 500.587 57.757 .722 14.960 .841 8.520 .660 1.405 .12682 .092507 ELEMENT NO = 8 2 500.370 57.730 .722 14.960 .841 8.520 .660 1.405 .12682 .092542 ELEMENT NO = 9 6 547.050 63.650 1.405 14.960 1.720 5.200 .000 1.405 .00000 .000000 1 UPSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT Page 1 Line A S1.OUT ELEMENT NO = 1 1 112.170 53.670 1.469 33.500 4.145 12.099 .000 1.968 .00000 .000000 ELEMENT NO = 2 2 112.170 53.670 1.469 33.500 4.145 12.099 2.142 1.968 .00621 .007211 ELEMENT NO = 2 2 127.983 53.768 2.071 33.500 4.348 12.144 2.142 1.968 .00621 .006548 ELEMENT NO = 2 2 252.561 54.542 2.142 33.500 4.477 12.226 2.142 1.968 .00621 .006170 ELEMENT NO = 2 2 342.460 55.100 2.142 33.500 4.477 12.226 2.142 1.968 .00621 .006170 ELEMENT NO = 3 3 342.460 55.100 2.142 33.500 4.477 12.226 .000 1.968 .02500 .006210 ELEMENT NO = 3 3 346.460 55.200 2.722 27.240 4.909 11.919 .000 1.779 .02500 .004410 ELEMENT NO = 4 2 346.460 55.200 2.722 27.240 4.909 11.919 1.478 1.779 .01023 .004410 ELEMENT NO = 4 2 384.580 55.590 2.500 27.240 4.909 10.830 1.478 1.779 .01023 .004336 ELEMENT NO = 4 2 414.430 55.895 2.268 27.240 4.680 9.943 1.478 1.779 .01023 .003859 ELEMENT NO = 4 2 427.585 56.030 2.134 27.240 4.462 9.568 1.478 1.779 .01023 .004129 ELEMENT NO = 4 2 436.585 56.122 2.023 27.240 4.255 9.336 1.478 1.779 .01023 .004517 ELEMENT NO = 4 2 442.718 56.184 1.925 27.240 4.057 9.196 1.478 1.779 .01023 .004995 ELEMENT NO = 4 2 446.272 56.221 1.838 27.240 3.868 9.126 1.478 1.779 .01023 .005561 ELEMENT NO = 4 2 447.072 56.229 1.779 27.240 3.737 9.113 1.478 1.779 .01023 .005991 ELEMENT NO = 5 3 453.040 56.290 1.779 27.240 3.737 9.113 .000 1.779 .00000 .006026 ELEMENT NO = 5 3 453.060 56.290 2.878 14.960 4.909 9.409 .000 1.304 .00000 .001330 ELEMENT NO = 6 2 453.060 56.290 2.878 14.960 4.909 9.409 1.040 1.304 .01016 .001330 ELEMENT NO = 6 2 495.908 56.725 2.500 14.960 4.909 7.552 1.040 1.304 .01016 .001308 ELEMENT NO = 6 2 496.370 56.730 2.495 14.960 4.908 7.527 1.040 1.304 .01016 .001280 ELEMENT NO = 7 3 496.370 56.730 2.495 14.960 4.908 7.527 .000 1.304 .25000 .001280 FILE: LINEAS1.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-19-2021 Time:11:17:31 Marja Acres Storm Drain Line A S1 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 112.170 53.670 1.467 55.137 33.50 8.08 1.01 56.65 .00 1.97 2.05 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 15.813 .0062 .0069 .11 1.97 1.00 2.14 .013 .00 .00 PIPE | | | | | | | | | | | | | 127.983 53.768 2.071 55.839 33.50 7.71 .92 56.76 .00 1.97 1.89 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 2 Line A S1.OUT 124.579 .0062 .0064 .79 2.07 .89 2.14 .013 .00 .00 PIPE | | | | | | | | | | | | | 252.561 54.542 2.142 56.684 33.50 7.48 .87 57.55 .00 1.97 1.75 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 89.899 .0062 .0062 .55 2.14 .82 2.14 .013 .00 .00 PIPE | | | | | | | | | | | | | 342.460 55.100 2.142 57.242 33.50 7.48 .87 58.11 .00 1.97 1.75 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0250 .0053 .02 2.14 .82 .013 .00 .00 PIPE | | | | | | | | | | | | | 346.460 55.200 2.722 57.922 27.24 5.55 .48 58.40 .00 1.78 .00 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 38.120 .0102 .0044 .17 2.72 .00 1.48 .013 .00 .00 PIPE | | | | | | | | | | | | | 384.580 55.590 2.500 58.090 27.24 5.55 .48 58.57 .00 1.78 .00 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 29.850 .0102 .0041 .12 2.50 .00 1.48 .013 .00 .00 PIPE | | | | | | | | | | | | | 414.430 55.895 2.268 58.163 27.24 5.82 .53 58.69 .00 1.78 1.45 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 13.155 .0102 .0040 .05 2.27 .57 1.48 .013 .00 .00 PIPE | | | | | | | | | | | | | 427.585 56.030 2.134 58.163 27.24 6.10 .58 58.74 .00 1.78 1.77 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.000 .0102 .0043 .04 2.13 .68 1.48 .013 .00 .00 PIPE | | | | | | | | | | | | | 436.585 56.122 2.023 58.144 27.24 6.40 .64 58.78 .00 1.78 1.97 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.524 .0102 .0048 .02 2.02 .77 1.48 .013 .00 .00 PIPE FILE: LINEAS1.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 2 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-19-2021 Time:11:17:31 Marja Acres Storm Drain Line A S1 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 441.109 56.168 1.925 58.093 27.24 6.71 .70 58.79 .00 1.78 2.10 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 441.109 56.168 1.633 57.800 27.24 8.02 1.00 58.80 .00 1.78 2.38 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.364 .0102 .0076 .03 1.63 1.18 1.48 .013 .00 .00 PIPE Page 3 Line A S1.OUT | | | | | | | | | | | | | 444.473 56.202 1.633 57.835 27.24 8.02 1.00 58.83 .00 1.78 2.38 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.759 .0102 .0072 .05 1.63 1.18 1.48 .013 .00 .00 PIPE | | | | | | | | | | | | | 451.232 56.272 1.703 57.974 27.24 7.65 .91 58.88 .00 1.78 2.33 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.808 .0102 .0064 .01 1.70 1.09 1.48 .013 .00 .00 PIPE | | | | | | | | | | | | | 453.040 56.290 1.779 58.069 27.24 7.29 .82 58.89 .00 1.78 2.26 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0000 .0037 .00 1.78 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 453.060 56.290 2.878 59.168 14.96 3.05 .14 59.31 .00 1.30 .00 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 30.983 .0102 .0013 .04 2.88 .00 1.04 .013 .00 .00 PIPE | | | | | | | | | | | | | 484.043 56.605 2.603 59.207 14.96 3.05 .14 59.35 .00 1.30 .00 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 484.043 56.605 .589 57.194 14.96 16.94 4.45 61.65 .00 1.30 2.12 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.867 .0102 .0927 .27 .59 4.63 1.04 .013 .00 .00 PIPE | | | | | | | | | | | | | 486.910 56.634 .579 57.213 14.96 17.35 4.68 61.89 .00 1.30 2.11 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.843 .0102 .1028 .50 .58 4.78 1.04 .013 .00 .00 PIPE FILE: LINEAS1.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 3 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-19-2021 Time:11:17:31 Marja Acres Storm Drain Line A S1 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 491.753 56.683 .560 57.243 14.96 18.20 5.14 62.39 .00 1.30 2.08 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.617 .0102 .1176 .54 .56 5.11 1.04 .013 .00 .00 PIPE | | | | | | | | | | | | | 496.370 56.730 .542 57.272 14.96 19.09 5.66 62.93 .00 1.30 2.06 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .2500 .1090 .44 .54 5.45 .013 .00 .00 PIPE | | | | | | | | | | | | | Page 4 Line A S1.OUT 500.370 57.730 .722 58.452 14.96 17.79 4.91 63.36 .00 1.40 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .217 .1268 .0925 .02 .72 4.18 .66 .013 .00 .00 PIPE | | | | | | | | | | | | | 500.587 57.757 .722 58.479 14.96 17.78 4.91 63.39 .00 1.40 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.515 .1268 .0870 .91 .72 4.18 .66 .013 .00 .00 PIPE | | | | | | | | | | | | | 511.102 59.091 .749 59.840 14.96 16.96 4.46 64.30 .00 1.40 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.508 .1268 .0766 .58 .75 3.90 .66 .013 .00 .00 PIPE | | | | | | | | | | | | | 518.610 60.043 .778 60.821 14.96 16.17 4.06 64.88 .00 1.40 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.711 .1268 .0675 .39 .78 3.63 .66 .013 .00 .00 PIPE | | | | | | | | | | | | | 524.321 60.767 .808 61.575 14.96 15.41 3.69 65.26 .00 1.40 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.514 .1268 .0595 .27 .81 3.37 .66 .013 .00 .00 PIPE | | | | | | | | | | | | | 528.835 61.340 .840 62.180 14.96 14.70 3.35 65.53 .00 1.40 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.656 .1268 .0526 .19 .84 3.13 .66 .013 .00 .00 PIPE | | | | | | | | | | | | | 532.491 61.804 .873 62.677 14.96 14.01 3.05 65.73 .00 1.40 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.010 .1268 .0465 .14 .87 2.91 .66 .013 .00 .00 PIPE FILE: LINEAS1.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 4 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-19-2021 Time:11:17:31 Marja Acres Storm Drain Line A S1 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 535.501 62.185 .909 63.094 14.96 13.36 2.77 65.87 .00 1.40 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.504 .1268 .0412 .10 .91 2.69 .66 .013 .00 .00 PIPE | | | | | | | | | | | | | 538.005 62.503 .946 63.449 14.96 12.74 2.52 65.97 .00 1.40 1.45 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.095 .1268 .0365 .08 .95 2.49 .66 .013 .00 .00 PIPE | | | | | | | | | | | | | 540.100 62.769 .986 63.755 14.96 12.15 2.29 66.05 .00 1.40 1.42 1.500 .000 .00 1 .0 Page 5 Line A S1.OUT -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.755 .1268 .0324 .06 .99 2.30 .66 .013 .00 .00 PIPE | | | | | | | | | | | | | 541.855 62.991 1.029 64.020 14.96 11.58 2.08 66.10 .00 1.40 1.39 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.464 .1268 .0289 .04 1.03 2.12 .66 .013 .00 .00 PIPE | | | | | | | | | | | | | 543.319 63.177 1.075 64.251 14.96 11.04 1.89 66.14 .00 1.40 1.35 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.211 .1268 .0258 .03 1.07 1.94 .66 .013 .00 .00 PIPE | | | | | | | | | | | | | 544.530 63.330 1.124 64.455 14.96 10.53 1.72 66.18 .00 1.40 1.30 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .981 .1268 .0232 .02 1.12 1.77 .66 .013 .00 .00 PIPE | | | | | | | | | | | | | 545.512 63.455 1.179 64.634 14.96 10.04 1.56 66.20 .00 1.40 1.23 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .764 .1268 .0210 .02 1.18 1.61 .66 .013 .00 .00 PIPE | | | | | | | | | | | | | 546.275 63.552 1.241 64.792 14.96 9.57 1.42 66.21 .00 1.40 1.13 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .537 .1268 .0192 .01 1.24 1.44 .66 .013 .00 .00 PIPE | | | | | | | | | | | | | 546.812 63.620 1.312 64.932 14.96 9.13 1.29 66.23 .00 1.40 .99 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .238 .1268 .0180 .00 1.31 1.25 .66 .013 .00 .00 PIPE FILE: LINEAS1.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 5 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-19-2021 Time:11:17:31 Marja Acres Storm Drain Line A S1 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 547.050 63.750 1.305 65.055 14.96 8.70 1.17 66.23 .00 1.40 .73 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 6 Line A S2.OUT 1 DOWNSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 1 1 552.370 54.670 .467 10.620 .812 4.553 .000 1.251 .00000 .000000 ELEMENT NO = 2 2 708.500 62.670 1.251 10.620 1.575 3.129 .702 1.251 .05124 .009916 ELEMENT NO = 2 2 708.304 62.660 1.188 10.620 1.501 3.142 .702 1.251 .05124 .010921 ELEMENT NO = 2 2 707.745 62.631 1.132 10.620 1.431 3.174 .702 1.251 .05124 .012117 ELEMENT NO = 2 2 706.830 62.584 1.082 10.620 1.364 3.223 .702 1.251 .05124 .013520 ELEMENT NO = 2 2 705.540 62.518 1.035 10.620 1.301 3.286 .702 1.251 .05124 .015143 ELEMENT NO = 2 2 703.822 62.430 .992 10.620 1.240 3.363 .702 1.251 .05124 .017013 ELEMENT NO = 2 2 701.603 62.317 .952 10.620 1.182 3.452 .702 1.251 .05124 .019158 ELEMENT NO = 2 2 698.768 62.171 .914 10.620 1.127 3.553 .702 1.251 .05124 .021616 ELEMENT NO = 2 2 695.150 61.986 .878 10.620 1.075 3.666 .702 1.251 .05124 .024426 ELEMENT NO = 2 2 690.474 61.746 .844 10.620 1.025 3.789 .702 1.251 .05124 .027640 ELEMENT NO = 2 2 684.283 61.429 .812 10.620 .977 3.924 .702 1.251 .05124 .031311 ELEMENT NO = 2 2 675.697 60.989 .782 10.620 .932 4.070 .702 1.251 .05124 .035509 ELEMENT NO = 2 2 662.744 60.326 .753 10.620 .888 4.227 .702 1.251 .05124 .040297 ELEMENT NO = 2 2 639.047 59.111 .726 10.620 .847 4.395 .702 1.251 .05124 .045774 ELEMENT NO = 2 2 569.298 55.537 .702 10.620 .812 4.553 .702 1.251 .05124 .051240 ELEMENT NO = 2 2 552.370 54.670 .702 10.620 .812 4.553 .702 1.251 .05124 .051240 ELEMENT NO = 3 3 713.500 63.000 1.029 7.480 1.293 1.930 .000 1.059 .06600 .007623 ELEMENT NO = 4 2 1027.030 65.390 .747 7.480 .879 2.256 1.029 1.059 .00762 .020582 ELEMENT NO = 4 2 1020.744 65.342 .775 7.480 .922 2.190 1.029 1.059 .00762 .018129 ELEMENT NO = 4 2 1014.079 65.291 .805 7.480 .967 2.130 1.029 1.059 .00762 .015985 ELEMENT NO = 4 2 1006.949 65.237 .837 7.480 1.014 2.078 1.029 1.059 .00762 .014108 ELEMENT NO = 4 2 999.259 65.178 .870 7.480 1.063 2.033 1.029 1.059 .00762 .012464 ELEMENT NO = 4 2 990.850 65.114 .906 7.480 1.115 1.995 1.029 1.059 .00762 .011026 ELEMENT NO = 4 2 981.403 65.042 .943 7.480 1.170 1.965 1.029 1.059 .00762 .009769 ELEMENT NO = 4 2 970.107 64.956 .983 7.480 1.227 1.943 1.029 1.059 .00762 .008671 ELEMENT NO = 4 2 952.374 64.821 1.025 7.480 1.287 1.931 1.029 1.059 .00762 .007713 ELEMENT NO = 4 2 940.436 64.730 1.029 7.480 1.293 1.930 1.029 1.059 .00762 .007623 ELEMENT NO = 4 2 713.500 63.000 1.029 7.480 1.293 1.930 1.029 1.059 .00762 .007623 ELEMENT NO = 5 3 1031.030 65.720 .914 7.480 1.127 1.987 .000 1.059 .08250 .010726 ELEMENT NO = 5 3 1027.030 65.390 .747 7.480 .879 2.256 .000 1.059 .08250 .020582 ELEMENT NO = 6 2 1119.600 66.670 1.059 7.480 1.334 1.928 .914 1.059 .01073 .007068 ELEMENT NO = 6 2 1118.320 66.656 1.014 7.480 1.271 1.933 .914 1.059 .01073 .007948 ELEMENT NO = 6 2 1113.017 66.599 .972 7.480 1.212 1.948 .914 1.059 .01073 .008940 ELEMENT NO = 6 2 1096.431 66.421 .933 7.480 1.155 1.972 .914 1.059 .01073 .010078 ELEMENT NO = 6 2 1054.502 65.972 .914 7.480 1.127 1.987 .914 1.059 .01073 .010726 ELEMENT NO = 6 2 1031.030 65.720 .914 7.480 1.127 1.987 .914 1.059 .01073 .010726 ELEMENT NO = 7 3 1123.600 67.000 .654 2.960 .740 .571 .000 .654 .08250 .005125 ELEMENT NO = 8 6 1123.600 67.000 .654 2.960 .740 .571 .000 .654 .00000 .000000 Page 1 Line A S2.OUT 1 UPSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 3 3 708.500 62.670 1.251 10.620 1.575 3.129 .000 1.251 .06600 .009916 ELEMENT NO = 3 3 713.500 63.000 1.701 7.480 1.767 2.664 .000 1.059 .06600 .005071 ELEMENT NO = 4 2 713.500 63.000 1.701 7.480 1.767 2.664 1.029 1.059 .00762 .005071 ELEMENT NO = 4 2 792.327 63.601 1.500 7.480 1.767 2.309 1.029 1.059 .00762 .004960 ELEMENT NO = 4 2 830.033 63.888 1.361 7.480 1.685 2.115 1.029 1.059 .00762 .004437 ELEMENT NO = 4 2 846.593 64.015 1.280 7.480 1.606 2.033 1.029 1.059 .00762 .004747 ELEMENT NO = 4 2 859.007 64.109 1.214 7.480 1.532 1.981 1.029 1.059 .00762 .005193 ELEMENT NO = 4 2 868.878 64.184 1.155 7.480 1.460 1.949 1.029 1.059 .00762 .005743 ELEMENT NO = 4 2 876.448 64.242 1.103 7.480 1.392 1.932 1.029 1.059 .00762 .006394 ELEMENT NO = 4 2 880.009 64.269 1.059 7.480 1.334 1.928 1.029 1.059 .00762 .006999 ELEMENT NO = 7 3 1119.600 66.670 1.059 7.480 1.334 1.928 .000 1.059 .08250 .007068 ELEMENT NO = 7 3 1123.600 67.000 1.486 2.960 1.764 1.454 .000 .654 .08250 .000733 ELEMENT NO = 8 6 1123.600 67.000 1.486 2.960 1.764 1.454 .000 .654 .00000 .000000 FILE: LineAs2.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-20-2021 Time: 0:14:19 Marja Acres Storm Drain Line A Sec 2 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 552.370 54.670 .467 55.137 10.62 13.08 2.65 58.03 .00 1.25 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 16.928 .0512 .0512 .87 .70 3.13 .70 .013 .00 .00 PIPE | | | | | | | | | | | | | 569.298 55.537 .702 56.240 10.62 13.08 2.65 58.89 .00 1.25 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 69.749 .0512 .0485 3.38 .70 3.13 .70 .013 .00 .00 PIPE | | | | | | | | | | | | | 639.047 59.111 .726 59.837 10.62 12.54 2.44 62.28 .00 1.25 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 23.697 .0512 .0430 1.02 .73 2.94 .70 .013 .00 .00 PIPE | | | | | | | | | | | | | 662.744 60.326 .753 61.079 10.62 11.95 2.22 63.30 .00 1.25 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 12.952 .0512 .0379 .49 .75 2.74 .70 .013 .00 .00 PIPE Page 2 Line A S2.OUT | | | | | | | | | | | | | 675.697 60.989 .782 61.771 10.62 11.40 2.02 63.79 .00 1.25 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.587 .0512 .0334 .29 .78 2.55 .70 .013 .00 .00 PIPE | | | | | | | | | | | | | 684.283 61.429 .812 62.242 10.62 10.87 1.83 64.08 .00 1.25 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.190 .0512 .0295 .18 .81 2.37 .70 .013 .00 .00 PIPE | | | | | | | | | | | | | 690.474 61.746 .844 62.591 10.62 10.36 1.67 64.26 .00 1.25 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.676 .0512 .0260 .12 .84 2.20 .70 .013 .00 .00 PIPE | | | | | | | | | | | | | 695.150 61.986 .878 62.864 10.62 9.88 1.52 64.38 .00 1.25 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.618 .0512 .0230 .08 .88 2.04 .70 .013 .00 .00 PIPE | | | | | | | | | | | | | 698.768 62.171 .914 63.085 10.62 9.42 1.38 64.46 .00 1.25 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.835 .0512 .0204 .06 .91 1.89 .70 .013 .00 .00 PIPE FILE: LineAs2.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 2 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-18-2021 Time: 9:43:55 Marja Acres Storm Drain Line A Sec 2 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 701.603 62.317 .952 63.268 10.62 8.98 1.25 64.52 .00 1.25 1.44 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.219 .0512 .0181 .04 .95 1.75 .70 .013 .00 .00 PIPE | | | | | | | | | | | | | 703.822 62.430 .992 63.422 10.62 8.56 1.14 64.56 .00 1.25 1.42 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.718 .0512 .0161 .03 .99 1.61 .70 .013 .00 .00 PIPE | | | | | | | | | | | | | 705.540 62.518 1.035 63.553 10.62 8.17 1.04 64.59 .00 1.25 1.39 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.290 .0512 .0143 .02 1.04 1.49 .70 .013 .00 .00 PIPE | | | | | | | | | | | | | 706.830 62.584 1.082 63.666 10.62 7.79 .94 64.61 .00 1.25 1.35 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .915 .0512 .0128 .01 1.08 1.36 .70 .013 .00 .00 PIPE | | | | | | | | | | | | | Page 3 Line A S2.OUT 707.745 62.631 1.132 63.763 10.62 7.42 .86 64.62 .00 1.25 1.29 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .558 .0512 .0115 .01 1.13 1.24 .70 .013 .00 .00 PIPE | | | | | | | | | | | | | 708.304 62.660 1.188 63.847 10.62 7.08 .78 64.63 .00 1.25 1.22 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .196 .0512 .0104 .00 1.19 1.12 .70 .013 .00 .00 PIPE | | | | | | | | | | | | | 708.500 62.670 1.251 63.921 10.62 6.74 .71 64.63 .00 1.25 1.12 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0660 .0075 .04 1.25 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 713.500 63.000 1.701 64.701 7.48 4.23 .28 64.98 .00 1.06 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 78.827 .0076 .0050 .40 1.70 .00 1.03 .013 .00 .00 PIPE | | | | | | | | | | | | | 792.327 63.601 1.500 65.101 7.48 4.23 .28 65.38 .00 1.06 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 37.706 .0076 .0047 .18 1.50 .00 1.03 .013 .00 .00 PIPE FILE: LineAs2.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 3 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-18-2021 Time: 9:43:55 Marja Acres Storm Drain Line A Sec 2 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 830.033 63.888 1.361 65.249 7.48 4.44 .31 65.56 .00 1.06 .87 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 16.560 .0076 .0046 .08 1.36 .56 1.03 .013 .00 .00 PIPE | | | | | | | | | | | | | 846.593 64.015 1.280 65.295 7.48 4.66 .34 65.63 .00 1.06 1.06 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 12.414 .0076 .0050 .06 1.28 .67 1.03 .013 .00 .00 PIPE | | | | | | | | | | | | | 859.007 64.109 1.214 65.323 7.48 4.88 .37 65.69 .00 1.06 1.18 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.871 .0076 .0055 .05 1.21 .76 1.03 .013 .00 .00 PIPE | | | | | | | | | | | | | 868.878 64.184 1.155 65.340 7.48 5.12 .41 65.75 .00 1.06 1.26 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.570 .0076 .0061 .05 1.16 .84 1.03 .013 .00 .00 PIPE | | | | | | | | | | | | | 876.448 64.242 1.103 65.345 7.48 5.37 .45 65.79 .00 1.06 1.32 1.500 .000 .00 1 .0 Page 4 Line A S2.OUT -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.771 .0076 .0067 .01 1.10 .92 1.03 .013 .00 .00 PIPE | | | | | | | | | | | | | 878.220 64.256 1.059 65.315 7.48 5.61 .49 65.80 .00 1.06 1.37 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 878.220 64.256 1.029 65.285 7.48 5.79 .52 65.80 .00 1.06 1.39 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 62.216 .0076 .0076 .47 1.03 1.06 1.03 .013 .00 .00 PIPE | | | | | | | | | | | | | 940.436 64.730 1.029 65.759 7.48 5.79 .52 66.28 .00 1.06 1.39 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.938 .0076 .0077 .09 1.03 1.06 1.03 .013 .00 .00 PIPE | | | | | | | | | | | | | 952.374 64.821 1.025 65.846 7.48 5.81 .52 66.37 .00 1.06 1.40 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 17.733 .0076 .0082 .15 1.02 1.07 1.03 .013 .00 .00 PIPE FILE: LineAs2.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 4 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-18-2021 Time: 9:43:55 Marja Acres Storm Drain Line A Sec 2 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 970.107 64.956 .983 65.939 7.48 6.10 .58 66.52 .00 1.06 1.43 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.296 .0076 .0092 .10 .98 1.16 1.03 .013 .00 .00 PIPE | | | | | | | | | | | | | 981.403 65.042 .943 65.985 7.48 6.40 .64 66.62 .00 1.06 1.45 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.447 .0076 .0104 .10 .94 1.25 1.03 .013 .00 .00 PIPE | | | | | | | | | | | | | 990.850 65.114 .906 66.020 7.48 6.71 .70 66.72 .00 1.06 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.409 .0076 .0117 .10 .91 1.36 1.03 .013 .00 .00 PIPE | | | | | | | | | | | | | 999.259 65.178 .870 66.049 7.48 7.03 .77 66.82 .00 1.06 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.690 .0076 .0133 .10 .87 1.46 1.03 .013 .00 .00 PIPE | | | | | | | | | | | | | 1006.949 65.237 .837 66.074 7.48 7.38 .85 66.92 .00 1.06 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 5 Line A S2.OUT 7.130 .0076 .0150 .11 .84 1.58 1.03 .013 .00 .00 PIPE | | | | | | | | | | | | | 1014.079 65.291 .805 66.097 7.48 7.74 .93 67.03 .00 1.06 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.665 .0076 .0171 .11 .81 1.70 1.03 .013 .00 .00 PIPE | | | | | | | | | | | | | 1020.744 65.342 .775 66.117 7.48 8.12 1.02 67.14 .00 1.06 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.286 .0076 .0194 .12 .78 1.82 1.03 .013 .00 .00 PIPE | | | | | | | | | | | | | 1027.030 65.390 .747 66.137 7.48 8.51 1.13 67.26 .00 1.06 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0825 .0157 .06 .75 1.96 .013 .00 .00 PIPE | | | | | | | | | | | | | 1031.030 65.720 .914 66.634 7.48 6.64 .68 67.32 .00 1.06 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 23.472 .0107 .0107 .25 .91 1.33 .91 .013 .00 .00 PIPE FILE: LineAs2.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 5 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-18-2021 Time: 9:43:55 Marja Acres Storm Drain Line A Sec 2 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1054.502 65.972 .914 66.886 7.48 6.64 .68 67.57 .00 1.06 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 41.929 .0107 .0104 .44 .91 1.33 .91 .013 .00 .00 PIPE | | | | | | | | | | | | | 1096.431 66.421 .933 67.354 7.48 6.47 .65 68.01 .00 1.06 1.45 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 16.585 .0107 .0095 .16 .93 1.28 .91 .013 .00 .00 PIPE | | | | | | | | | | | | | 1113.017 66.599 .972 67.571 7.48 6.17 .59 68.16 .00 1.06 1.43 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.303 .0107 .0084 .04 .97 1.18 .91 .013 .00 .00 PIPE | | | | | | | | | | | | | 1118.320 66.656 1.014 67.670 7.48 5.89 .54 68.21 .00 1.06 1.40 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.280 .0107 .0075 .01 1.01 1.09 .91 .013 .00 .00 PIPE | | | | | | | | | | | | | 1119.600 66.670 1.059 67.729 7.48 5.61 .49 68.22 .00 1.06 1.37 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0825 .0039 .02 1.06 1.00 .013 .00 .00 PIPE Page 6 Line A S2.OUT -------------------- WARNING - Junction Analysis - Large Lateral Flow(s)------------------ | | | | | | | | | | | | | 1123.600 67.000 1.486 68.486 2.96 1.68 .04 68.53 .00 .65 .29 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 7 Line A-1.OUT 1 DOWNSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 1 1 100.000 56.790 1.279 12.280 1.513 3.918 .000 1.325 .00000 .000000 ELEMENT NO = 2 2 125.150 57.170 1.325 12.280 1.652 3.859 1.168 1.325 .01511 .012245 ELEMENT NO = 2 2 119.908 57.091 1.251 12.280 1.574 3.879 1.168 1.325 .01511 .013269 ELEMENT NO = 2 2 100.000 56.790 1.198 12.280 1.513 3.918 1.168 1.325 .01511 .014353 ELEMENT NO = 3 6 129.150 57.210 1.325 12.280 1.652 3.859 .000 1.325 .00000 .000000 FILE: linea-1.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-20-2021 Time: 0: 4:10 Marja Acres Storm Drain Line A-1 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 100.000 56.790 1.279 58.069 12.28 8.12 1.02 59.01 .00 1.33 1.20 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 19.908 .0151 .0138 .27 1.20 1.28 1.17 .013 .00 .00 PIPE | | | | | | | | | | | | | 119.908 57.091 1.251 58.341 12.28 7.80 .94 59.29 .00 1.33 1.12 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.242 .0151 .0128 .07 1.25 1.16 1.17 .013 .00 .00 PIPE | | | | | | | | | | | | | 125.150 57.170 1.325 58.495 12.28 7.43 .86 59.35 .00 1.33 .96 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- | | | | | | | | | | | | | 129.150 57.210 1.325 58.535 12.28 7.43 .86 59.39 .00 1.33 .96 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 1 Line A-2.OUT 1 DOWNSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 1 1 102.000 56.700 .542 6.260 .629 2.146 .000 .962 .00000 .000000 ELEMENT NO = 2 2 153.820 58.750 .962 6.260 .776 1.932 .730 .962 .03956 .026937 ELEMENT NO = 2 2 151.275 58.649 .891 6.260 .739 1.956 .730 .962 .03956 .027416 ELEMENT NO = 2 2 145.781 58.432 .841 6.260 .705 2.000 .730 .962 .03956 .029575 ELEMENT NO = 2 2 136.416 58.061 .798 6.260 .672 2.055 .730 .962 .03956 .032476 ELEMENT NO = 2 2 118.188 57.340 .760 6.260 .641 2.118 .730 .962 .03956 .035992 ELEMENT NO = 2 2 102.000 56.700 .746 6.260 .629 2.146 .730 .962 .03956 .037575 ELEMENT NO = 3 6 153.820 58.750 .962 6.260 .776 1.932 .000 .962 .00000 .000000 FILE: LINEA-2.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-19-2021 Time:11:50:22 Marja Acres Storm Drain Line A-2 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 102.000 56.700 .542 57.242 6.26 9.96 1.54 58.99 .00 .96 .87 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 16.188 .0396 .0368 .60 .75 2.07 .73 .013 .00 .00 PIPE | | | | | | | | | | | | | 118.188 57.340 .760 58.101 6.26 9.77 1.48 59.58 .00 .96 .85 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 18.228 .0396 .0342 .62 .76 1.99 .73 .013 .00 .00 PIPE | | | | | | | | | | | | | 136.416 58.061 .798 58.859 6.26 9.32 1.35 60.21 .00 .96 .80 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.365 .0396 .0310 .29 .80 1.79 .73 .013 .00 .00 PIPE | | | | | | | | | | | | | 145.781 58.432 .841 59.272 6.26 8.88 1.23 60.50 .00 .96 .73 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.494 .0396 .0285 .16 .84 1.60 .73 .013 .00 .00 PIPE | | | | | | | | | | | | | 151.275 58.649 .891 59.540 6.26 8.47 1.11 60.65 .00 .96 .62 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.545 .0396 .0272 .07 .89 1.37 .73 .013 .00 .00 PIPE | | | | | | | | | | | | | 153.820 58.750 .962 59.712 6.26 8.07 1.01 60.72 .00 .96 .38 1.000 .000 .00 1 .0 Page 1 line A-3.OUT 1 DOWNSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 1 1 120.900 51.220 1.265 39.520 2.833 18.625 .000 2.047 .00000 .000000 ELEMENT NO = 2 2 152.940 53.090 2.047 39.520 5.137 14.067 1.012 2.047 .05836 .005363 ELEMENT NO = 2 2 152.800 53.082 1.961 39.520 4.896 14.104 1.012 2.047 .05836 .006037 ELEMENT NO = 2 2 152.376 53.057 1.882 39.520 4.668 14.209 1.012 2.047 .05836 .006802 ELEMENT NO = 2 2 151.654 53.015 1.808 39.520 4.451 14.377 1.012 2.047 .05836 .007678 ELEMENT NO = 2 2 150.613 52.954 1.737 39.520 4.243 14.604 1.012 2.047 .05836 .008680 ELEMENT NO = 2 2 149.223 52.873 1.671 39.520 4.046 14.886 1.012 2.047 .05836 .009826 ELEMENT NO = 2 2 147.447 52.769 1.608 39.520 3.858 15.223 1.012 2.047 .05836 .011134 ELEMENT NO = 2 2 145.230 52.640 1.548 39.520 3.678 15.610 1.012 2.047 .05836 .012629 ELEMENT NO = 2 2 142.508 52.481 1.491 39.520 3.507 16.049 1.012 2.047 .05836 .014336 ELEMENT NO = 2 2 139.191 52.288 1.436 39.520 3.344 16.538 1.012 2.047 .05836 .016287 ELEMENT NO = 2 2 135.163 52.052 1.385 39.520 3.188 17.076 1.012 2.047 .05836 .018516 ELEMENT NO = 2 2 130.266 51.767 1.335 39.520 3.040 17.664 1.012 2.047 .05836 .021061 ELEMENT NO = 2 2 124.273 51.417 1.287 39.520 2.898 18.302 1.012 2.047 .05836 .023969 ELEMENT NO = 2 2 120.900 51.220 1.265 39.520 2.833 18.625 1.012 2.047 .05836 .025510 ELEMENT NO = 3 6 152.940 53.090 2.047 39.520 5.137 14.067 .000 2.047 .00000 .000000 FILE: linea3.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-20-2021 Time: 7:14: 0 Marja Acres Storm Drain Line A-3 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 120.900 51.220 1.265 52.485 39.52 13.95 3.02 55.51 .00 2.05 2.96 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.373 .0584 .0247 .08 1.27 2.51 1.01 .013 .00 .00 PIPE | | | | | | | | | | | | | 124.273 51.417 1.287 52.704 39.52 13.64 2.89 55.59 .00 2.05 2.97 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.993 .0584 .0225 .13 1.29 2.43 1.01 .013 .00 .00 PIPE | | | | | | | | | | | | | 130.266 51.767 1.335 53.101 39.52 13.00 2.62 55.73 .00 2.05 2.98 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.897 .0584 .0198 .10 1.33 2.27 1.01 .013 .00 .00 PIPE | | | | | | | | | | | | | 135.163 52.052 1.385 53.437 39.52 12.40 2.39 55.82 .00 2.05 2.99 3.000 .000 .00 1 .0 Page 1 linea3.OUT -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.028 .0584 .0174 .07 1.38 2.12 1.01 .013 .00 .00 PIPE | | | | | | | | | | | | | 139.191 52.288 1.436 53.724 39.52 11.82 2.17 55.89 .00 2.05 3.00 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.317 .0584 .0153 .05 1.44 1.97 1.01 .013 .00 .00 PIPE | | | | | | | | | | | | | 142.508 52.481 1.491 53.972 39.52 11.27 1.97 55.94 .00 2.05 3.00 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.722 .0584 .0135 .04 1.49 1.84 1.01 .013 .00 .00 PIPE | | | | | | | | | | | | | 145.230 52.640 1.548 54.188 39.52 10.74 1.79 55.98 .00 2.05 3.00 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.217 .0584 .0119 .03 1.55 1.71 1.01 .013 .00 .00 PIPE | | | | | | | | | | | | | 147.447 52.769 1.608 54.377 39.52 10.24 1.63 56.01 .00 2.05 2.99 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.776 .0584 .0105 .02 1.61 1.59 1.01 .013 .00 .00 PIPE | | | | | | | | | | | | | 149.223 52.873 1.671 54.544 39.52 9.77 1.48 56.03 .00 2.05 2.98 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.390 .0584 .0093 .01 1.67 1.48 1.01 .013 .00 .00 PIPE FILE: linea3.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 2 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-20-2021 Time: 7:14: 0 Marja Acres Storm Drain Line A-3 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 150.613 52.954 1.737 54.692 39.52 9.31 1.35 56.04 .00 2.05 2.96 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.041 .0584 .0082 .01 1.74 1.37 1.01 .013 .00 .00 PIPE | | | | | | | | | | | | | 151.654 53.015 1.808 54.822 39.52 8.88 1.22 56.05 .00 2.05 2.94 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .722 .0584 .0072 .01 1.81 1.27 1.01 .013 .00 .00 PIPE | | | | | | | | | | | | | 152.376 53.057 1.882 54.939 39.52 8.47 1.11 56.05 .00 2.05 2.90 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .423 .0584 .0064 .00 1.88 1.18 1.01 .013 .00 .00 PIPE | | | | | | | | | | | | | 152.800 53.082 1.961 55.043 39.52 8.07 1.01 56.05 .00 2.05 2.85 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 2 linea3.OUT .140 .0584 .0057 .00 1.96 1.09 1.01 .013 .00 .00 PIPE | | | | | | | | | | | | | 152.940 53.090 2.047 55.137 39.52 7.69 .92 56.06 .00 2.05 2.79 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 3 Line A-4.OUT 1 DOWNSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 1 1 102.000 63.500 .421 3.140 .244 1.290 .000 .759 .00000 .000000 ELEMENT NO = 2 2 148.580 69.100 .759 3.140 .640 .697 .344 .759 .12022 .009081 ELEMENT NO = 2 2 148.548 69.096 .724 3.140 .609 .699 .344 .759 .12022 .010156 ELEMENT NO = 2 2 148.457 69.085 .693 3.140 .581 .705 .344 .759 .12022 .011372 ELEMENT NO = 2 2 148.305 69.067 .664 3.140 .554 .714 .344 .759 .12022 .012772 ELEMENT NO = 2 2 148.091 69.041 .637 3.140 .528 .726 .344 .759 .12022 .014380 ELEMENT NO = 2 2 147.809 69.007 .612 3.140 .504 .742 .344 .759 .12022 .016221 ELEMENT NO = 2 2 147.455 68.965 .588 3.140 .480 .760 .344 .759 .12022 .018328 ELEMENT NO = 2 2 147.020 68.912 .565 3.140 .458 .780 .344 .759 .12022 .020737 ELEMENT NO = 2 2 146.493 68.849 .544 3.140 .436 .803 .344 .759 .12022 .023490 ELEMENT NO = 2 2 145.863 68.773 .523 3.140 .416 .829 .344 .759 .12022 .026633 ELEMENT NO = 2 2 145.111 68.683 .504 3.140 .397 .857 .344 .759 .12022 .030223 ELEMENT NO = 2 2 144.215 68.575 .486 3.140 .378 .887 .344 .759 .12022 .034330 ELEMENT NO = 2 2 143.146 68.447 .468 3.140 .361 .920 .344 .759 .12022 .039012 ELEMENT NO = 2 2 141.862 68.292 .451 3.140 .344 .956 .344 .759 .12022 .044369 ELEMENT NO = 2 2 140.305 68.105 .435 3.140 .328 .994 .344 .759 .12022 .050487 ELEMENT NO = 2 2 138.388 67.875 .420 3.140 .313 1.034 .344 .759 .12022 .057480 ELEMENT NO = 2 2 135.974 67.584 .405 3.140 .298 1.078 .344 .759 .12022 .065466 ELEMENT NO = 2 2 132.824 67.206 .391 3.140 .284 1.124 .344 .759 .12022 .074592 ELEMENT NO = 2 2 128.472 66.683 .377 3.140 .271 1.173 .344 .759 .12022 .085027 ELEMENT NO = 2 2 121.789 65.879 .364 3.140 .258 1.224 .344 .759 .12022 .096949 ELEMENT NO = 2 2 108.609 64.295 .351 3.140 .246 1.279 .344 .759 .12022 .110599 ELEMENT NO = 2 2 102.000 63.500 .349 3.140 .244 1.290 .344 .759 .12022 .113421 ELEMENT NO = 3 6 148.580 69.100 .759 3.140 .640 .697 .000 .759 .00000 .000000 FILE: linea-4.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-20-2021 Time: 0:29:10 Marja Acres Storm Drain Line A-4 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 102.000 63.500 .421 63.921 3.14 12.86 2.57 66.42 .00 .76 .95 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.609 .1202 .1120 .74 .35 4.48 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 108.609 64.295 .351 64.646 3.14 12.75 2.52 67.17 .00 .76 .95 1.000 .000 .00 1 .0 Page 1 Line A-4.OUT -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 13.181 .1202 .1038 1.37 .35 4.42 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 121.789 65.879 .364 66.243 3.14 12.15 2.29 68.54 .00 .76 .96 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.682 .1202 .0910 .61 .36 4.13 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 128.472 66.683 .377 67.060 3.14 11.59 2.08 69.14 .00 .76 .97 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.353 .1202 .0798 .35 .38 3.86 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 132.824 67.206 .391 67.596 3.14 11.05 1.90 69.49 .00 .76 .98 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.149 .1202 .0700 .22 .39 3.61 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 135.974 67.584 .405 67.989 3.14 10.53 1.72 69.71 .00 .76 .98 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.414 .1202 .0615 .15 .40 3.37 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 138.388 67.875 .420 68.294 3.14 10.04 1.57 69.86 .00 .76 .99 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.917 .1202 .0540 .10 .42 3.14 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 140.305 68.105 .435 68.540 3.14 9.58 1.42 69.96 .00 .76 .99 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.557 .1202 .0474 .07 .44 2.93 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 141.862 68.292 .451 68.743 3.14 9.13 1.29 70.04 .00 .76 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.284 .1202 .0417 .05 .45 2.74 .34 .013 .00 .00 PIPE FILE: linea-4.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 2 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-20-2021 Time: 0:29:10 Marja Acres Storm Drain Line A-4 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 143.146 68.447 .468 68.915 3.14 8.71 1.18 70.09 .00 .76 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.068 .1202 .0367 .04 .47 2.55 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 144.215 68.575 .486 69.061 3.14 8.30 1.07 70.13 .00 .76 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 2 Line A-4.OUT .897 .1202 .0323 .03 .49 2.38 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 145.111 68.683 .504 69.187 3.14 7.91 .97 70.16 .00 .76 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .752 .1202 .0284 .02 .50 2.21 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 145.863 68.773 .523 69.297 3.14 7.55 .88 70.18 .00 .76 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .630 .1202 .0251 .02 .52 2.06 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 146.493 68.849 .544 69.393 3.14 7.19 .80 70.20 .00 .76 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .527 .1202 .0221 .01 .54 1.92 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 147.020 68.912 .565 69.478 3.14 6.86 .73 70.21 .00 .76 .99 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .435 .1202 .0195 .01 .57 1.78 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 147.455 68.965 .588 69.553 3.14 6.54 .66 70.22 .00 .76 .98 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .354 .1202 .0173 .01 .59 1.65 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 147.809 69.007 .612 69.619 3.14 6.24 .60 70.22 .00 .76 .97 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .281 .1202 .0153 .00 .61 1.53 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 148.091 69.041 .637 69.678 3.14 5.95 .55 70.23 .00 .76 .96 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .215 .1202 .0136 .00 .64 1.41 .34 .013 .00 .00 PIPE FILE: linea-4.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 3 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-20-2021 Time: 0:29:10 Marja Acres Storm Drain Line A-4 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 148.305 69.067 .664 69.731 3.14 5.67 .50 70.23 .00 .76 .94 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .151 .1202 .0121 .00 .66 1.30 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 148.457 69.085 .693 69.778 3.14 5.41 .45 70.23 .00 .76 .92 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .092 .1202 .0108 .00 .69 1.20 .34 .013 .00 .00 PIPE Page 3 Line A-4.OUT | | | | | | | | | | | | | 148.548 69.096 .724 69.821 3.14 5.15 .41 70.23 .00 .76 .89 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .032 .1202 .0096 .00 .72 1.10 .34 .013 .00 .00 PIPE | | | | | | | | | | | | | 148.580 69.100 .759 69.859 3.14 4.91 .37 70.23 .00 .76 .86 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 4 1 DOWNSTREAM STATION INVERT DEPTH Q Line A-5 S1.OUT AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 1 1 100.000 67.000 .579 2.960 .629 .585 .000 .654 .00000 .000000 ELEMENT NO = 2 2 212.660 67.900 .654 2.960 .740 .571 .579 .654 .00799 .005125 ELEMENT NO = 2 2 211.925 67.894 .630 2.960 .704 .572 .579 .654 .00799 .005866 ELEMENT NO = 2 2 208.859 67.870 .608 2.960 .671 .576 .579 .654 .00799 .006681 ELEMENT NO = 2 2 198.279 67.785 .586 2.960 .640 .582 .579 .654 .00799 .007613 ELEMENT NO = 2 2 175.418 67.602 .579 2.960 .629 .585 .579 .654 .00799 .007989 ELEMENT NO = 2 2 100.000 67.000 .579 2.960 .629 .585 .579 .654 .00799 .007989 ELEMENT NO = 3 6 212.660 67.900 .654 2.960 .740 .571 .000 .654 .00000 .000000 1 UPSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 1 1 100.000 67.000 1.486 2.960 1.764 1.455 .000 .654 .00000 .000000 ELEMENT NO = 2 2 100.000 67.000 1.486 2.960 1.764 1.455 .579 .654 .00799 .000733 ELEMENT NO = 2 2 116.994 67.136 1.358 2.960 1.682 1.241 .579 .654 .00799 .000696 ELEMENT NO = 2 2 127.354 67.219 1.278 2.960 1.604 1.117 .579 .654 .00799 .000745 ELEMENT NO = 2 2 135.818 67.286 1.212 2.960 1.529 1.022 .579 .654 .00799 .000816 ELEMENT NO = 2 2 143.151 67.345 1.154 2.960 1.458 .943 .579 .654 .00799 .000902 ELEMENT NO = 2 2 149.690 67.397 1.101 2.960 1.390 .878 .579 .654 .00799 .001005 ELEMENT NO = 2 2 155.606 67.444 1.053 2.960 1.326 .822 .579 .654 .00799 .001124 ELEMENT NO = 2 2 160.985 67.487 1.009 2.960 1.264 .775 .579 .654 .00799 .001261 ELEMENT NO = 2 2 165.931 67.527 .967 2.960 1.205 .734 .579 .654 .00799 .001419 ELEMENT NO = 2 2 170.474 67.563 .929 2.960 1.149 .700 .579 .654 .00799 .001600 ELEMENT NO = 2 2 174.642 67.596 .892 2.960 1.096 .670 .579 .654 .00799 .001807 ELEMENT NO = 2 2 178.446 67.627 .858 2.960 1.045 .646 .579 .654 .00799 .002044 ELEMENT NO = 2 2 181.928 67.654 .825 2.960 .996 .625 .579 .654 .00799 .002314 ELEMENT NO = 2 2 185.059 67.680 .794 2.960 .950 .608 .579 .654 .00799 .002623 ELEMENT NO = 2 2 187.837 67.702 .765 2.960 .905 .595 .579 .654 .00799 .002976 ELEMENT NO = 2 2 190.228 67.721 .736 2.960 .863 .585 .579 .654 .00799 .003379 ELEMENT NO = 2 2 192.179 67.736 .710 2.960 .823 .577 .579 .654 .00799 .003840 ELEMENT NO = 2 2 193.600 67.748 .684 2.960 .785 .573 .579 .654 .00799 .004366 ELEMENT NO = 2 2 194.326 67.754 .660 2.960 .748 .571 .579 .654 .00799 .004967 ELEMENT NO = 2 2 194.328 67.754 .654 2.960 .740 .571 .579 .654 .00799 .005061 FILE: linea5s1.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-20-2021 Time: 0:41:10 Marja Acres Storm Drain Line A-5 S1 Page 1 Line 5 S1.OUT ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 100.000 67.000 1.486 68.486 2.96 1.68 .04 68.53 .00 .65 .29 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 16.994 .0080 .0007 .01 1.49 .12 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 116.994 67.136 1.358 68.494 2.96 1.76 .05 68.54 .00 .65 .88 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.359 .0080 .0007 .01 1.36 .22 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 127.354 67.219 1.278 68.496 2.96 1.85 .05 68.55 .00 .65 1.07 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.464 .0080 .0008 .01 1.28 .27 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 135.818 67.286 1.212 68.498 2.96 1.94 .06 68.56 .00 .65 1.18 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.333 .0080 .0009 .01 1.21 .30 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 143.151 67.345 1.154 68.498 2.96 2.03 .06 68.56 .00 .65 1.26 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.539 .0080 .0010 .01 1.15 .33 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 149.690 67.397 1.101 68.498 2.96 2.13 .07 68.57 .00 .65 1.33 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.916 .0080 .0011 .01 1.10 .37 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 155.606 67.444 1.053 68.497 2.96 2.23 .08 68.57 .00 .65 1.37 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.379 .0080 .0012 .01 1.05 .40 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 160.985 67.487 1.009 68.496 2.96 2.34 .09 68.58 .00 .65 1.41 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.946 .0080 .0013 .01 1.01 .44 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 165.931 67.527 .967 68.494 2.96 2.46 .09 68.59 .00 .65 1.44 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.543 .0080 .0015 .01 .97 .47 .58 .013 .00 .00 PIPE FILE: linea5s1.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 2 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-20-2021 Time: 0:41:10 Marja Acres Storm Drain Line A-5 S1 ************************************************************************************************************************** ******** Page 2 Line 5 S1.OUT | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 170.474 67.563 .929 68.492 2.96 2.58 .10 68.59 .00 .65 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.168 .0080 .0017 .01 .93 .51 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 174.642 67.596 .892 68.488 2.96 2.70 .11 68.60 .00 .65 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.804 .0080 .0019 .01 .89 .55 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 178.446 67.627 .858 68.484 2.96 2.83 .12 68.61 .00 .65 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.482 .0080 .0022 .01 .86 .60 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 181.928 67.654 .825 68.480 2.96 2.97 .14 68.62 .00 .65 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.131 .0080 .0025 .01 .83 .64 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 185.059 67.680 .794 68.474 2.96 3.12 .15 68.62 .00 .65 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.778 .0080 .0028 .01 .79 .69 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 187.837 67.702 .765 68.466 2.96 3.27 .17 68.63 .00 .65 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.391 .0080 .0032 .01 .76 .74 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 190.228 67.721 .736 68.457 2.96 3.43 .18 68.64 .00 .65 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .514 .0080 .0036 .00 .74 .80 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 190.742 67.725 .710 68.435 2.96 3.60 .20 68.64 .00 .65 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 190.742 67.725 .579 68.304 2.96 4.71 .34 68.65 .00 .65 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.536 .0080 .0078 .06 .58 1.26 .58 .013 .00 .00 PIPE FILE: linea5s1.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 3 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-20-2021 Time: 0:41:10 Marja Acres Storm Drain Line A-5 S1 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Page 3 Line 5 S1.OUT Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 198.279 67.785 .586 68.371 2.96 4.63 .33 68.70 .00 .65 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.580 .0080 .0071 .08 .59 1.23 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 208.859 67.870 .608 68.477 2.96 4.41 .30 68.78 .00 .65 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.066 .0080 .0063 .02 .61 1.15 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 211.925 67.894 .630 68.524 2.96 4.21 .27 68.80 .00 .65 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .735 .0080 .0055 .00 .63 1.07 .58 .013 .00 .00 PIPE | | | | | | | | | | | | | 212.660 67.900 .654 68.554 2.96 4.00 .25 68.80 .00 .65 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 4 Line A-5 S2.OUT 1 DOWNSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 1 1 217.660 67.000 .452 4.520 .449 1.498 .000 .816 .00000 .000000 ELEMENT NO = 2 2 234.770 68.400 .816 4.520 .982 .989 .393 .816 .08182 .005593 ELEMENT NO = 2 2 234.737 68.397 .785 4.520 .935 .991 .393 .816 .08182 .006367 ELEMENT NO = 2 2 234.642 68.390 .755 4.520 .892 .998 .393 .816 .08182 .007225 ELEMENT NO = 2 2 234.476 68.376 .728 4.520 .850 1.008 .393 .816 .08182 .008207 ELEMENT NO = 2 2 234.238 68.356 .701 4.520 .811 1.023 .393 .816 .08182 .009327 ELEMENT NO = 2 2 233.917 68.330 .676 4.520 .773 1.041 .393 .816 .08182 .010607 ELEMENT NO = 2 2 233.506 68.297 .652 4.520 .737 1.063 .393 .816 .08182 .012070 ELEMENT NO = 2 2 232.994 68.255 .629 4.520 .703 1.088 .393 .816 .08182 .013742 ELEMENT NO = 2 2 232.367 68.203 .607 4.520 .670 1.117 .393 .816 .08182 .015651 ELEMENT NO = 2 2 231.607 68.141 .586 4.520 .639 1.149 .393 .816 .08182 .017835 ELEMENT NO = 2 2 230.693 68.066 .565 4.520 .609 1.185 .393 .816 .08182 .020329 ELEMENT NO = 2 2 229.596 67.977 .546 4.520 .581 1.224 .393 .816 .08182 .023181 ELEMENT NO = 2 2 228.276 67.869 .527 4.520 .554 1.267 .393 .816 .08182 .026443 ELEMENT NO = 2 2 226.681 67.738 .509 4.520 .528 1.313 .393 .816 .08182 .030171 ELEMENT NO = 2 2 224.732 67.579 .491 4.520 .503 1.363 .393 .816 .08182 .034440 ELEMENT NO = 2 2 222.318 67.381 .475 4.520 .480 1.416 .393 .816 .08182 .039320 ELEMENT NO = 2 2 219.256 67.131 .459 4.520 .458 1.473 .393 .816 .08182 .044901 ELEMENT NO = 2 2 217.660 67.000 .452 4.520 .449 1.498 .393 .816 .08182 .047469 ELEMENT NO = 3 6 234.770 68.400 .816 4.520 .982 .989 .000 .816 .00000 .000000 1 UPSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 1 1 217.660 67.000 1.486 4.520 1.764 1.660 .000 .816 .00000 .000000 ELEMENT NO = 2 2 217.660 67.000 1.486 4.520 1.764 1.660 .393 .816 .08182 .001710 ELEMENT NO = 2 2 219.130 67.120 1.358 4.520 1.682 1.456 .393 .816 .08182 .001622 ELEMENT NO = 2 2 219.989 67.191 1.278 4.520 1.604 1.343 .393 .816 .08182 .001738 ELEMENT NO = 2 2 220.664 67.246 1.212 4.520 1.529 1.259 .393 .816 .08182 .001902 ELEMENT NO = 2 2 221.222 67.291 1.154 4.520 1.458 1.192 .393 .816 .08182 .002104 ELEMENT NO = 2 2 221.693 67.330 1.101 4.520 1.390 1.139 .393 .816 .08182 .002343 ELEMENT NO = 2 2 222.091 67.363 1.053 4.520 1.326 1.096 .393 .816 .08182 .002620 ELEMENT NO = 2 2 222.423 67.390 1.009 4.520 1.264 1.062 .393 .816 .08182 .002941 ELEMENT NO = 2 2 222.697 67.412 .967 4.520 1.205 1.035 .393 .816 .08182 .003309 ELEMENT NO = 2 2 222.913 67.430 .929 4.520 1.149 1.015 .393 .816 .08182 .003730 ELEMENT NO = 2 2 223.073 67.443 .892 4.520 1.096 1.001 .393 .816 .08182 .004213 ELEMENT NO = 2 2 223.176 67.451 .858 4.520 1.045 .993 .393 .816 .08182 .004765 ELEMENT NO = 2 2 223.224 67.455 .825 4.520 .996 .989 .393 .816 .08182 .005396 ELEMENT NO = 2 2 223.225 67.455 .816 4.520 .982 .989 .393 .816 .08182 .005533 FILE: LINEA5S2.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Page 1 Line A-5 S2.OUT Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-20-2021 Time: 0:45:51 Marja Acres Storm Drain Line A-5 S2 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 217.660 67.000 1.486 68.486 4.52 2.56 .10 68.59 .00 .82 .29 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.318 .0818 .0017 .00 1.49 .18 .39 .013 .00 .00 PIPE | | | | | | | | | | | | | 218.978 67.108 1.358 68.466 4.52 2.69 .11 68.58 .00 .82 .88 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 218.978 67.108 .452 67.560 4.52 10.08 1.58 69.14 .00 .82 1.38 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .278 .0818 .0462 .01 .45 3.11 .39 .013 .00 .00 PIPE | | | | | | | | | | | | | 219.256 67.131 .459 67.589 4.52 9.88 1.51 69.10 .00 .82 1.38 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.062 .0818 .0421 .13 .46 3.02 .39 .013 .00 .00 PIPE | | | | | | | | | | | | | 222.318 67.381 .475 67.856 4.52 9.42 1.38 69.23 .00 .82 1.40 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.414 .0818 .0369 .09 .47 2.83 .39 .013 .00 .00 PIPE | | | | | | | | | | | | | 224.732 67.579 .491 68.070 4.52 8.98 1.25 69.32 .00 .82 1.41 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.949 .0818 .0323 .06 .49 2.65 .39 .013 .00 .00 PIPE | | | | | | | | | | | | | 226.681 67.738 .509 68.247 4.52 8.56 1.14 69.38 .00 .82 1.42 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.595 .0818 .0283 .05 .51 2.47 .39 .013 .00 .00 PIPE | | | | | | | | | | | | | 228.276 67.869 .527 68.395 4.52 8.16 1.03 69.43 .00 .82 1.43 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.320 .0818 .0248 .03 .53 2.31 .39 .013 .00 .00 PIPE | | | | | | | | | | | | | 229.596 67.977 .546 68.522 4.52 7.78 .94 69.46 .00 .82 1.44 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.097 .0818 .0218 .02 .55 2.16 .39 .013 .00 .00 PIPE FILE: LINEA5S2.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 2 Program Package Serial Number: 7265 Page 2 Line A-5 S2.OUT WATER SURFACE PROFILE LISTING Date:12-20-2021 Time: 0:45:51 Marja Acres Storm Drain Line A-5 S2 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 230.693 68.066 .565 68.632 4.52 7.42 .86 69.49 .00 .82 1.45 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .914 .0818 .0191 .02 .57 2.02 .39 .013 .00 .00 PIPE | | | | | | | | | | | | | 231.607 68.141 .586 68.727 4.52 7.08 .78 69.50 .00 .82 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .760 .0818 .0167 .01 .59 1.89 .39 .013 .00 .00 PIPE | | | | | | | | | | | | | 232.367 68.203 .607 68.810 4.52 6.75 .71 69.52 .00 .82 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .626 .0818 .0147 .01 .61 1.76 .39 .013 .00 .00 PIPE | | | | | | | | | | | | | 232.994 68.255 .629 68.884 4.52 6.43 .64 69.53 .00 .82 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .512 .0818 .0129 .01 .63 1.65 .39 .013 .00 .00 PIPE | | | | | | | | | | | | | 233.506 68.297 .652 68.949 4.52 6.13 .58 69.53 .00 .82 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .411 .0818 .0113 .00 .65 1.54 .39 .013 .00 .00 PIPE | | | | | | | | | | | | | 233.917 68.330 .676 69.006 4.52 5.85 .53 69.54 .00 .82 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .321 .0818 .0100 .00 .68 1.43 .39 .013 .00 .00 PIPE | | | | | | | | | | | | | 234.238 68.356 .701 69.058 4.52 5.58 .48 69.54 .00 .82 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .238 .0818 .0088 .00 .70 1.34 .39 .013 .00 .00 PIPE | | | | | | | | | | | | | 234.476 68.376 .728 69.104 4.52 5.32 .44 69.54 .00 .82 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .166 .0818 .0077 .00 .73 1.24 .39 .013 .00 .00 PIPE | | | | | | | | | | | | | 234.642 68.390 .755 69.145 4.52 5.07 .40 69.54 .00 .82 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .095 .0818 .0068 .00 .76 1.16 .39 .013 .00 .00 PIPE FILE: LINEA5S2.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 3 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-20-2021 Time: 0:45:51 Page 3 Line A-5 S2.OUT Marja Acres Storm Drain Line A-5 S2 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 234.737 68.397 .785 69.182 4.52 4.83 .36 69.54 .00 .82 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .033 .0818 .0060 .00 .78 1.08 .39 .013 .00 .00 PIPE | | | | | | | | | | | | | 234.770 68.400 .816 69.216 4.52 4.60 .33 69.54 .00 .82 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 4 Line B.OUT 1 DOWNSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 1 1 100.000 70.670 1.020 7.561 1.279 1.961 .000 1.065 .00000 .000000 ELEMENT NO = 2 2 246.430 71.840 1.065 7.561 1.342 1.956 1.020 1.065 .00799 .007123 ELEMENT NO = 2 2 236.802 71.763 1.020 7.561 1.279 1.961 1.020 1.065 .00799 .007990 ELEMENT NO = 2 2 100.000 70.670 1.020 7.561 1.279 1.961 1.020 1.065 .00799 .007990 ELEMENT NO = 3 3 250.430 72.170 .007 .001 .003 .000 .000 .007 .08250 .016215 ELEMENT NO = 4 6 250.430 72.170 .007 .001 .003 .000 .000 .007 .00000 .000000 1 UPSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 3 3 246.430 71.840 1.065 7.561 1.342 1.956 .000 1.065 .08250 .007123 ELEMENT NO = 3 3 250.430 72.170 1.242 .001 4.918 3.011 .000 .007 .08250 .000000 ELEMENT NO = 4 6 250.430 72.170 1.242 .001 4.918 3.011 .000 .007 .00000 .000000 FILE: linebcom.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date: 8-31-2021 Time:11:28:44 Marja Acres Storm Drain line B ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 100.000 70.670 1.020 71.690 7.56 5.91 .54 72.23 .00 1.07 1.40 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 136.802 .0080 .0080 1.09 1.02 1.09 1.02 .013 .00 .00 PIPE | | | | | | | | | | | | | 236.802 71.763 1.020 72.783 7.56 5.91 .54 73.33 .00 1.07 1.40 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.628 .0080 .0076 .07 1.02 1.09 1.02 .013 .00 .00 PIPE | | | | | | | | | | | | | 246.430 71.840 1.065 72.905 7.56 5.63 .49 73.40 .00 1.07 1.36 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0825 .0036 .01 1.07 1.00 .013 -.40 .00 PIPE | | | | | | | | | | | | | 250.430 72.170 1.242 73.412 .00 .00 .00 73.41 .00 .01 4.02 6.950 4.000 .01 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 1 Line B -1 S1.OUT 1 DOWNSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 1 1 100.000 72.170 .919 5.700 1.134 1.341 .000 .921 .00000 .000000 ELEMENT NO = 2 2 137.510 72.400 .921 5.700 1.138 1.341 .919 .921 .00613 .006080 ELEMENT NO = 2 2 136.774 72.395 .919 5.700 1.134 1.341 .919 .921 .00613 .006132 ELEMENT NO = 2 2 100.000 72.170 .919 5.700 1.134 1.341 .919 .921 .00613 .006132 ELEMENT NO = 3 6 137.510 72.400 .921 5.700 1.138 1.341 .000 .921 .00000 .000000 1 UPSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 1 1 100.000 72.170 1.242 5.700 1.565 1.536 .000 .921 .00000 .000000 ELEMENT NO = 2 2 100.000 72.170 1.242 5.700 1.565 1.536 .919 .921 .00613 .002892 ELEMENT NO = 2 2 113.252 72.251 1.180 5.700 1.492 1.473 .919 .921 .00613 .003186 ELEMENT NO = 2 2 124.886 72.323 1.126 5.700 1.422 1.426 .919 .921 .00613 .003537 ELEMENT NO = 2 2 135.377 72.387 1.076 5.700 1.356 1.391 .919 .921 .00613 .003949 ELEMENT NO = 2 2 137.510 72.400 1.065 5.700 1.342 1.385 .919 .921 .00613 .004046 ELEMENT NO = 3 6 137.510 72.400 1.065 5.700 1.342 1.385 .000 .921 .00000 .000000 FILE: lineb1s1.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-19-2021 Time:10:23: 6 Marja Acres Storm Drain Line B-1 S1 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 100.000 72.170 1.242 73.412 5.70 3.64 .21 73.62 .00 .92 1.13 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 13.252 .0061 .0030 .04 1.24 .55 .92 .013 .00 .00 PIPE | | | | | | | | | | | | | 113.252 72.251 1.180 73.432 5.70 3.82 .23 73.66 .00 .92 1.23 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.634 .0061 .0034 .04 1.18 .61 .92 .013 .00 .00 PIPE | | | | | | | | | | | | | 124.886 72.323 1.126 73.448 5.70 4.01 .25 73.70 .00 .92 1.30 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.491 .0061 .0037 .04 1.13 .67 .92 .013 .00 .00 PIPE Page 1 Line B -1 S1.OUT | | | | | | | | | | | | | 135.377 72.387 1.076 73.462 5.70 4.20 .27 73.74 .00 .92 1.35 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.133 .0061 .0040 .01 1.08 .74 .92 .013 .00 .00 PIPE | | | | | | | | | | | | | 137.510 72.400 1.065 73.465 5.70 4.25 .28 73.75 .00 .92 1.36 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 2 Line B-1 S2.OUT 1 DOWNSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 1 1 143.510 72.170 .376 1.860 .347 .363 .000 .514 .00000 .000000 ELEMENT NO = 2 2 146.700 72.330 .514 1.860 .535 .315 .285 .514 .05016 .004929 ELEMENT NO = 2 2 146.670 72.328 .495 1.860 .509 .315 .285 .514 .05016 .005667 ELEMENT NO = 2 2 146.582 72.324 .478 1.860 .485 .317 .285 .514 .05016 .006469 ELEMENT NO = 2 2 146.429 72.316 .462 1.860 .462 .321 .285 .514 .05016 .007388 ELEMENT NO = 2 2 146.203 72.305 .446 1.860 .441 .325 .285 .514 .05016 .008438 ELEMENT NO = 2 2 145.896 72.290 .431 1.860 .420 .330 .285 .514 .05016 .009640 ELEMENT NO = 2 2 145.496 72.270 .417 1.860 .401 .337 .285 .514 .05016 .011015 ELEMENT NO = 2 2 144.989 72.244 .403 1.860 .382 .344 .285 .514 .05016 .012588 ELEMENT NO = 2 2 144.352 72.212 .389 1.860 .364 .353 .285 .514 .05016 .014390 ELEMENT NO = 2 2 143.561 72.173 .376 1.860 .347 .363 .285 .514 .05016 .016451 ELEMENT NO = 2 2 143.510 72.170 .376 1.860 .347 .363 .285 .514 .05016 .016463 ELEMENT NO = 3 6 146.700 72.330 .514 1.860 .535 .315 .000 .514 .00000 .000000 1 UPSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 1 1 143.510 72.170 1.242 1.860 1.565 .959 .000 .514 .00000 .000000 ELEMENT NO = 2 2 143.510 72.170 1.242 1.860 1.565 .959 .285 .514 .05016 .000308 ELEMENT NO = 2 2 144.702 72.230 1.180 1.860 1.492 .869 .285 .514 .05016 .000339 ELEMENT NO = 2 2 145.756 72.283 1.126 1.860 1.422 .792 .285 .514 .05016 .000377 ELEMENT NO = 2 2 146.700 72.330 1.076 1.860 1.357 .727 .285 .514 .05016 .000420 ELEMENT NO = 3 6 146.700 72.330 1.076 1.860 1.357 .727 .000 .514 .00000 .000000 1 JUMP PROCESSING DEBUGGING TRACE END OF JUMP PASS FILE: lineb1s2.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-19-2021 Time:10:33: 9 Marja Acres Storm Drain Line B-1 S2 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 143.510 72.170 1.242 73.412 1.86 1.19 .02 73.43 .00 .51 1.13 1.500 .000 .00 1 .0 Page 1 Line B-1 S2.OUT -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.192 .0502 .0003 .00 1.24 .18 .29 .013 .00 .00 PIPE | | | | | | | | | | | | | 144.702 72.230 1.180 73.410 1.86 1.25 .02 73.43 .00 .51 1.23 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.054 .0502 .0004 .00 1.18 .20 .29 .013 .00 .00 PIPE | | | | | | | | | | | | | 145.756 72.283 1.126 73.408 1.86 1.31 .03 73.43 .00 .51 1.30 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .944 .0502 .0004 .00 1.13 .22 .29 .013 .00 .00 PIPE | | | | | | | | | | | | | 146.700 72.330 1.076 73.406 1.86 1.37 .03 73.44 .00 .51 1.35 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 2 Line C.OUT 1 DOWNSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 1 1 102.000 66.660 .810 6.880 .974 1.846 .000 1.015 .00000 .000000 ELEMENT NO = 2 2 135.280 67.000 .713 6.880 .827 2.026 .879 1.015 .01022 .020461 ELEMENT NO = 2 2 127.439 66.920 .739 6.880 .868 1.966 .879 1.015 .01022 .018007 ELEMENT NO = 2 2 118.426 66.828 .768 6.880 .910 1.912 .879 1.015 .01022 .015859 ELEMENT NO = 2 2 107.589 66.717 .797 6.880 .955 1.865 .879 1.015 .01022 .013980 ELEMENT NO = 2 2 102.000 66.660 .810 6.880 .974 1.846 .879 1.015 .01022 .013253 ELEMENT NO = 3 3 139.280 67.330 .886 6.880 1.087 1.768 .000 1.015 .08250 .009968 ELEMENT NO = 3 3 135.280 67.000 .713 6.880 .827 2.026 .000 1.015 .08250 .020461 ELEMENT NO = 4 2 441.250 70.340 1.015 6.880 1.273 1.723 .886 1.015 .00997 .006695 ELEMENT NO = 4 2 439.931 70.327 .973 6.880 1.213 1.727 .886 1.015 .00997 .007551 ELEMENT NO = 4 2 434.307 70.271 .934 6.880 1.156 1.740 .886 1.015 .00997 .008511 ELEMENT NO = 4 2 414.257 70.071 .897 6.880 1.102 1.761 .886 1.015 .00997 .009610 ELEMENT NO = 4 2 375.550 69.685 .886 6.880 1.087 1.768 .886 1.015 .00997 .009968 ELEMENT NO = 4 2 139.280 67.330 .886 6.880 1.087 1.768 .886 1.015 .00997 .009968 ELEMENT NO = 5 6 441.250 70.340 1.015 6.880 1.273 1.723 .000 1.015 .00000 .000000 FILE: linec.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-19-2021 Time: 9:41: 9 Marja Acres Storm Drain Line C ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 102.000 66.660 .810 67.470 6.88 7.06 .77 68.25 .00 1.02 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.589 .0102 .0136 .08 .81 1.54 .88 .013 .00 .00 PIPE | | | | | | | | | | | | | 107.589 66.717 .797 67.514 6.88 7.21 .81 68.32 .00 1.02 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.837 .0102 .0149 .16 .80 1.59 .88 .013 .00 .00 PIPE | | | | | | | | | | | | | 118.426 66.828 .768 67.595 6.88 7.56 .89 68.48 .00 1.02 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.013 .0102 .0169 .15 .77 1.71 .88 .013 .00 .00 PIPE | | | | | | | | | | | | | Page 1 Line C.OUT 127.439 66.920 .739 67.659 6.88 7.93 .98 68.64 .00 1.02 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.841 .0102 .0192 .15 .74 1.84 .88 .013 .00 .00 PIPE | | | | | | | | | | | | | 135.280 67.000 .713 67.713 6.88 8.32 1.07 68.79 .00 1.02 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0825 .0152 .06 .71 1.97 .013 .00 .00 PIPE | | | | | | | | | | | | | 139.280 67.330 .886 68.216 6.88 6.33 .62 68.84 .00 1.02 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 236.270 .0100 .0100 2.36 .89 1.30 .89 .013 .00 .00 PIPE | | | | | | | | | | | | | 375.550 69.685 .886 70.571 6.88 6.33 .62 71.19 .00 1.02 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 38.707 .0100 .0098 .38 .89 1.30 .89 .013 .00 .00 PIPE | | | | | | | | | | | | | 414.257 70.071 .897 70.968 6.88 6.24 .60 71.57 .00 1.02 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 20.049 .0100 .0091 .18 .90 1.27 .89 .013 .00 .00 PIPE | | | | | | | | | | | | | 434.307 70.271 .934 71.204 6.88 5.95 .55 71.75 .00 1.02 1.45 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.624 .0100 .0080 .05 .93 1.18 .89 .013 .00 .00 PIPE FILE: linec.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 2 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-19-2021 Time: 9:41: 9 Marja Acres Storm Drain Line C ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 439.931 70.327 .973 71.299 6.88 5.67 .50 71.80 .00 1.02 1.43 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.319 .0100 .0071 .01 .97 1.09 .89 .013 .00 .00 PIPE | | | | | | | | | | | | | 441.250 70.340 1.350 71.690 6.88 5.40 .45 71.81 .00 1.02 1.40 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 2 Line D S1.OUT 1 DOWNSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 3 6 181.500 56.010 .643 4.520 1.067 .744 .000 .643 .00000 .000000 1 UPSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 1 1 100.000 55.600 2.500 4.520 1.571 1.975 .000 .643 .00000 .000000 ELEMENT NO = 2 2 100.000 55.600 2.500 4.520 1.571 1.975 .738 .643 .00503 .004024 ELEMENT NO = 2 2 181.500 56.010 2.418 4.520 1.571 1.910 .738 .643 .00503 .004024 ELEMENT NO = 3 6 181.500 56.010 2.418 4.520 1.571 1.910 .000 .643 .00000 .000000 FILE: lineds1.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-19-2021 Time: 8:45:14 Marja Acres Storm Drain Line D S1 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 100.000 55.600 2.500 58.100 4.52 2.88 .13 58.23 .00 .64 .00 1.000 .000 .00 2 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 81.500 .0050 .0040 .33 2.50 .00 .74 .013 .00 .00 PIPE | | | | | | | | | | | | | 181.500 56.010 2.418 58.428 4.52 2.88 .13 58.56 .00 .64 .00 1.000 .000 .00 2 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 1 Line D S2.OUT 1 DOWNSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 1 1 187.370 55.600 .655 9.840 .741 4.262 .000 1.210 .00000 .000000 ELEMENT NO = 2 2 213.430 57.570 .758 9.840 .896 3.644 .604 1.210 .07559 .033813 ELEMENT NO = 2 2 209.392 57.265 .731 9.840 .854 3.784 .604 1.210 .07559 .038401 ELEMENT NO = 2 2 204.204 56.873 .704 9.840 .815 3.934 .604 1.210 .07559 .043638 ELEMENT NO = 2 2 197.254 56.347 .679 9.840 .777 4.094 .604 1.210 .07559 .049628 ELEMENT NO = 2 2 187.370 55.600 .655 9.840 .741 4.262 .604 1.210 .07559 .056399 ELEMENT NO = 3 3 217.430 57.900 .803 9.840 .963 3.452 .000 1.210 .08250 .027916 ELEMENT NO = 3 3 213.430 57.570 .758 9.840 .896 3.644 .000 1.210 .08250 .033813 ELEMENT NO = 4 2 266.810 58.800 .645 9.840 .726 4.337 .919 1.210 .01823 .059535 ELEMENT NO = 4 2 260.568 58.686 .669 9.840 .762 4.162 .919 1.210 .01823 .052312 ELEMENT NO = 4 2 253.752 58.562 .693 9.840 .799 3.998 .919 1.210 .01823 .045986 ELEMENT NO = 4 2 246.228 58.425 .720 9.840 .838 3.844 .919 1.210 .01823 .040456 ELEMENT NO = 4 2 237.778 58.271 .747 9.840 .879 3.700 .919 1.210 .01823 .035613 ELEMENT NO = 4 2 228.058 58.094 .775 9.840 .922 3.567 .919 1.210 .01823 .031373 ELEMENT NO = 4 2 217.430 57.900 .803 9.840 .963 3.452 .919 1.210 .01823 .027916 ELEMENT NO = 5 3 272.810 59.130 .642 9.840 .722 4.358 .000 1.210 .05500 .060460 ELEMENT NO = 5 3 266.810 58.800 .645 9.840 .726 4.337 .000 1.210 .05500 .059535 ELEMENT NO = 6 2 312.550 62.400 1.210 9.840 1.527 2.810 .590 1.210 .08228 .009038 ELEMENT NO = 6 2 312.459 62.392 1.151 9.840 1.455 2.820 .590 1.210 .08228 .010016 ELEMENT NO = 6 2 312.195 62.371 1.099 9.840 1.388 2.846 .590 1.210 .08228 .011156 ELEMENT NO = 6 2 311.765 62.335 1.051 9.840 1.323 2.887 .590 1.210 .08228 .012480 ELEMENT NO = 6 2 311.161 62.286 1.007 9.840 1.261 2.941 .590 1.210 .08228 .014007 ELEMENT NO = 6 2 310.372 62.221 .966 9.840 1.203 3.007 .590 1.210 .08228 .015761 ELEMENT NO = 6 2 309.376 62.139 .927 9.840 1.147 3.084 .590 1.210 .08228 .017770 ELEMENT NO = 6 2 308.146 62.038 .891 9.840 1.093 3.171 .590 1.210 .08228 .020071 ELEMENT NO = 6 2 306.646 61.914 .856 9.840 1.042 3.268 .590 1.210 .08228 .022701 ELEMENT NO = 6 2 304.824 61.764 .824 9.840 .994 3.376 .590 1.210 .08228 .025709 ELEMENT NO = 6 2 302.615 61.582 .793 9.840 .948 3.494 .590 1.210 .08228 .029141 ELEMENT NO = 6 2 299.918 61.361 .763 9.840 .904 3.621 .590 1.210 .08228 .033065 ELEMENT NO = 6 2 296.595 61.087 .735 9.840 .862 3.759 .590 1.210 .08228 .037548 ELEMENT NO = 6 2 292.428 60.744 .709 9.840 .821 3.907 .590 1.210 .08228 .042664 ELEMENT NO = 6 2 287.051 60.302 .683 9.840 .783 4.065 .590 1.210 .08228 .048515 ELEMENT NO = 6 2 279.802 59.705 .659 9.840 .747 4.234 .590 1.210 .08228 .055192 ELEMENT NO = 6 2 272.810 59.130 .642 9.840 .722 4.358 .590 1.210 .08228 .060460 ELEMENT NO = 7 3 316.550 62.730 .587 9.840 2.288 1.969 .000 .587 .08250 .004142 ELEMENT NO = 8 2 347.840 63.670 1.210 9.840 1.527 2.810 .786 1.210 .03004 .009038 ELEMENT NO = 8 2 347.516 63.660 1.151 9.840 1.455 2.820 .786 1.210 .03004 .010016 ELEMENT NO = 8 2 346.545 63.631 1.099 9.840 1.388 2.846 .786 1.210 .03004 .011156 ELEMENT NO = 8 2 344.883 63.581 1.051 9.840 1.323 2.887 .786 1.210 .03004 .012480 Page 1 Line D S2.OUT ELEMENT NO = 8 2 342.400 63.507 1.007 9.840 1.261 2.941 .786 1.210 .03004 .014007 ELEMENT NO = 8 2 338.891 63.401 .966 9.840 1.203 3.007 .786 1.210 .03004 .015761 ELEMENT NO = 8 2 333.976 63.254 .927 9.840 1.147 3.084 .786 1.210 .03004 .017770 ELEMENT NO = 8 2 326.968 63.043 .891 9.840 1.093 3.171 .786 1.210 .03004 .020071 ELEMENT NO = 8 2 316.550 62.730 .857 9.840 1.043 3.267 .786 1.210 .03004 .022671 ELEMENT NO = 9 3 353.840 64.000 .587 9.840 2.288 1.969 .000 .587 .05500 .004142 1 DOWNSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 10 2 497.100 66.330 .587 9.840 .641 4.852 .955 1.210 .01626 .083916 ELEMENT NO = 10 2 492.111 66.249 .608 9.840 .672 4.647 .955 1.210 .01626 .073642 ELEMENT NO = 10 2 486.803 66.163 .630 9.840 .705 4.454 .955 1.210 .01626 .064657 ELEMENT NO = 10 2 481.133 66.070 .653 9.840 .739 4.272 .955 1.210 .01626 .056797 ELEMENT NO = 10 2 475.037 65.971 .678 9.840 .775 4.101 .955 1.210 .01626 .049916 ELEMENT NO = 10 2 468.436 65.864 .703 9.840 .813 3.941 .955 1.210 .01626 .043893 ELEMENT NO = 10 2 461.215 65.746 .729 9.840 .853 3.791 .955 1.210 .01626 .038617 ELEMENT NO = 10 2 453.221 65.616 .757 9.840 .894 3.651 .955 1.210 .01626 .034005 ELEMENT NO = 10 2 444.197 65.470 .786 9.840 .938 3.521 .955 1.210 .01626 .029965 ELEMENT NO = 10 2 433.736 65.299 .817 9.840 .984 3.401 .955 1.210 .01626 .026428 ELEMENT NO = 10 2 421.074 65.094 .849 9.840 1.032 3.291 .955 1.210 .01626 .023332 ELEMENT NO = 10 2 404.545 64.825 .883 9.840 1.082 3.191 .955 1.210 .01626 .020624 ELEMENT NO = 10 2 379.068 64.410 .919 9.840 1.135 3.102 .955 1.210 .01626 .018253 ELEMENT NO = 10 2 353.840 64.000 .938 9.840 1.163 3.060 .955 1.210 .01626 .017154 ELEMENT NO = 11 6 497.100 66.330 .587 9.840 2.292 1.969 .000 .587 .00000 .000000 1 UPSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 1 1 187.370 55.600 2.500 9.840 1.767 4.794 .000 1.210 .00000 .000000 ELEMENT NO = 2 2 187.370 55.600 2.500 9.840 1.767 4.794 .604 1.210 .07559 .008775 ELEMENT NO = 2 2 202.336 56.731 1.500 9.840 1.767 3.027 .604 1.210 .07559 .008583 ELEMENT NO = 2 2 203.669 56.832 1.361 9.840 1.685 2.869 .604 1.210 .07559 .007678 ELEMENT NO = 2 2 204.080 56.863 1.280 9.840 1.606 2.823 .604 1.210 .07559 .008215 ELEMENT NO = 2 2 204.205 56.873 1.214 9.840 1.532 2.810 .604 1.210 .07559 .008987 ELEMENT NO = 2 2 204.205 56.873 1.210 9.840 1.527 2.810 .604 1.210 .07559 .008947 ELEMENT NO = 7 3 312.550 62.400 1.210 9.840 1.527 2.810 .000 1.210 .08250 .009038 ELEMENT NO = 7 3 316.550 62.730 1.501 9.840 5.950 4.931 .000 .587 .08250 .000257 ELEMENT NO = 8 2 316.550 62.730 1.501 9.840 1.767 3.029 .786 1.210 .03004 .008775 ELEMENT NO = 8 2 316.612 62.732 1.500 9.840 1.767 3.027 .786 1.210 .03004 .008583 ELEMENT NO = 8 2 320.717 62.855 1.361 9.840 1.685 2.869 .786 1.210 .03004 .007678 ELEMENT NO = 8 2 321.977 62.893 1.280 9.840 1.606 2.823 .786 1.210 .03004 .008215 ELEMENT NO = 8 2 322.366 62.905 1.214 9.840 1.532 2.810 .786 1.210 .03004 .008987 ELEMENT NO = 8 2 322.368 62.905 1.210 9.840 1.527 2.810 .786 1.210 .03004 .008947 Page 2 Line D S2.OUT ELEMENT NO = 9 3 347.840 63.670 1.210 9.840 1.527 2.810 .000 1.210 .05500 .009038 ELEMENT NO = 9 3 353.840 64.000 1.511 9.840 5.988 4.984 .000 .587 .05500 .000253 ELEMENT NO = 10 2 353.840 64.000 1.511 9.840 1.767 3.046 .955 1.210 .01626 .008775 ELEMENT NO = 10 2 355.270 64.023 1.500 9.840 1.767 3.027 .955 1.210 .01626 .008583 ELEMENT NO = 10 2 366.328 64.203 1.361 9.840 1.685 2.869 .955 1.210 .01626 .007678 ELEMENT NO = 10 2 369.675 64.258 1.280 9.840 1.606 2.823 .955 1.210 .01626 .008215 ELEMENT NO = 10 2 370.763 64.275 1.214 9.840 1.532 2.810 .955 1.210 .01626 .008987 ELEMENT NO = 10 2 370.768 64.275 1.210 9.840 1.527 2.810 .955 1.210 .01626 .008947 FILE: lineds2.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-19-2021 Time: 9: 5: 4 Marja Acres Storm Drain Line D ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 187.370 55.600 2.500 58.100 9.84 5.57 .48 58.58 .00 1.21 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.263 .0756 .0088 .05 2.50 .00 .60 .013 .00 .00 PIPE | | | | | | | | | | | | | 192.633 55.998 2.141 58.139 9.84 5.57 .48 58.62 .00 1.21 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 192.633 55.998 .667 56.665 9.84 12.96 2.61 59.27 .00 1.21 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.621 .0756 .0512 .24 .67 3.20 .60 .013 .00 .00 PIPE | | | | | | | | | | | | | 197.254 56.347 .679 57.026 9.84 12.67 2.49 59.52 .00 1.21 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.950 .0756 .0466 .32 .68 3.10 .60 .013 .00 .00 PIPE | | | | | | | | | | | | | 204.204 56.873 .704 57.576 9.84 12.08 2.27 59.84 .00 1.21 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.188 .0756 .0410 .21 .70 2.89 .60 .013 .00 .00 PIPE | | | | | | | | | | | | | 209.392 57.265 .731 57.995 9.84 11.52 2.06 60.06 .00 1.21 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.038 .0756 .0361 .15 .73 2.69 .60 .013 .00 .00 PIPE | | | | | | | | | | | | | 213.430 57.570 .758 58.328 9.84 10.98 1.87 60.20 .00 1.21 1.50 1.500 .000 .00 1 .0 Page 3 Line D S2.OUT -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0825 .0309 .12 .76 2.50 .013 .00 .00 PIPE | | | | | | | | | | | | | 217.430 57.900 .803 58.703 9.84 10.22 1.62 60.32 .00 1.21 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.628 .0182 .0296 .32 .80 2.24 .92 .013 .00 .00 PIPE | | | | | | | | | | | | | 228.058 58.094 .775 58.869 9.84 10.68 1.77 60.64 .00 1.21 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.720 .0182 .0335 .33 .78 2.40 .92 .013 .00 .00 PIPE FILE: lineds2.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 2 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-19-2021 Time: 9: 5: 4 Marja Acres Storm Drain Line D ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 237.778 58.271 .747 59.018 9.84 11.20 1.95 60.96 .00 1.21 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.450 .0182 .0380 .32 .75 2.58 .92 .013 .00 .00 PIPE | | | | | | | | | | | | | 246.228 58.425 .720 59.144 9.84 11.74 2.14 61.29 .00 1.21 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.524 .0182 .0432 .33 .72 2.77 .92 .013 .00 .00 PIPE | | | | | | | | | | | | | 253.752 58.562 .693 59.255 9.84 12.32 2.36 61.61 .00 1.21 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.816 .0182 .0491 .34 .69 2.97 .92 .013 .00 .00 PIPE | | | | | | | | | | | | | 260.568 58.686 .669 59.355 9.84 12.92 2.59 61.95 .00 1.21 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.242 .0182 .0559 .35 .67 3.19 .92 .013 .00 .00 PIPE | | | | | | | | | | | | | 266.810 58.800 .645 59.445 9.84 13.55 2.85 62.30 .00 1.21 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0550 .0600 .36 .64 3.41 .013 .00 .00 PIPE | | | | | | | | | | | | | 272.810 59.130 .642 59.772 9.84 13.63 2.88 62.65 .00 1.21 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.992 .0823 .0578 .40 .64 3.44 .59 .013 .00 .00 PIPE | | | | | | | | | | | | | 279.802 59.705 .659 60.364 9.84 13.18 2.70 63.06 .00 1.21 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 4 Line D S2.OUT 7.249 .0823 .0519 .38 .66 3.28 .59 .013 .00 .00 PIPE | | | | | | | | | | | | | 287.051 60.302 .683 60.985 9.84 12.56 2.45 63.44 .00 1.21 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.377 .0823 .0456 .25 .68 3.06 .59 .013 .00 .00 PIPE | | | | | | | | | | | | | 292.428 60.744 .709 61.453 9.84 11.98 2.23 63.68 .00 1.21 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.167 .0823 .0401 .17 .71 2.85 .59 .013 .00 .00 PIPE FILE: lineds2.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 3 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-19-2021 Time: 9: 5: 4 Marja Acres Storm Drain Line D ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 296.595 61.087 .735 61.822 9.84 11.42 2.03 63.85 .00 1.21 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.324 .0823 .0353 .12 .74 2.66 .59 .013 .00 .00 PIPE | | | | | | | | | | | | | 299.918 61.361 .763 62.124 9.84 10.89 1.84 63.97 .00 1.21 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.696 .0823 .0311 .08 .76 2.47 .59 .013 .00 .00 PIPE | | | | | | | | | | | | | 302.615 61.582 .793 62.375 9.84 10.38 1.67 64.05 .00 1.21 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.209 .0823 .0274 .06 .79 2.30 .59 .013 .00 .00 PIPE | | | | | | | | | | | | | 304.824 61.764 .824 62.588 9.84 9.90 1.52 64.11 .00 1.21 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.822 .0823 .0242 .04 .82 2.14 .59 .013 .00 .00 PIPE | | | | | | | | | | | | | 306.646 61.914 .856 62.770 9.84 9.44 1.38 64.15 .00 1.21 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.500 .0823 .0214 .03 .86 1.99 .59 .013 .00 .00 PIPE | | | | | | | | | | | | | 308.146 62.038 .891 62.928 9.84 9.00 1.26 64.19 .00 1.21 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.230 .0823 .0189 .02 .89 1.84 .59 .013 .00 .00 PIPE | | | | | | | | | | | | | 309.376 62.139 .927 63.066 9.84 8.58 1.14 64.21 .00 1.21 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .996 .0823 .0168 .02 .93 1.70 .59 .013 .00 .00 PIPE Page 5 Line D S2.OUT | | | | | | | | | | | | | 310.372 62.221 .966 63.187 9.84 8.18 1.04 64.23 .00 1.21 1.44 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .789 .0823 .0149 .01 .97 1.58 .59 .013 .00 .00 PIPE | | | | | | | | | | | | | 311.161 62.286 1.007 63.293 9.84 7.80 .94 64.24 .00 1.21 1.41 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .604 .0823 .0132 .01 1.01 1.45 .59 .013 .00 .00 PIPE FILE: lineds2.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 4 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-19-2021 Time: 9: 5: 4 Marja Acres Storm Drain Line D ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 311.765 62.335 1.051 63.387 9.84 7.44 .86 64.25 .00 1.21 1.37 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .430 .0823 .0118 .01 1.05 1.34 .59 .013 .00 .00 PIPE | | | | | | | | | | | | | 312.195 62.371 1.099 63.470 9.84 7.09 .78 64.25 .00 1.21 1.33 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .264 .0823 .0106 .00 1.10 1.22 .59 .013 .00 .00 PIPE | | | | | | | | | | | | | 312.459 62.392 1.151 63.544 9.84 6.76 .71 64.25 .00 1.21 1.27 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .091 .0823 .0095 .00 1.15 1.11 .59 .013 .00 .00 PIPE | | | | | | | | | | | | | 312.550 62.400 1.210 63.610 9.84 6.44 .64 64.25 .00 1.21 1.18 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0825 .0046 .02 1.21 1.00 .013 -.33 .00 PIPE | | | | | | | | | | | | | 316.550 62.730 1.501 64.231 9.84 1.65 .04 64.27 .00 .59 4.00 16.610 4.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- | | | | | | | | | | | | | 316.550 62.730 .857 63.587 9.84 9.43 1.38 64.97 .00 1.21 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.418 .0300 .0214 .22 .86 1.98 .79 .013 .00 .00 PIPE | | | | | | | | | | | | | 326.968 63.043 .891 63.934 9.84 9.00 1.26 65.19 .00 1.21 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.008 .0300 .0189 .13 .89 1.84 .79 .013 .00 .00 PIPE | | | | | | | | | | | | | Page 6 Line D S2.OUT 333.976 63.254 .927 64.181 9.84 8.58 1.14 65.32 .00 1.21 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.914 .0300 .0168 .08 .93 1.70 .79 .013 .00 .00 PIPE | | | | | | | | | | | | | 338.891 63.401 .966 64.367 9.84 8.18 1.04 65.41 .00 1.21 1.44 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.509 .0300 .0149 .05 .97 1.58 .79 .013 .00 .00 PIPE FILE: lineds2.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 5 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-19-2021 Time: 9: 5: 4 Marja Acres Storm Drain Line D ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 342.400 63.507 1.007 64.514 9.84 7.80 .94 65.46 .00 1.21 1.41 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.483 .0300 .0132 .03 1.01 1.45 .79 .013 .00 .00 PIPE | | | | | | | | | | | | | 344.883 63.581 1.051 64.632 9.84 7.44 .86 65.49 .00 1.21 1.37 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.662 .0300 .0118 .02 1.05 1.34 .79 .013 .00 .00 PIPE | | | | | | | | | | | | | 346.545 63.631 1.099 64.730 9.84 7.09 .78 65.51 .00 1.21 1.33 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .971 .0300 .0106 .01 1.10 1.22 .79 .013 .00 .00 PIPE | | | | | | | | | | | | | 347.516 63.660 1.151 64.811 9.84 6.76 .71 65.52 .00 1.21 1.27 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .324 .0300 .0095 .00 1.15 1.11 .79 .013 .00 .00 PIPE | | | | | | | | | | | | | 347.840 63.670 1.210 64.880 9.84 6.44 .64 65.52 .00 1.21 1.18 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0550 .0046 .03 1.21 1.00 .013 -.33 .00 PIPE | | | | | | | | | | | | | 353.840 64.000 1.511 65.511 9.84 1.64 .04 65.55 .00 .59 4.00 15.990 4.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- | | | | | | | | | | | | | 353.840 64.000 .938 64.938 9.84 8.46 1.11 66.05 .00 1.21 1.45 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 25.228 .0163 .0177 .45 .94 1.67 .96 .013 .00 .00 PIPE | | | | | | | | | | | | | 379.068 64.410 .919 65.329 9.84 8.67 1.17 66.50 .00 1.21 1.46 1.500 .000 .00 1 .0 Page 7 Line D S2.OUT -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 25.477 .0163 .0194 .50 .92 1.73 .96 .013 .00 .00 PIPE | | | | | | | | | | | | | 404.545 64.825 .883 65.708 9.84 9.10 1.28 66.99 .00 1.21 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 16.530 .0163 .0220 .36 .88 1.87 .96 .013 .00 .00 PIPE FILE: lineds2.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 6 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-19-2021 Time: 9: 5: 4 Marja Acres Storm Drain Line D ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 421.074 65.094 .849 65.942 9.84 9.54 1.41 67.36 .00 1.21 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 12.661 .0163 .0249 .32 .85 2.02 .96 .013 .00 .00 PIPE | | | | | | | | | | | | | 433.736 65.299 .817 66.116 9.84 10.00 1.55 67.67 .00 1.21 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.461 .0163 .0282 .29 .82 2.17 .96 .013 .00 .00 PIPE | | | | | | | | | | | | | 444.197 65.470 .786 66.256 9.84 10.49 1.71 67.97 .00 1.21 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.024 .0163 .0320 .29 .79 2.34 .96 .013 .00 .00 PIPE | | | | | | | | | | | | | 453.221 65.616 .757 66.373 9.84 11.01 1.88 68.25 .00 1.21 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.994 .0163 .0363 .29 .76 2.51 .96 .013 .00 .00 PIPE | | | | | | | | | | | | | 461.215 65.746 .729 66.476 9.84 11.54 2.07 68.54 .00 1.21 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.221 .0163 .0413 .30 .73 2.70 .96 .013 .00 .00 PIPE | | | | | | | | | | | | | 468.436 65.864 .703 66.567 9.84 12.11 2.28 68.84 .00 1.21 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.601 .0163 .0469 .31 .70 2.90 .96 .013 .00 .00 PIPE | | | | | | | | | | | | | 475.037 65.971 .678 66.649 9.84 12.70 2.50 69.15 .00 1.21 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.096 .0163 .0534 .33 .68 3.11 .96 .013 .00 .00 PIPE | | | | | | | | | | | | | 481.133 66.070 .653 66.724 9.84 13.32 2.75 69.48 .00 1.21 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 8 Line D S2.OUT 5.671 .0163 .0607 .34 .65 3.33 .96 .013 .00 .00 PIPE | | | | | | | | | | | | | 486.803 66.163 .630 66.793 9.84 13.97 3.03 69.82 .00 1.21 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.307 .0163 .0691 .37 .63 3.57 .96 .013 .00 .00 PIPE FILE: lineds2.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 7 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-19-2021 Time: 9: 5: 4 Marja Acres Storm Drain Line D ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 492.111 66.249 .608 66.857 9.84 14.65 3.33 70.19 .00 1.21 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.989 .0163 .0788 .39 .61 3.82 .96 .013 .00 .00 PIPE | | | | | | | | | | | | | 497.100 66.330 1.140 67.470 9.84 15.36 3.66 70.58 .00 1.21 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 9 Line E.OUT 1 DOWNSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 1 1 89.710 45.480 1.634 48.760 3.935 21.512 .000 2.273 .00000 .000000 ELEMENT NO = 2 2 92.000 45.520 1.635 48.760 3.938 21.503 1.593 2.273 .01747 .016056 ELEMENT NO = 2 2 89.710 45.480 1.634 48.760 3.935 21.512 1.593 2.273 .01747 .016083 ELEMENT NO = 3 3 100.000 45.690 2.283 48.760 4.701 20.795 .000 2.283 .02125 .012314 ELEMENT NO = 3 3 92.000 45.520 1.635 48.760 3.938 21.503 .000 2.273 .02125 .016056 NO COMPUTATION FOR ELEMENT NUMBER 4 ELEMENT NO = 5 3 122.080 45.890 1.270 16.610 2.504 4.773 .000 1.377 .02750 .621969 ELEMENT NO = 6 2 186.300 46.200 1.016 16.610 1.872 5.373 1.371 1.377 .00483 .013651 ELEMENT NO = 6 2 177.029 46.155 1.053 16.610 1.963 5.231 1.371 1.377 .00483 .011986 ELEMENT NO = 6 2 167.328 46.108 1.091 16.610 2.059 5.106 1.371 1.377 .00483 .010528 ELEMENT NO = 6 2 157.161 46.059 1.132 16.610 2.159 4.998 1.371 1.377 .00483 .009253 ELEMENT NO = 6 2 146.500 46.008 1.174 16.610 2.265 4.906 1.371 1.377 .00483 .008137 ELEMENT NO = 6 2 135.286 45.954 1.218 16.610 2.375 4.833 1.371 1.377 .00483 .007160 ELEMENT NO = 6 2 123.407 45.896 1.265 16.610 2.491 4.778 1.371 1.377 .00483 .006305 ELEMENT NO = 6 2 122.080 45.890 1.270 16.610 2.504 4.773 1.371 1.377 .00483 .006220 ELEMENT NO = 7 3 190.300 46.300 1.469 16.610 2.473 5.084 .000 1.469 .02500 .006815 ELEMENT NO = 7 3 186.300 46.200 1.016 16.610 1.872 5.373 .000 1.377 .02500 .013651 ELEMENT NO = 8 2 272.940 46.720 1.315 16.610 2.190 5.172 1.699 1.469 .00508 .009125 ELEMENT NO = 8 2 266.059 46.685 1.372 16.610 2.297 5.118 1.699 1.469 .00508 .008119 ELEMENT NO = 8 2 261.197 46.660 1.433 16.610 2.409 5.088 1.699 1.469 .00508 .007245 ELEMENT NO = 8 2 260.271 46.656 1.469 16.610 2.473 5.084 1.699 1.469 .00508 .006815 ELEMENT NO = 9 3 276.940 46.790 1.469 16.610 2.473 5.084 .000 1.469 .01750 .006815 ELEMENT NO = 9 3 272.940 46.720 1.315 16.610 2.190 5.172 .000 1.469 .01750 .009125 NO COMPUTATION FOR ELEMENT NUMBER 10 ELEMENT NO = 11 6 373.620 47.270 1.469 16.610 2.473 5.084 .000 1.469 .00000 .000000 1 UPSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT NO COMPUTATION FOR ELEMENT NUMBER 1 NO COMPUTATION FOR ELEMENT NUMBER 2 NO COMPUTATION FOR ELEMENT NUMBER 3 ELEMENT NO = 4 2 100.000 45.690 2.283 48.760 4.701 20.795 2.500 2.283 .00498 .012314 Page 1 Line E.OUT ELEMENT NO = 4 2 110.014 45.740 2.500 48.760 4.909 21.178 2.500 2.283 .00498 .013378 ELEMENT NO = 4 2 118.080 45.780 2.574 48.760 4.909 21.540 2.500 2.283 .00498 .014132 ELEMENT NO = 5 3 118.080 45.780 2.574 48.760 4.909 21.540 .000 2.283 .02750 1.413176 ELEMENT NO = 5 3 122.080 45.890 8.327 16.610 4.909 36.484 .000 1.377 .02750 .163986 ELEMENT NO = 6 2 122.080 45.890 8.327 16.610 4.909 36.484 1.371 1.377 .00483 .001640 ELEMENT NO = 6 2 186.300 46.200 8.122 16.610 4.909 35.479 1.371 1.377 .00483 .001640 ELEMENT NO = 7 3 186.300 46.200 8.122 16.610 4.909 35.479 .000 1.377 .02500 .001640 ELEMENT NO = 7 3 190.300 46.300 7.792 16.610 3.142 24.066 .000 1.469 .02500 .005391 ELEMENT NO = 8 2 190.300 46.300 7.792 16.610 3.142 24.066 1.699 1.469 .00508 .005391 ELEMENT NO = 8 2 272.940 46.720 7.818 16.610 3.142 24.146 1.699 1.469 .00508 .005391 ELEMENT NO = 9 3 272.940 46.720 7.818 16.610 3.142 24.146 .000 1.469 .01750 .005391 ELEMENT NO = 9 3 276.940 46.790 7.769 16.610 3.142 23.994 .000 1.469 .01750 .005391 ELEMENT NO = 10 2 276.940 46.790 7.769 16.610 3.142 23.994 1.727 1.469 .00496 .005391 ELEMENT NO = 10 2 373.620 47.270 7.811 16.610 3.142 24.123 1.727 1.469 .00496 .005391 ELEMENT NO = 11 6 373.620 47.270 7.811 16.610 3.142 24.123 .000 1.469 .00000 .000000 FILE: line.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-21-2021 Time: 0:30:19 Marja Acres Storm Drain Line E ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 89.710 45.480 1.634 47.114 48.76 12.39 2.38 49.50 .00 2.27 2.99 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.290 .0175 .0161 .04 1.63 1.90 1.59 .013 .00 .00 PIPE | | | | | | | | | | | | | 92.000 45.520 1.635 47.155 48.76 12.38 2.38 49.54 .00 2.27 2.99 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0212 .0142 .11 1.63 1.90 .013 .00 .00 PIPE | | | | | | | | | | | | | 100.000 45.690 2.283 47.973 48.76 10.37 1.67 49.64 .00 2.28 1.41 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.014 .0050 .0128 .13 2.28 1.00 2.50 .013 .00 .00 PIPE | | | | | | | | | | | | | 110.014 45.740 2.500 48.240 48.76 9.93 1.53 49.77 .00 2.28 .00 2.500 .000 .00 1 .0 Page 2 Line E.OUT -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.066 .0050 .0138 .11 2.50 .00 2.50 .013 .00 .00 PIPE | | | | | | | | | | | | | 118.080 45.780 2.574 48.354 48.76 9.93 1.53 49.89 .00 2.28 .00 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0275 .7886 3.15 .00 .00 .130 .00 .00 PIPE | | | | | | | | | | | | | 122.080 45.890 8.327 54.217 16.61 3.38 .18 54.39 .00 1.38 .00 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 64.220 .0048 .0016 .11 8.33 .00 1.37 .013 .00 .00 PIPE | | | | | | | | | | | | | 186.300 46.200 8.122 54.322 16.61 3.38 .18 54.50 .00 1.38 .00 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0250 .0035 .01 8.12 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 190.300 46.300 7.792 54.092 16.61 5.29 .43 54.53 .00 1.47 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 82.640 .0051 .0054 .45 7.79 .00 1.70 .013 .00 .00 PIPE | | | | | | | | | | | | | 272.940 46.720 7.818 54.538 16.61 5.29 .43 54.97 .00 1.47 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0175 .0054 .02 7.82 .00 .013 .00 .00 PIPE FILE: line.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 2 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-21-2021 Time: 0:30:19 Marja Acres Storm Drain Line E ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 276.940 46.790 7.769 54.559 16.61 5.29 .43 54.99 .00 1.47 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 96.680 .0050 .0054 .52 7.77 .00 1.73 .013 .00 .00 PIPE | | | | | | | | | | | | | 373.620 47.270 7.811 55.081 16.61 5.29 .43 55.51 .00 1.47 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 3 Line F.OUT 1 DOWNSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 1 1 100.000 63.750 .261 2.510 .163 1.215 .000 .679 .00000 .000000 ELEMENT NO = 2 2 129.320 70.810 .406 2.510 .299 .704 .256 .679 .24079 .041319 ELEMENT NO = 2 2 128.838 70.694 .392 2.510 .286 .732 .256 .679 .24079 .047074 ELEMENT NO = 2 2 128.279 70.559 .378 2.510 .272 .762 .256 .679 .24079 .053664 ELEMENT NO = 2 2 127.631 70.403 .365 2.510 .260 .793 .256 .679 .24079 .061193 ELEMENT NO = 2 2 126.874 70.221 .353 2.510 .247 .827 .256 .679 .24079 .069799 ELEMENT NO = 2 2 125.985 70.007 .341 2.510 .236 .863 .256 .679 .24079 .079641 ELEMENT NO = 2 2 124.931 69.753 .329 2.510 .225 .901 .256 .679 .24079 .090884 ELEMENT NO = 2 2 123.662 69.448 .318 2.510 .215 .941 .256 .679 .24079 .103755 ELEMENT NO = 2 2 122.105 69.073 .307 2.510 .205 .983 .256 .679 .24079 .118501 ELEMENT NO = 2 2 120.142 68.600 .297 2.510 .195 1.027 .256 .679 .24079 .135340 ELEMENT NO = 2 2 117.562 67.979 .287 2.510 .186 1.074 .256 .679 .24079 .154612 ELEMENT NO = 2 2 113.924 67.103 .277 2.510 .177 1.124 .256 .679 .24079 .176679 ELEMENT NO = 2 2 108.060 65.691 .268 2.510 .169 1.177 .256 .679 .24079 .201908 ELEMENT NO = 2 2 100.000 63.750 .261 2.510 .163 1.215 .256 .679 .24079 .221940 ELEMENT NO = 3 3 133.320 71.140 .444 2.510 .337 .644 .000 .679 .08250 .029983 ELEMENT NO = 3 3 129.320 70.810 .406 2.510 .299 .704 .000 .679 .08250 .041319 ELEMENT NO = 4 2 171.010 72.270 .439 2.510 .332 .651 .444 .679 .02998 .031207 ELEMENT NO = 4 2 137.006 71.251 .444 2.510 .337 .644 .444 .679 .02998 .029983 ELEMENT NO = 4 2 133.320 71.140 .444 2.510 .337 .644 .444 .679 .02998 .029983 ELEMENT NO = 5 3 172.010 72.600 .624 2.510 .516 .519 .000 .679 .33000 .009758 ELEMENT NO = 5 3 171.010 72.270 .439 2.510 .332 .651 .000 .679 .33000 .031207 ELEMENT NO = 6 2 250.920 73.370 .679 2.510 .567 .514 .624 .679 .00976 .007691 ELEMENT NO = 6 2 249.280 73.354 .650 2.510 .540 .515 .624 .679 .00976 .008684 ELEMENT NO = 6 2 235.933 73.224 .624 2.510 .516 .519 .624 .679 .00976 .009758 ELEMENT NO = 6 2 172.010 72.600 .624 2.510 .516 .519 .624 .679 .00976 .009758 ELEMENT NO = 7 6 250.920 73.370 .679 2.510 .567 .514 .000 .679 .00000 .000000 FILE: linef.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-20-2021 Time: 9:55:23 Marja Acres Storm Drain Line F ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* Page 1 Line F.OUT | | | | | | | | | | | | | 100.000 63.750 .261 64.011 2.51 15.36 3.66 67.67 .00 .68 .88 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.060 .2408 .2119 1.71 .26 6.28 .26 .013 .00 .00 PIPE | | | | | | | | | | | | | 108.060 65.691 .268 65.958 2.51 14.85 3.42 69.38 .00 .68 .89 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.864 .2408 .1893 1.11 .27 5.99 .26 .013 .00 .00 PIPE | | | | | | | | | | | | | 113.924 67.103 .277 67.380 2.51 14.16 3.11 70.49 .00 .68 .89 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.638 .2408 .1656 .60 .28 5.61 .26 .013 .00 .00 PIPE | | | | | | | | | | | | | 117.562 67.979 .287 68.265 2.51 13.50 2.83 71.09 .00 .68 .90 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.580 .2408 .1450 .37 .29 5.25 .26 .013 .00 .00 PIPE | | | | | | | | | | | | | 120.142 68.600 .297 68.897 2.51 12.87 2.57 71.47 .00 .68 .91 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.962 .2408 .1269 .25 .30 4.91 .26 .013 .00 .00 PIPE | | | | | | | | | | | | | 122.105 69.073 .307 69.379 2.51 12.27 2.34 71.72 .00 .68 .92 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.557 .2408 .1111 .17 .31 4.59 .26 .013 .00 .00 PIPE | | | | | | | | | | | | | 123.662 69.448 .318 69.765 2.51 11.70 2.13 71.89 .00 .68 .93 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.269 .2408 .0973 .12 .32 4.30 .26 .013 .00 .00 PIPE | | | | | | | | | | | | | 124.931 69.753 .329 70.082 2.51 11.16 1.93 72.01 .00 .68 .94 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.054 .2408 .0853 .09 .33 4.02 .26 .013 .00 .00 PIPE | | | | | | | | | | | | | 125.985 70.007 .341 70.347 2.51 10.64 1.76 72.10 .00 .68 .95 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .889 .2408 .0747 .07 .34 3.76 .26 .013 .00 .00 PIPE FILE: linef.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 2 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-20-2021 Time: 9:55:23 Marja Acres Storm Drain Line F ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | Page 2 Line F.OUT 126.874 70.221 .353 70.574 2.51 10.14 1.60 72.17 .00 .68 .96 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .756 .2408 .0655 .05 .35 3.51 .26 .013 .00 .00 PIPE | | | | | | | | | | | | | 127.631 70.403 .365 70.768 2.51 9.67 1.45 72.22 .00 .68 .96 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .648 .2408 .0574 .04 .37 3.28 .26 .013 .00 .00 PIPE | | | | | | | | | | | | | 128.279 70.559 .378 70.938 2.51 9.22 1.32 72.26 .00 .68 .97 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .559 .2408 .0504 .03 .38 3.07 .26 .013 .00 .00 PIPE | | | | | | | | | | | | | 128.838 70.694 .392 71.086 2.51 8.79 1.20 72.29 .00 .68 .98 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .482 .2408 .0442 .02 .39 2.86 .26 .013 .00 .00 PIPE | | | | | | | | | | | | | 129.320 70.810 .406 71.216 2.51 8.38 1.09 72.31 .00 .68 .98 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0825 .0357 .14 .41 2.68 .013 .00 .00 PIPE | | | | | | | | | | | | | 133.320 71.140 .444 71.584 2.51 7.45 .86 72.45 .00 .68 .99 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.686 .0300 .0300 .11 .44 2.26 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 137.006 71.251 .444 71.695 2.51 7.45 .86 72.56 .00 .68 .99 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 34.004 .0300 .0306 1.04 .44 2.26 .44 .013 .00 .00 PIPE | | | | | | | | | | | | | 171.010 72.270 .439 72.709 2.51 7.56 .89 73.60 .00 .68 .99 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .3300 .0205 .02 .44 2.30 .013 .00 .00 PIPE | | | | | | | | | | | | | 172.010 72.600 .624 73.224 2.51 4.87 .37 73.59 .00 .68 .97 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 63.923 .0098 .0098 .62 .62 1.18 .62 .013 .00 .00 PIPE FILE: linef.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 3 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-20-2021 Time: 9:55:23 Marja Acres Storm Drain Line F ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 235.933 73.224 .624 73.848 2.51 4.87 .37 74.22 .00 .68 .97 1.000 .000 .00 1 .0 Page 3 Line F.OUT -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 13.348 .0098 .0092 .12 .62 1.18 .62 .013 .00 .00 PIPE | | | | | | | | | | | | | 249.280 73.354 .650 74.004 2.51 4.65 .34 74.34 .00 .68 .95 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.640 .0098 .0082 .01 .65 1.09 .62 .013 .00 .00 PIPE | | | | | | | | | | | | | 250.920 73.370 .679 74.049 2.51 4.42 .30 74.35 .00 .68 .93 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 4 Line G.OUT 1 DOWNSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 3 6 163.280 48.500 .416 .980 .309 .150 .000 .416 .00000 .000000 1 UPSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 1 1 111.000 48.230 .416 .980 .309 .150 .000 .416 .00000 .000000 ELEMENT NO = 2 2 111.000 48.230 .416 .980 .309 .150 .429 .416 .00516 .005801 ELEMENT NO = 2 2 114.006 48.246 .429 .980 .322 .151 .429 .416 .00516 .005067 ELEMENT NO = 2 2 163.280 48.500 .429 .980 .322 .151 .429 .416 .00516 .005067 ELEMENT NO = 3 6 163.280 48.500 .429 .980 .322 .151 .000 .416 .00000 .000000 FILE: lineg.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date: 8-23-2021 Time:10:19:10 Marja Acres Storm Drain Line G ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 111.000 48.230 .416 48.646 .98 3.18 .16 48.80 .00 .42 .99 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.006 .0052 .0054 .02 .42 1.00 .43 .013 .00 .00 PIPE | | | | | | | | | | | | | 114.006 48.246 .429 48.675 .98 3.04 .14 48.82 .00 .42 .99 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 49.274 .0052 .0051 .25 .43 .94 .43 .013 .00 .00 PIPE | | | | | | | | | | | | | 163.280 48.500 .429 48.929 .98 3.04 .14 49.07 .00 .42 .99 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 1 Line H.OUT 1 DOWNSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 1 1 100.000 53.750 .352 3.520 .315 1.265 .000 .716 .00000 .000000 ELEMENT NO = 2 2 125.200 56.170 .502 3.520 .519 .849 .333 .716 .09603 .019189 ELEMENT NO = 2 2 124.481 56.101 .485 3.520 .495 .877 .333 .716 .09603 .021902 ELEMENT NO = 2 2 123.626 56.019 .469 3.520 .472 .907 .333 .716 .09603 .025007 ELEMENT NO = 2 2 122.606 55.921 .453 3.520 .450 .939 .333 .716 .09603 .028562 ELEMENT NO = 2 2 121.387 55.804 .438 3.520 .429 .974 .333 .716 .09603 .032626 ELEMENT NO = 2 2 119.916 55.663 .423 3.520 .409 1.012 .333 .716 .09603 .037277 ELEMENT NO = 2 2 118.118 55.490 .409 3.520 .390 1.052 .333 .716 .09603 .042598 ELEMENT NO = 2 2 115.879 55.275 .395 3.520 .372 1.096 .333 .716 .09603 .048686 ELEMENT NO = 2 2 113.004 54.999 .382 3.520 .354 1.141 .333 .716 .09603 .055664 ELEMENT NO = 2 2 109.145 54.628 .369 3.520 .338 1.190 .333 .716 .09603 .063645 ELEMENT NO = 2 2 103.533 54.089 .357 3.520 .322 1.241 .333 .716 .09603 .072774 ELEMENT NO = 2 2 100.000 53.750 .352 3.520 .315 1.265 .333 .716 .09603 .077273 ELEMENT NO = 3 3 129.200 56.500 .371 2.070 .340 .443 .000 .543 .08250 .021680 ELEMENT NO = 3 3 125.200 56.170 .502 3.520 .519 .849 .000 .716 .08250 .019189 ELEMENT NO = 4 2 179.210 57.600 .543 2.070 .577 .361 .369 .543 .02200 .004954 ELEMENT NO = 4 2 179.127 57.598 .523 2.070 .549 .362 .369 .543 .02200 .005690 ELEMENT NO = 4 2 178.863 57.592 .505 2.070 .523 .364 .369 .543 .02200 .006494 ELEMENT NO = 4 2 178.389 57.582 .488 2.070 .499 .368 .369 .543 .02200 .007413 ELEMENT NO = 4 2 177.667 57.566 .471 2.070 .476 .372 .369 .543 .02200 .008463 ELEMENT NO = 4 2 176.629 57.543 .455 2.070 .453 .379 .369 .543 .02200 .009664 ELEMENT NO = 4 2 175.172 57.511 .440 2.070 .432 .386 .369 .543 .02200 .011039 ELEMENT NO = 4 2 173.126 57.466 .425 2.070 .412 .395 .369 .543 .02200 .012612 ELEMENT NO = 4 2 170.183 57.401 .411 2.070 .393 .405 .369 .543 .02200 .014414 ELEMENT NO = 4 2 165.714 57.303 .397 2.070 .375 .416 .369 .543 .02200 .016473 ELEMENT NO = 4 2 157.841 57.130 .384 2.070 .357 .429 .369 .543 .02200 .018833 ELEMENT NO = 4 2 136.154 56.653 .371 2.070 .341 .443 .369 .543 .02200 .021531 ELEMENT NO = 4 2 129.200 56.500 .371 2.070 .340 .443 .369 .543 .02200 .021680 ELEMENT NO = 5 6 179.210 57.600 .543 2.070 .577 .361 .000 .543 .00000 .000000 FILE: lineh.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-20-2021 Time: 9:30:46 Marja Acres Storm Drain Line H ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip Page 1 Line H.OUT -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 100.000 53.750 .352 54.102 3.52 11.16 1.93 56.03 .00 .72 1.27 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.533 .0960 .0750 .27 .35 3.95 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 103.533 54.089 .357 54.446 3.52 10.92 1.85 56.30 .00 .72 1.28 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.611 .0960 .0682 .38 .36 3.83 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 109.145 54.628 .369 54.997 3.52 10.41 1.68 56.68 .00 .72 1.29 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.860 .0960 .0597 .23 .37 3.59 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 113.004 54.999 .382 55.381 3.52 9.93 1.53 56.91 .00 .72 1.31 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.875 .0960 .0522 .15 .38 3.36 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 115.879 55.275 .395 55.670 3.52 9.47 1.39 57.06 .00 .72 1.32 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.239 .0960 .0456 .10 .40 3.15 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 118.118 55.490 .409 55.899 3.52 9.03 1.27 57.16 .00 .72 1.34 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.798 .0960 .0399 .07 .41 2.94 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 119.916 55.663 .423 56.085 3.52 8.61 1.15 57.24 .00 .72 1.35 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.471 .0960 .0350 .05 .42 2.76 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 121.387 55.804 .438 56.241 3.52 8.21 1.05 57.29 .00 .72 1.36 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.219 .0960 .0306 .04 .44 2.58 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 122.606 55.921 .453 56.374 3.52 7.82 .95 57.32 .00 .72 1.38 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.020 .0960 .0268 .03 .45 2.41 .33 .013 .00 .00 PIPE FILE: lineh.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 2 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-20-2021 Time: 9:30:46 Marja Acres Storm Drain Line H ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| Page 2 Line H.OUT L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 123.626 56.019 .469 56.488 3.52 7.46 .86 57.35 .00 .72 1.39 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .855 .0960 .0235 .02 .47 2.26 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 124.481 56.101 .485 56.586 3.52 7.11 .79 57.37 .00 .72 1.40 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .719 .0960 .0205 .01 .49 2.11 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 125.200 56.170 .502 56.672 3.52 6.78 .71 57.39 .00 .72 1.42 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0825 .0204 .08 .50 1.97 .013 .00 .00 PIPE | | | | | | | | | | | | | 129.200 56.500 .371 56.871 2.07 6.09 .58 57.45 .00 .54 1.29 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.954 .0220 .0216 .15 .37 2.09 .37 .013 .00 .00 PIPE | | | | | | | | | | | | | 136.154 56.653 .371 57.024 2.07 6.08 .57 57.60 .00 .54 1.29 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 21.687 .0220 .0202 .44 .37 2.09 .37 .013 .00 .00 PIPE | | | | | | | | | | | | | 157.841 57.130 .384 57.514 2.07 5.79 .52 58.04 .00 .54 1.31 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.873 .0220 .0177 .14 .38 1.95 .37 .013 .00 .00 PIPE | | | | | | | | | | | | | 165.714 57.303 .397 57.700 2.07 5.52 .47 58.17 .00 .54 1.32 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.469 .0220 .0154 .07 .40 1.83 .37 .013 .00 .00 PIPE | | | | | | | | | | | | | 170.183 57.401 .411 57.812 2.07 5.27 .43 58.24 .00 .54 1.34 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.943 .0220 .0135 .04 .41 1.71 .37 .013 .00 .00 PIPE | | | | | | | | | | | | | 173.126 57.466 .425 57.891 2.07 5.02 .39 58.28 .00 .54 1.35 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.046 .0220 .0118 .02 .43 1.60 .37 .013 .00 .00 PIPE FILE: lineh.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 3 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-20-2021 Time: 9:30:46 Marja Acres Storm Drain Line H ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch Page 3 Line H.OUT *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 175.172 57.511 .440 57.951 2.07 4.79 .36 58.31 .00 .54 1.37 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.457 .0220 .0104 .02 .44 1.50 .37 .013 .00 .00 PIPE | | | | | | | | | | | | | 176.629 57.543 .455 57.999 2.07 4.57 .32 58.32 .00 .54 1.38 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.038 .0220 .0091 .01 .46 1.40 .37 .013 .00 .00 PIPE | | | | | | | | | | | | | 177.667 57.566 .471 58.037 2.07 4.35 .29 58.33 .00 .54 1.39 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .722 .0220 .0079 .01 .47 1.31 .37 .013 .00 .00 PIPE | | | | | | | | | | | | | 178.389 57.582 .488 58.070 2.07 4.15 .27 58.34 .00 .54 1.41 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .473 .0220 .0070 .00 .49 1.23 .37 .013 .00 .00 PIPE | | | | | | | | | | | | | 178.863 57.592 .505 58.098 2.07 3.96 .24 58.34 .00 .54 1.42 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .265 .0220 .0061 .00 .51 1.15 .37 .013 .00 .00 PIPE | | | | | | | | | | | | | 179.127 57.598 .523 58.121 2.07 3.77 .22 58.34 .00 .54 1.43 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .083 .0220 .0053 .00 .52 1.07 .37 .013 .00 .00 PIPE | | | | | | | | | | | | | 179.210 57.600 .543 58.143 2.07 3.59 .20 58.34 .00 .54 1.44 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 4 Line J.OUT 1 DOWNSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 1 1 100.000 63.750 .319 3.350 .216 1.646 .000 .783 .00000 .000000 ELEMENT NO = 2 2 147.550 72.770 .531 3.350 .424 .918 .316 .783 .18969 .028877 ELEMENT NO = 2 2 147.064 72.678 .511 3.350 .404 .950 .316 .783 .18969 .032758 ELEMENT NO = 2 2 146.496 72.570 .493 3.350 .385 .985 .316 .783 .18969 .037195 ELEMENT NO = 2 2 145.833 72.444 .475 3.350 .367 1.023 .316 .783 .18969 .042258 ELEMENT NO = 2 2 145.059 72.297 .458 3.350 .350 1.063 .316 .783 .18969 .048049 ELEMENT NO = 2 2 144.151 72.125 .441 3.350 .334 1.106 .316 .783 .18969 .054661 ELEMENT NO = 2 2 143.080 71.922 .425 3.350 .318 1.151 .316 .783 .18969 .062215 ELEMENT NO = 2 2 141.807 71.681 .410 3.350 .304 1.200 .316 .783 .18969 .070852 ELEMENT NO = 2 2 140.274 71.390 .396 3.350 .290 1.252 .316 .783 .18969 .080721 ELEMENT NO = 2 2 138.396 71.033 .382 3.350 .276 1.307 .316 .783 .18969 .092004 ELEMENT NO = 2 2 136.035 70.586 .369 3.350 .263 1.365 .316 .783 .18969 .104891 ELEMENT NO = 2 2 132.950 70.000 .356 3.350 .251 1.426 .316 .783 .18969 .119644 ELEMENT NO = 2 2 128.659 69.187 .344 3.350 .239 1.491 .316 .783 .18969 .136484 ELEMENT NO = 2 2 121.940 67.912 .332 3.350 .228 1.559 .316 .783 .18969 .155786 ELEMENT NO = 2 2 107.798 65.229 .321 3.350 .218 1.631 .316 .783 .18969 .177847 ELEMENT NO = 2 2 100.000 63.750 .319 3.350 .216 1.646 .316 .783 .18969 .182469 ELEMENT NO = 3 3 151.550 73.100 .323 2.370 .219 .825 .000 .659 .08250 .087244 ELEMENT NO = 3 3 147.550 72.770 .531 3.350 .424 .918 .000 .783 .08250 .028877 ELEMENT NO = 4 2 200.880 77.540 .659 2.370 .549 .476 .320 .659 .09001 .007441 ELEMENT NO = 4 2 200.851 77.537 .631 2.370 .522 .477 .320 .659 .09001 .008417 ELEMENT NO = 4 2 200.766 77.530 .606 2.370 .498 .481 .320 .659 .09001 .009499 ELEMENT NO = 4 2 200.621 77.517 .583 2.370 .475 .486 .320 .659 .09001 .010736 ELEMENT NO = 4 2 200.414 77.498 .560 2.370 .453 .494 .320 .659 .09001 .012149 ELEMENT NO = 4 2 200.136 77.473 .539 2.370 .432 .503 .320 .659 .09001 .013767 ELEMENT NO = 4 2 199.783 77.441 .519 2.370 .412 .515 .320 .659 .09001 .015611 ELEMENT NO = 4 2 199.342 77.402 .500 2.370 .393 .528 .320 .659 .09001 .017721 ELEMENT NO = 4 2 198.803 77.353 .482 2.370 .374 .542 .320 .659 .09001 .020129 ELEMENT NO = 4 2 198.148 77.294 .464 2.370 .357 .559 .320 .659 .09001 .022882 ELEMENT NO = 4 2 197.357 77.223 .447 2.370 .340 .577 .320 .659 .09001 .026025 ELEMENT NO = 4 2 196.403 77.137 .431 2.370 .324 .597 .320 .659 .09001 .029614 ELEMENT NO = 4 2 195.243 77.033 .416 2.370 .309 .618 .320 .659 .09001 .033722 ELEMENT NO = 4 2 193.825 76.905 .402 2.370 .295 .641 .320 .659 .09001 .038408 ELEMENT NO = 4 2 192.061 76.746 .388 2.370 .281 .666 .320 .659 .09001 .043772 ELEMENT NO = 4 2 189.819 76.544 .374 2.370 .268 .693 .320 .659 .09001 .049898 ELEMENT NO = 4 2 186.856 76.278 .361 2.370 .256 .721 .320 .659 .09001 .056908 ELEMENT NO = 4 2 182.698 75.903 .349 2.370 .244 .751 .320 .659 .09001 .064910 ELEMENT NO = 4 2 176.120 75.311 .337 2.370 .232 .783 .320 .659 .09001 .074078 ELEMENT NO = 4 2 162.088 74.048 .325 2.370 .222 .817 .320 .659 .09001 .084553 ELEMENT NO = 4 2 151.550 73.100 .323 2.370 .219 .825 .320 .659 .09001 .087244 ELEMENT NO = 5 6 200.880 77.540 .659 2.370 .549 .476 .000 .659 .00000 .000000 Page 1 Line J.OUT FILE: linej.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-20-2021 Time: 9:44:27 Marja Acres Storm Drain Line J ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 100.000 63.750 .319 64.069 3.35 15.54 3.75 67.82 .00 .78 .93 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.798 .1897 .1802 1.40 .32 5.70 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 107.798 65.229 .321 65.550 3.35 15.40 3.68 69.23 .00 .78 .93 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 14.142 .1897 .1668 2.36 .32 5.62 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 121.940 67.912 .332 68.244 3.35 14.68 3.35 71.59 .00 .78 .94 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.720 .1897 .1461 .98 .33 5.26 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 128.659 69.187 .344 69.530 3.35 14.00 3.04 72.57 .00 .78 .95 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.290 .1897 .1281 .55 .34 4.92 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 132.950 70.000 .356 70.357 3.35 13.35 2.77 73.12 .00 .78 .96 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.085 .1897 .1123 .35 .36 4.60 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 136.035 70.586 .369 70.955 3.35 12.73 2.52 73.47 .00 .78 .97 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.361 .1897 .0984 .23 .37 4.30 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 138.396 71.033 .382 71.416 3.35 12.14 2.29 73.70 .00 .78 .97 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.878 .1897 .0864 .16 .38 4.01 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 140.274 71.390 .396 71.786 3.35 11.57 2.08 73.86 .00 .78 .98 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.533 .1897 .0758 .12 .40 3.75 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 141.807 71.681 .410 72.091 3.35 11.03 1.89 73.98 .00 .78 .98 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.273 .1897 .0665 .08 .41 3.50 .32 .013 .00 .00 PIPE FILE: linej.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 2 Page 2 Line J.OUT Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-20-2021 Time: 9:44:27 Marja Acres Storm Drain Line J ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 143.080 71.922 .425 72.348 3.35 10.52 1.72 74.07 .00 .78 .99 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.070 .1897 .0584 .06 .43 3.27 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 144.151 72.125 .441 72.566 3.35 10.03 1.56 74.13 .00 .78 .99 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .908 .1897 .0514 .05 .44 3.05 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 145.059 72.297 .458 72.755 3.35 9.56 1.42 74.17 .00 .78 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .775 .1897 .0452 .03 .46 2.84 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 145.833 72.444 .475 72.919 3.35 9.12 1.29 74.21 .00 .78 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .663 .1897 .0397 .03 .47 2.65 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 146.496 72.570 .493 73.063 3.35 8.69 1.17 74.24 .00 .78 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .568 .1897 .0350 .02 .49 2.47 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 147.064 72.678 .511 73.189 3.35 8.29 1.07 74.26 .00 .78 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .486 .1897 .0308 .01 .51 2.30 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 147.550 72.770 .531 73.301 3.35 7.90 .97 74.27 .00 .78 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0825 .0581 .23 .53 2.14 .013 .00 .00 PIPE | | | | | | | | | | | | | 151.550 73.100 .323 73.423 2.37 10.82 1.82 75.24 .00 .66 .93 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.537 .0900 .0859 .91 .32 3.94 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 162.088 74.048 .325 74.374 2.37 10.70 1.78 76.15 .00 .66 .94 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 14.032 .0900 .0793 1.11 .33 3.88 .32 .013 .00 .00 PIPE FILE: linej.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 3 Program Package Serial Number: 7265 Page 3 Line J.OUT WATER SURFACE PROFILE LISTING Date:12-20-2021 Time: 9:44:27 Marja Acres Storm Drain Line J ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 176.120 75.311 .337 75.648 2.37 10.20 1.62 77.26 .00 .66 .95 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.578 .0900 .0695 .46 .34 3.62 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 182.698 75.903 .349 76.252 2.37 9.72 1.47 77.72 .00 .66 .95 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.158 .0900 .0609 .25 .35 3.39 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 186.856 76.278 .361 76.639 2.37 9.27 1.33 77.97 .00 .66 .96 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.963 .0900 .0534 .16 .36 3.17 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 189.819 76.544 .374 76.918 2.37 8.84 1.21 78.13 .00 .66 .97 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.243 .0900 .0468 .11 .37 2.96 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 192.061 76.746 .388 77.134 2.37 8.43 1.10 78.24 .00 .66 .97 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.764 .0900 .0411 .07 .39 2.77 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 193.825 76.905 .402 77.307 2.37 8.04 1.00 78.31 .00 .66 .98 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.418 .0900 .0361 .05 .40 2.58 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 195.243 77.033 .416 77.449 2.37 7.66 .91 78.36 .00 .66 .99 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.160 .0900 .0317 .04 .42 2.41 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 196.403 77.137 .431 77.568 2.37 7.31 .83 78.40 .00 .66 .99 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .954 .0900 .0278 .03 .43 2.25 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 197.357 77.223 .447 77.670 2.37 6.97 .75 78.42 .00 .66 .99 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .790 .0900 .0245 .02 .45 2.10 .32 .013 .00 .00 PIPE FILE: linej.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 4 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-20-2021 Time: 9:44:27 Page 4 Line J.OUT Marja Acres Storm Drain Line J ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 198.148 77.294 .464 77.758 2.37 6.64 .68 78.44 .00 .66 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .655 .0900 .0215 .01 .46 1.96 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 198.803 77.353 .482 77.835 2.37 6.33 .62 78.46 .00 .66 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .539 .0900 .0189 .01 .48 1.82 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 199.342 77.402 .500 77.901 2.37 6.04 .57 78.47 .00 .66 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .441 .0900 .0167 .01 .50 1.70 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 199.783 77.441 .519 77.960 2.37 5.76 .51 78.47 .00 .66 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .353 .0900 .0147 .01 .52 1.58 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 200.136 77.473 .539 78.012 2.37 5.49 .47 78.48 .00 .66 1.00 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .278 .0900 .0130 .00 .54 1.47 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 200.414 77.498 .560 78.058 2.37 5.23 .43 78.48 .00 .66 .99 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .207 .0900 .0114 .00 .56 1.37 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 200.621 77.517 .583 78.099 2.37 4.99 .39 78.49 .00 .66 .99 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .145 .0900 .0101 .00 .58 1.27 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 200.766 77.530 .606 78.136 2.37 4.76 .35 78.49 .00 .66 .98 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .086 .0900 .0090 .00 .61 1.17 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 200.851 77.537 .631 78.169 2.37 4.54 .32 78.49 .00 .66 .96 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .029 .0900 .0079 .00 .63 1.09 .32 .013 .00 .00 PIPE FILE: linej.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 5 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-20-2021 Time: 9:44:27 Marja Acres Page 5 Line J.OUT Storm Drain Line J ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 200.880 77.540 .659 78.199 2.37 4.32 .29 78.49 .00 .66 .95 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 6 Line K.OUT 1 DOWNSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 1 1 102.000 73.560 1.043 8.610 1.658 2.126 .000 1.046 .00000 .000000 ELEMENT NO = 2 2 177.670 73.940 1.046 8.610 1.663 2.126 1.043 1.046 .00502 .004976 ELEMENT NO = 2 2 176.861 73.936 1.043 8.610 1.658 2.126 1.043 1.046 .00502 .005022 ELEMENT NO = 2 2 102.000 73.560 1.043 8.610 1.658 2.126 1.043 1.046 .00502 .005022 ELEMENT NO = 3 3 181.670 74.040 1.023 6.990 1.284 1.760 .000 1.023 .02500 .006763 ELEMENT NO = 4 6 181.670 74.040 1.023 6.990 1.284 1.760 .000 1.023 .00000 .000000 1 UPSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 3 3 177.670 73.940 1.046 8.610 1.663 2.126 .000 1.046 .02500 .004976 ELEMENT NO = 3 3 181.670 74.040 1.210 6.990 1.528 1.835 .000 1.023 .02500 .004559 ELEMENT NO = 4 6 181.670 74.040 1.210 6.990 1.528 1.835 .000 1.023 .00000 .000000 FILE: linekcom.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date: 8-30-2021 Time: 9:48:53 Marja Acres Storm Drain Line K ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 102.000 73.560 1.043 74.603 8.61 5.19 .42 75.02 .00 1.05 2.00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 74.861 .0050 .0050 .38 1.04 1.00 1.04 .013 .00 .00 PIPE | | | | | | | | | | | | | 176.861 73.936 1.043 74.979 8.61 5.19 .42 75.40 .00 1.05 2.00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .809 .0050 .0050 .00 1.04 1.00 1.04 .013 .00 .00 PIPE | | | | | | | | | | | | | 177.670 73.940 1.046 74.986 8.61 5.18 .42 75.40 .00 1.05 2.00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0250 .0048 .02 1.05 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 181.670 74.040 1.210 75.250 6.99 4.58 .33 75.58 .00 1.02 1.18 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 1 Line K-1 S1.OUT 1 DOWNSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 1 1 100.000 74.540 .499 1.620 .392 .291 .000 .540 .00000 .000000 ELEMENT NO = 2 2 103.030 74.570 .540 1.620 .433 .288 .474 .540 .00990 .006382 ELEMENT NO = 2 2 102.496 74.565 .519 1.620 .412 .289 .474 .540 .00990 .007281 ELEMENT NO = 2 2 100.235 74.542 .500 1.620 .393 .291 .474 .540 .00990 .008264 ELEMENT NO = 2 2 100.000 74.540 .499 1.620 .392 .291 .474 .540 .00990 .008327 ELEMENT NO = 3 6 103.030 74.570 .540 1.620 .433 .288 .000 .540 .00000 .000000 1 UPSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 1 1 100.000 74.540 .710 1.620 .596 .324 .000 .540 .00000 .000000 ELEMENT NO = 2 2 100.000 74.540 .710 1.620 .596 .324 .474 .540 .00990 .002843 ELEMENT NO = 2 2 102.720 74.567 .680 1.620 .569 .313 .474 .540 .00990 .003188 ELEMENT NO = 2 2 103.030 74.570 .676 1.620 .565 .312 .474 .540 .00990 .003234 ELEMENT NO = 3 6 103.030 74.570 .676 1.620 .565 .312 .000 .540 .00000 .000000 FILE: linek1s1.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-19-2021 Time:11:12: 0 Marja Acres Storm Drain Line K-1 S1 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 100.000 74.540 .710 75.250 1.62 2.72 .11 75.36 .00 .54 .91 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.720 .0099 .0030 .01 .71 .59 .47 .013 .00 .00 PIPE | | | | | | | | | | | | | 102.720 74.567 .680 75.247 1.62 2.85 .13 75.37 .00 .54 .93 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .310 .0099 .0032 .00 .68 .64 .47 .013 .00 .00 PIPE | | | | | | | | | | | | | 103.030 74.570 .676 75.246 1.62 2.87 .13 75.37 .00 .54 .94 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 1 Line K-1 S2.OUT 1 DOWNSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 3 6 145.930 74.230 1.023 6.990 1.284 1.760 .000 1.023 .00000 .000000 1 UPSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 1 1 109.030 74.040 1.210 6.990 1.527 1.835 .000 1.023 .00000 .000000 ELEMENT NO = 2 2 109.030 74.040 1.210 6.990 1.527 1.835 1.142 1.023 .00515 .004561 ELEMENT NO = 2 2 145.930 74.230 1.174 6.990 1.484 1.810 1.142 1.023 .00515 .004842 ELEMENT NO = 3 6 145.930 74.230 1.174 6.990 1.484 1.810 .000 1.023 .00000 .000000 FILE: linek1s2.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-19-2021 Time:10:58:36 Marja Acres Storm Drain Line K1 - S2 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 109.030 74.040 1.210 75.250 6.99 4.58 .33 75.58 .00 1.02 1.18 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 36.900 .0051 .0047 .17 1.21 .71 1.14 .013 .00 .00 PIPE | | | | | | | | | | | | | 145.930 74.230 1.174 75.404 6.99 4.71 .34 75.75 .00 1.02 1.24 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 1 Line L.OUT FILE: linel.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-19-2021 Time:12:46:34 Marja Acres Storm Drain Line L ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 102.000 70.580 1.116 71.696 10.50 5.83 .53 72.22 .00 1.16 1.99 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 182.699 .0060 .0060 1.10 1.12 1.08 1.12 .013 .00 .00 PIPE | | | | | | | | | | | | | 284.699 71.677 1.116 72.792 10.50 5.83 .53 73.32 .00 1.16 1.99 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 22.221 .0060 .0062 .14 1.12 1.08 1.12 .013 .00 .00 PIPE | | | | | | | | | | | | | 306.920 71.810 1.098 72.908 10.50 5.94 .55 73.46 .00 1.16 1.99 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0825 .0057 .02 1.10 1.11 .013 .00 .00 PIPE | | | | | | | | | | | | | 310.920 72.140 1.055 73.195 8.75 5.21 .42 73.62 .00 1.06 2.00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 58.775 .0050 .0050 .29 1.05 1.00 1.05 .013 .00 .00 PIPE | | | | | | | | | | | | | 369.695 72.434 1.055 73.489 8.75 5.21 .42 73.91 .00 1.06 2.00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.254 .0050 .0053 .04 1.05 1.00 1.05 .013 .00 .00 PIPE | | | | | | | | | | | | | 377.949 72.475 1.017 73.492 8.75 5.45 .46 73.95 .00 1.06 2.00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.581 .0050 .0060 .05 1.02 1.07 1.05 .013 .00 .00 PIPE | | | | | | | | | | | | | 386.530 72.518 .980 73.498 8.75 5.72 .51 74.01 .00 1.06 2.00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.136 .0050 .0069 .06 .98 1.15 1.05 .013 .00 .00 PIPE | | | | | | | | | | | | | 394.666 72.559 .944 73.503 8.75 6.00 .56 74.06 .00 1.06 2.00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.832 .0050 .0078 .06 .94 1.24 1.05 .013 .00 .00 PIPE | | | | | | | | | | | | | 402.499 72.598 .910 73.508 8.75 6.29 .61 74.12 .00 1.06 1.99 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.469 .0050 .0089 .07 .91 1.33 1.05 .013 .00 .00 PIPE FILE: linel.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 2 Page 1 Line L.OUT Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-19-2021 Time:12:46:34 Marja Acres Storm Drain Line L ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 409.968 72.635 .878 73.513 8.75 6.60 .68 74.19 .00 1.06 1.98 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.175 .0050 .0101 .07 .88 1.42 1.05 .013 .00 .00 PIPE | | | | | | | | | | | | | 417.144 72.671 .846 73.518 8.75 6.92 .74 74.26 .00 1.06 1.98 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.856 .0050 .0115 .08 .85 1.52 1.05 .013 .00 .00 PIPE | | | | | | | | | | | | | 423.999 72.706 .817 73.522 8.75 7.26 .82 74.34 .00 1.06 1.97 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.581 .0050 .0131 .09 .82 1.63 1.05 .013 .00 .00 PIPE | | | | | | | | | | | | | 430.580 72.738 .788 73.526 8.75 7.61 .90 74.43 .00 1.06 1.95 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.310 .0050 .0149 .09 .79 1.75 1.05 .013 .00 .00 PIPE | | | | | | | | | | | | | 436.890 72.770 .760 73.530 8.75 7.98 .99 74.52 .00 1.06 1.94 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0825 .0105 .04 .76 1.87 .013 .00 .00 PIPE | | | | | | | | | | | | | 440.890 73.100 1.041 74.141 8.58 5.19 .42 74.56 .00 1.04 2.00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 24.759 .0050 .0050 .12 1.04 1.01 1.04 .013 .00 .00 PIPE | | | | | | | | | | | | | 465.649 73.225 1.041 74.265 8.58 5.19 .42 74.68 .00 1.04 2.00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.071 .0050 .0050 .01 1.04 1.01 1.04 .013 .00 .00 PIPE | | | | | | | | | | | | | 466.720 73.230 1.373 74.603 8.58 5.17 .42 74.69 .00 1.04 2.00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 2 Line L-1.OUT 1 DOWNSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 1 1 100.000 69.300 1.100 14.440 1.770 4.492 .000 1.369 .00000 .000000 ELEMENT NO = 2 2 126.360 69.510 1.014 14.440 1.598 4.740 1.251 1.369 .00797 .015567 ELEMENT NO = 2 2 114.934 69.419 1.053 14.440 1.676 4.616 1.251 1.369 .00797 .013718 ELEMENT NO = 2 2 102.030 69.316 1.094 14.440 1.758 4.506 1.251 1.369 .00797 .012100 ELEMENT NO = 2 2 100.000 69.300 1.100 14.440 1.770 4.492 1.251 1.369 .00797 .011886 ELEMENT NO = 3 3 132.360 69.840 1.235 14.440 2.036 4.271 .000 1.369 .05500 .008281 ELEMENT NO = 3 3 126.360 69.510 1.014 14.440 1.598 4.740 .000 1.369 .05500 .015567 ELEMENT NO = 4 2 181.210 70.250 1.369 14.440 2.292 4.207 1.229 1.369 .00839 .006168 ELEMENT NO = 4 2 178.450 70.227 1.311 14.440 2.183 4.218 1.229 1.369 .00839 .006947 ELEMENT NO = 4 2 163.620 70.102 1.258 14.440 2.082 4.250 1.229 1.369 .00839 .007826 ELEMENT NO = 4 2 132.360 69.840 1.235 14.440 2.036 4.271 1.229 1.369 .00839 .008281 ELEMENT NO = 5 6 181.210 70.250 1.369 14.440 2.292 4.207 .000 1.369 .00000 .000000 FILE: linel-1.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date: 8-31-2021 Time:11:38:44 Marja Acres Storm Drain Line L-1 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 100.000 69.300 1.100 70.400 14.44 8.16 1.03 71.43 .00 1.37 1.99 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.030 .0080 .0120 .02 1.10 1.52 1.25 .013 .00 .00 PIPE | | | | | | | | | | | | | 102.030 69.316 1.094 70.410 14.44 8.21 1.05 71.46 .00 1.37 1.99 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 12.904 .0080 .0129 .17 1.09 1.54 1.25 .013 .00 .00 PIPE | | | | | | | | | | | | | 114.934 69.419 1.053 70.472 14.44 8.62 1.15 71.62 .00 1.37 2.00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.426 .0080 .0146 .17 1.05 1.66 1.25 .013 .00 .00 PIPE | | | | | | | | | | | | | 126.360 69.510 1.014 70.524 14.44 9.04 1.27 71.79 .00 1.37 2.00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0550 .0119 .07 1.01 1.78 .013 .00 .00 PIPE Page 1 Line L-1.OUT | | | | | | | | | | | | | 132.360 69.840 1.235 71.075 14.44 7.09 .78 71.86 .00 1.37 1.94 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 31.260 .0084 .0081 .25 1.23 1.22 1.23 .013 .00 .00 PIPE | | | | | | | | | | | | | 163.620 70.102 1.258 71.361 14.44 6.94 .75 72.11 .00 1.37 1.93 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 14.830 .0084 .0074 .11 1.26 1.18 1.23 .013 .00 .00 PIPE | | | | | | | | | | | | | 178.450 70.227 1.311 71.538 14.44 6.61 .68 72.22 .00 1.37 1.90 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.760 .0084 .0066 .02 1.31 1.09 1.23 .013 .00 .00 PIPE | | | | | | | | | | | | | 181.210 70.250 1.446 71.696 14.44 6.30 .62 72.24 .00 1.45 1.86 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 2 Line M.OUT 1 DOWNSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT NO COMPUTATION FOR ELEMENT NUMBER 2 ELEMENT NO = 3 3 117.940 63.340 1.145 10.230 1.860 2.663 .000 1.145 .00500 .005243 NO COMPUTATION FOR ELEMENT NUMBER 4 ELEMENT NO = 5 3 217.220 63.840 1.145 10.230 1.860 2.663 .000 1.145 .00500 .005243 NO COMPUTATION FOR ELEMENT NUMBER 6 ELEMENT NO = 7 3 304.800 64.280 .974 7.600 1.519 1.808 .000 .980 .00500 .004933 ELEMENT NO = 8 2 379.800 64.650 .970 7.600 1.511 1.808 .974 .980 .00493 .005009 ELEMENT NO = 8 2 376.285 64.633 .974 7.600 1.519 1.808 .974 .980 .00493 .004933 ELEMENT NO = 8 2 304.800 64.280 .974 7.600 1.519 1.808 .974 .980 .00493 .004933 ELEMENT NO = 9 3 383.800 64.670 .970 7.600 1.510 1.808 .000 .980 .00500 .005013 ELEMENT NO = 9 3 379.800 64.650 .970 7.600 1.511 1.808 .000 .980 .00500 .005009 ELEMENT NO = 10 2 549.380 65.500 .970 7.600 1.511 1.808 .970 .980 .00501 .005009 ELEMENT NO = 10 2 544.812 65.477 .970 7.600 1.510 1.808 .970 .980 .00501 .005013 ELEMENT NO = 10 2 383.800 64.670 .970 7.600 1.510 1.808 .970 .980 .00501 .005013 ELEMENT NO = 11 3 553.380 65.520 .974 7.600 1.518 1.808 .000 .980 .00500 .004947 ELEMENT NO = 11 3 549.380 65.500 .970 7.600 1.511 1.808 .000 .980 .00500 .005009 ELEMENT NO = 12 2 603.920 65.770 .980 7.600 1.531 1.807 .974 .980 .00495 .004835 ELEMENT NO = 12 2 602.249 65.762 .974 7.600 1.518 1.808 .974 .980 .00495 .004947 ELEMENT NO = 12 2 553.380 65.520 .974 7.600 1.518 1.808 .974 .980 .00495 .004947 ELEMENT NO = 13 3 606.880 65.790 .844 4.820 1.024 1.075 .000 .844 .00676 .005704 NO COMPUTATION FOR ELEMENT NUMBER 14 ELEMENT NO = 15 3 750.460 66.510 .844 4.820 1.024 1.075 .000 .844 .00500 .005704 NO COMPUTATION FOR ELEMENT NUMBER 16 ELEMENT NO = 17 3 800.080 66.460 .732 4.820 .857 1.108 .000 .844 -.14000 .009144 ELEMENT NO = 18 2 871.170 67.110 .844 4.820 1.024 1.075 .732 .844 .00914 .005704 ELEMENT NO = 18 2 870.339 67.102 .811 4.820 .975 1.078 .732 .844 .00914 .006486 ELEMENT NO = 18 2 866.901 67.071 .781 4.820 .930 1.085 .732 .844 .00914 .007356 ELEMENT NO = 18 2 856.879 66.979 .752 4.820 .886 1.097 .732 .844 .00914 .008349 ELEMENT NO = 18 2 825.238 66.690 .732 4.820 .857 1.108 .732 .844 .00914 .009144 Page 1 Line M.OUT ELEMENT NO = 18 2 800.080 66.460 .732 4.820 .857 1.108 .732 .844 .00914 .009144 ELEMENT NO = 19 3 875.170 67.130 .844 4.820 1.024 1.075 .000 .844 .00500 .005704 NO COMPUTATION FOR ELEMENT NUMBER 20 ELEMENT NO = 21 3 908.480 67.300 .642 4.510 1.066 .742 .000 .642 .00500 .007250 1 DOWNSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT NO COMPUTATION FOR ELEMENT NUMBER 22 ELEMENT NO = 23 6 956.480 67.570 .642 4.510 1.066 .742 .000 .642 .00000 .000000 1 UPSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 1 1 100.000 63.250 1.256 12.220 2.078 3.367 .000 1.256 .00000 .000000 ELEMENT NO = 2 2 100.000 63.250 1.256 12.220 2.078 3.367 1.307 1.256 .00502 .005633 ELEMENT NO = 2 2 113.017 63.315 1.307 12.220 2.175 3.375 1.307 1.256 .00502 .004984 ELEMENT NO = 2 2 113.940 63.320 1.307 12.220 2.175 3.375 1.307 1.256 .00502 .004984 ELEMENT NO = 3 3 113.940 63.320 1.307 12.220 2.175 3.375 .000 1.256 .00500 .005021 ELEMENT NO = 3 3 117.940 63.340 1.672 10.230 2.805 3.314 .000 1.145 .00500 .001977 ELEMENT NO = 4 2 117.940 63.340 1.672 10.230 2.805 3.314 1.160 1.145 .00504 .001977 ELEMENT NO = 4 2 139.348 63.448 1.588 10.230 2.674 3.140 1.160 1.145 .00504 .002174 ELEMENT NO = 4 2 158.243 63.543 1.513 10.230 2.550 3.004 1.160 1.145 .00504 .002411 ELEMENT NO = 4 2 175.368 63.629 1.445 10.230 2.431 2.898 1.160 1.145 .00504 .002689 ELEMENT NO = 4 2 191.233 63.709 1.383 10.230 2.318 2.816 1.160 1.145 .00504 .003011 ELEMENT NO = 4 2 206.149 63.784 1.326 10.230 2.210 2.754 1.160 1.145 .00504 .003383 ELEMENT NO = 4 2 213.220 63.820 1.299 10.230 2.159 2.730 1.160 1.145 .00504 .003585 ELEMENT NO = 5 3 213.220 63.820 1.299 10.230 2.159 2.730 .000 1.145 .00500 .003585 ELEMENT NO = 5 3 217.220 63.840 1.284 10.230 2.130 2.718 .000 1.145 .00500 .003708 ELEMENT NO = 6 2 217.220 63.840 1.284 10.230 2.130 2.718 1.161 1.145 .00503 .003708 ELEMENT NO = 6 2 231.556 63.912 1.232 10.230 2.031 2.685 1.161 1.145 .00503 .004181 ELEMENT NO = 6 2 247.261 63.991 1.184 10.230 1.936 2.668 1.161 1.145 .00503 .004723 ELEMENT NO = 6 2 258.529 64.048 1.161 10.230 1.890 2.664 1.161 1.145 .00503 .004986 ELEMENT NO = 6 2 300.800 64.260 1.161 10.230 1.890 2.664 1.161 1.145 .00503 .004986 ELEMENT NO = 7 3 300.800 64.260 1.161 10.230 1.890 2.664 .000 1.145 .00500 .005025 ELEMENT NO = 7 3 304.800 64.280 1.570 7.600 2.646 2.557 .000 .980 .00500 .001227 ELEMENT NO = 8 2 304.800 64.280 1.570 7.600 2.646 2.557 .974 .980 .00493 .001227 ELEMENT NO = 8 2 321.315 64.361 1.497 7.600 2.523 2.401 .974 .980 .00493 .001363 ELEMENT NO = 8 2 336.269 64.435 1.431 7.600 2.406 2.272 .974 .980 .00493 .001521 Page 2 Line M.OUT ELEMENT NO = 8 2 350.004 64.503 1.370 7.600 2.294 2.165 .974 .980 .00493 .001705 ELEMENT NO = 8 2 362.735 64.566 1.313 7.600 2.187 2.076 .974 .980 .00493 .001916 ELEMENT NO = 8 2 374.596 64.624 1.260 7.600 2.085 2.003 .974 .980 .00493 .002159 ELEMENT NO = 8 2 379.800 64.650 1.237 7.600 2.040 1.974 .974 .980 .00493 .002282 ELEMENT NO = 9 3 379.800 64.650 1.237 7.600 2.040 1.974 .000 .980 .00500 .002282 ELEMENT NO = 9 3 383.800 64.670 1.218 7.600 2.004 1.952 .000 .980 .00500 .002388 ELEMENT NO = 10 2 383.800 64.670 1.218 7.600 2.004 1.952 .970 .980 .00501 .002388 ELEMENT NO = 10 2 394.042 64.721 1.171 7.600 1.911 1.903 .970 .980 .00501 .002698 ELEMENT NO = 10 2 403.556 64.769 1.126 7.600 1.822 1.865 .970 .980 .00501 .003053 ELEMENT NO = 10 2 412.423 64.813 1.083 7.600 1.737 1.837 .970 .980 .00501 .003459 ELEMENT NO = 10 2 420.571 64.854 1.043 7.600 1.656 1.819 .970 .980 .00501 .003922 ELEMENT NO = 10 2 427.716 64.890 1.004 7.600 1.579 1.809 .970 .980 .00501 .004451 ELEMENT NO = 10 2 430.405 64.904 .980 7.600 1.531 1.807 .970 .980 .00501 .004793 NO COMPUTATION FOR ELEMENT NUMBER 11 NO COMPUTATION FOR ELEMENT NUMBER 12 ELEMENT NO = 13 3 603.920 65.770 .980 7.600 1.531 1.807 .000 .980 .00676 .004835 1 UPSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 13 3 606.880 65.790 1.327 4.820 1.654 1.464 .000 .844 .00676 .001883 ELEMENT NO = 14 2 606.880 65.790 1.327 4.820 1.654 1.464 .879 .844 .00502 .001883 ELEMENT NO = 14 2 626.838 65.890 1.253 4.820 1.577 1.366 .879 .844 .00502 .002037 ELEMENT NO = 14 2 643.697 65.975 1.190 4.820 1.504 1.291 .879 .844 .00502 .002239 ELEMENT NO = 14 2 658.753 66.050 1.134 4.820 1.434 1.232 .879 .844 .00502 .002484 ELEMENT NO = 14 2 672.637 66.120 1.084 4.820 1.367 1.186 .879 .844 .00502 .002771 ELEMENT NO = 14 2 685.772 66.186 1.037 4.820 1.304 1.150 .879 .844 .00502 .003103 ELEMENT NO = 14 2 698.595 66.250 .994 4.820 1.243 1.121 .879 .844 .00502 .003485 ELEMENT NO = 14 2 711.606 66.315 .953 4.820 1.185 1.101 .879 .844 .00502 .003925 ELEMENT NO = 14 2 726.161 66.388 .916 4.820 1.130 1.087 .879 .844 .00502 .004428 ELEMENT NO = 14 2 746.460 66.490 .884 4.820 1.084 1.079 .879 .844 .00502 .004926 ELEMENT NO = 15 3 746.460 66.490 .884 4.820 1.084 1.079 .000 .844 .00500 .004926 ELEMENT NO = 15 3 750.460 66.510 .883 4.820 1.082 1.079 .000 .844 .00500 .004953 ELEMENT NO = 16 2 750.460 66.510 .883 4.820 1.082 1.079 .890 .844 .00483 .004953 ELEMENT NO = 16 2 784.014 66.672 .890 4.820 1.092 1.080 .890 .844 .00483 .004780 ELEMENT NO = 16 2 798.080 66.740 .890 4.820 1.092 1.080 .890 .844 .00483 .004780 ELEMENT NO = 17 3 798.080 66.740 .890 4.820 1.092 1.080 .000 .844 -.14000 .004830 ELEMENT NO = 17 3 800.080 66.460 1.341 4.820 1.667 1.484 .000 .844 -.14000 .001864 ELEMENT NO = 18 2 800.080 66.460 1.341 4.820 1.667 1.484 .732 .844 .00914 .001864 ELEMENT NO = 18 2 808.926 66.541 1.265 4.820 1.590 1.380 .732 .844 .00914 .002008 ELEMENT NO = 18 2 816.062 66.606 1.200 4.820 1.516 1.302 .732 .844 .00914 .002203 Page 3 Line M.OUT ELEMENT NO = 18 2 822.101 66.661 1.143 4.820 1.445 1.241 .732 .844 .00914 .002441 ELEMENT NO = 18 2 827.301 66.709 1.092 4.820 1.378 1.193 .732 .844 .00914 .002721 ELEMENT NO = 18 2 831.805 66.750 1.045 4.820 1.314 1.155 .732 .844 .00914 .003045 ELEMENT NO = 18 2 835.679 66.785 1.001 4.820 1.253 1.126 .732 .844 .00914 .003419 ELEMENT NO = 18 2 838.911 66.815 .960 4.820 1.194 1.104 .732 .844 .00914 .003849 ELEMENT NO = 18 2 841.488 66.839 .922 4.820 1.139 1.088 .732 .844 .00914 .004341 ELEMENT NO = 18 2 843.319 66.855 .886 4.820 1.086 1.079 .732 .844 .00914 .004904 ELEMENT NO = 18 2 844.237 66.864 .851 4.820 1.035 1.076 .732 .844 .00914 .005547 ELEMENT NO = 18 2 844.249 66.864 .844 4.820 1.024 1.075 .732 .844 .00914 .005644 ELEMENT NO = 19 3 871.170 67.110 .844 4.820 1.024 1.075 .000 .844 .00500 .005704 ELEMENT NO = 19 3 875.170 67.130 .872 4.820 1.065 1.077 .000 .844 .00500 .005153 ELEMENT NO = 20 2 875.170 67.130 .872 4.820 1.065 1.077 .873 .844 .00512 .005153 ELEMENT NO = 20 2 900.822 67.261 .873 4.820 1.068 1.077 .873 .844 .00512 .005065 ELEMENT NO = 20 2 904.480 67.280 .873 4.820 1.068 1.077 .873 .844 .00512 .005065 ELEMENT NO = 21 3 904.480 67.280 .873 4.820 1.068 1.077 .000 .844 .00500 .005118 ELEMENT NO = 21 3 908.480 67.300 1.078 4.510 1.571 .856 .000 .642 .00500 .004006 ELEMENT NO = 22 2 908.480 67.300 1.078 4.510 1.571 .856 .738 .642 .00500 .004006 ELEMENT NO = 22 2 956.480 67.540 1.030 4.510 1.571 .818 .738 .642 .00500 .004006 ELEMENT NO = 23 6 956.480 67.570 1.030 4.510 1.571 .818 .000 .642 .00000 .000000 FILE: linem.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-20-2021 Time:10:33:41 Marja Acres Storm Drain Line M ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 100.000 63.250 1.256 64.506 12.22 5.88 .54 65.04 .00 1.26 1.93 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 13.017 .0050 .0053 .07 1.26 1.00 1.31 .013 .00 .00 PIPE | | | | | | | | | | | | | 113.017 63.315 1.307 64.622 12.22 5.62 .49 65.11 .00 1.26 1.90 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .923 .0050 .0050 .00 1.31 .93 1.31 .013 .00 .00 PIPE | | | | | | | | | | | | | 113.940 63.320 1.307 64.627 12.22 5.62 .49 65.12 .00 1.26 1.90 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0050 .0035 .01 1.31 .93 .013 .00 .00 PIPE Page 4 Line M.OUT | | | | | | | | | | | | | 117.940 63.340 1.672 65.012 10.23 3.65 .21 65.22 .00 1.15 1.48 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 21.408 .0050 .0021 .04 1.67 .47 1.16 .013 .00 .00 PIPE | | | | | | | | | | | | | 139.348 63.448 1.588 65.035 10.23 3.83 .23 65.26 .00 1.15 1.62 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 18.895 .0050 .0023 .04 1.59 .52 1.16 .013 .00 .00 PIPE | | | | | | | | | | | | | 158.243 63.543 1.513 65.056 10.23 4.01 .25 65.31 .00 1.15 1.72 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 17.125 .0050 .0025 .04 1.51 .58 1.16 .013 .00 .00 PIPE | | | | | | | | | | | | | 175.368 63.629 1.445 65.075 10.23 4.21 .27 65.35 .00 1.15 1.79 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 15.865 .0050 .0029 .05 1.45 .64 1.16 .013 .00 .00 PIPE | | | | | | | | | | | | | 191.233 63.709 1.383 65.092 10.23 4.41 .30 65.39 .00 1.15 1.85 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 14.916 .0050 .0032 .05 1.38 .69 1.16 .013 .00 .00 PIPE | | | | | | | | | | | | | 206.149 63.784 1.326 65.110 10.23 4.63 .33 65.44 .00 1.15 1.89 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.071 .0050 .0035 .02 1.33 .75 1.16 .013 .00 .00 PIPE FILE: linem.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 2 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-20-2021 Time:10:33:41 Marja Acres Storm Drain Line M ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 213.220 63.820 1.299 65.119 10.23 4.74 .35 65.47 .00 1.15 1.91 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0050 .0036 .01 1.30 .79 .013 .00 .00 PIPE | | | | | | | | | | | | | 217.220 63.840 1.284 65.124 10.23 4.80 .36 65.48 .00 1.15 1.92 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 14.336 .0050 .0039 .06 1.28 .80 1.16 .013 .00 .00 PIPE | | | | | | | | | | | | | 231.556 63.912 1.232 65.144 10.23 5.04 .39 65.54 .00 1.15 1.95 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 15.705 .0050 .0045 .07 1.23 .87 1.16 .013 .00 .00 PIPE | | | | | | | | | | | | | Page 5 Line M.OUT 247.261 63.991 1.184 65.175 10.23 5.28 .43 65.61 .00 1.15 1.97 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.268 .0050 .0049 .05 1.18 .94 1.16 .013 .00 .00 PIPE | | | | | | | | | | | | | 258.529 64.048 1.161 65.208 10.23 5.41 .45 65.66 .00 1.15 1.97 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 42.271 .0050 .0050 .21 1.16 .97 1.16 .013 .00 .00 PIPE | | | | | | | | | | | | | 300.800 64.260 1.161 65.421 10.23 5.41 .45 65.88 .00 1.15 1.97 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0050 .0031 .01 1.16 .97 .013 .00 .00 PIPE | | | | | | | | | | | | | 304.800 64.280 1.570 65.850 7.60 2.87 .13 65.98 .00 .98 1.64 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 16.515 .0049 .0013 .02 1.57 .40 .97 .013 .00 .00 PIPE | | | | | | | | | | | | | 321.315 64.361 1.497 65.859 7.60 3.01 .14 66.00 .00 .98 1.74 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 14.954 .0049 .0014 .02 1.50 .44 .97 .013 .00 .00 PIPE | | | | | | | | | | | | | 336.269 64.435 1.431 65.866 7.60 3.16 .15 66.02 .00 .98 1.80 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 13.735 .0049 .0016 .02 1.43 .48 .97 .013 .00 .00 PIPE FILE: linem.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 3 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-20-2021 Time:10:33:41 Marja Acres Storm Drain Line M ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 350.004 64.503 1.370 65.873 7.60 3.31 .17 66.04 .00 .98 1.86 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 12.730 .0049 .0018 .02 1.37 .53 .97 .013 .00 .00 PIPE | | | | | | | | | | | | | 362.735 64.566 1.313 65.879 7.60 3.48 .19 66.07 .00 .98 1.90 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.862 .0049 .0020 .02 1.31 .57 .97 .013 .00 .00 PIPE | | | | | | | | | | | | | 374.596 64.624 1.260 65.884 7.60 3.64 .21 66.09 .00 .98 1.93 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.204 .0049 .0022 .01 1.26 .62 .97 .013 .00 .00 PIPE | | | | | | | | | | | | | 379.800 64.650 1.237 65.887 7.60 3.73 .22 66.10 .00 .98 1.94 2.000 .000 .00 1 .0 Page 6 Line M.OUT -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0050 .0023 .01 1.24 .64 .013 .00 .00 PIPE | | | | | | | | | | | | | 383.800 64.670 1.218 65.888 7.60 3.79 .22 66.11 .00 .98 1.95 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.242 .0050 .0025 .03 1.22 .66 .97 .013 .00 .00 PIPE | | | | | | | | | | | | | 394.042 64.721 1.171 65.892 7.60 3.98 .25 66.14 .00 .98 1.97 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.514 .0050 .0029 .03 1.17 .71 .97 .013 .00 .00 PIPE | | | | | | | | | | | | | 403.556 64.769 1.126 65.895 7.60 4.17 .27 66.17 .00 .98 1.98 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.867 .0050 .0033 .03 1.13 .77 .97 .013 .00 .00 PIPE | | | | | | | | | | | | | 412.423 64.813 1.083 65.897 7.60 4.38 .30 66.19 .00 .98 1.99 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.148 .0050 .0037 .03 1.08 .83 .97 .013 .00 .00 PIPE | | | | | | | | | | | | | 420.571 64.854 1.043 65.897 7.60 4.59 .33 66.22 .00 .98 2.00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.145 .0050 .0042 .03 1.04 .89 .97 .013 .00 .00 PIPE FILE: linem.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 4 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-20-2021 Time:10:33:41 Marja Acres Storm Drain Line M ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 427.716 64.890 1.004 65.894 7.60 4.81 .36 66.25 .00 .98 2.00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.201 .0050 .0046 .01 1.00 .95 .97 .013 .00 .00 PIPE | | | | | | | | | | | | | 429.917 64.901 .980 65.881 7.60 4.96 .38 66.26 .00 .98 2.00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 429.917 64.901 .970 65.871 7.60 5.03 .39 66.26 .00 .98 2.00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 114.895 .0050 .0050 .58 .97 1.02 .97 .013 .00 .00 PIPE | | | | | | | | | | | | | 544.812 65.477 .970 66.447 7.60 5.03 .39 66.84 .00 .98 2.00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 7 Line M.OUT 4.568 .0050 .0050 .02 .97 1.02 .97 .013 .00 .00 PIPE | | | | | | | | | | | | | 549.380 65.500 .970 66.470 7.60 5.03 .39 66.86 .00 .98 2.00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0050 .0050 .02 .97 1.02 .013 .00 .00 PIPE | | | | | | | | | | | | | 553.380 65.520 .974 66.494 7.60 5.01 .39 66.88 .00 .98 2.00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 48.869 .0049 .0049 .24 .97 1.01 .97 .013 .00 .00 PIPE | | | | | | | | | | | | | 602.249 65.762 .974 66.735 7.60 5.01 .39 67.12 .00 .98 2.00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.671 .0049 .0049 .01 .97 1.01 .97 .013 .00 .00 PIPE | | | | | | | | | | | | | 603.920 65.770 .980 66.750 7.60 4.96 .38 67.13 .00 .98 2.00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0068 .0034 .01 .98 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 606.880 65.790 1.327 67.117 4.82 2.91 .13 67.25 .00 .84 .96 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 19.958 .0050 .0020 .04 1.33 .39 .88 .013 .00 .00 PIPE FILE: linem.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 5 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-20-2021 Time:10:33:41 Marja Acres Storm Drain Line M ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 626.838 65.890 1.253 67.143 4.82 3.06 .15 67.29 .00 .84 1.11 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 16.859 .0050 .0021 .04 1.25 .45 .88 .013 .00 .00 PIPE | | | | | | | | | | | | | 643.697 65.975 1.190 67.165 4.82 3.21 .16 67.32 .00 .84 1.21 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 15.056 .0050 .0024 .04 1.19 .51 .88 .013 .00 .00 PIPE | | | | | | | | | | | | | 658.753 66.050 1.134 67.185 4.82 3.36 .18 67.36 .00 .84 1.29 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 13.884 .0050 .0026 .04 1.13 .56 .88 .013 .00 .00 PIPE | | | | | | | | | | | | | 672.637 66.120 1.084 67.203 4.82 3.53 .19 67.40 .00 .84 1.34 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 13.135 .0050 .0029 .04 1.08 .62 .88 .013 .00 .00 PIPE Page 8 Line M.OUT | | | | | | | | | | | | | 685.772 66.186 1.037 67.223 4.82 3.70 .21 67.44 .00 .84 1.39 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 12.824 .0050 .0033 .04 1.04 .67 .88 .013 .00 .00 PIPE | | | | | | | | | | | | | 698.595 66.250 .994 67.244 4.82 3.88 .23 67.48 .00 .84 1.42 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 13.011 .0050 .0037 .05 .99 .73 .88 .013 .00 .00 PIPE | | | | | | | | | | | | | 711.606 66.315 .953 67.269 4.82 4.07 .26 67.53 .00 .84 1.44 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 14.555 .0050 .0042 .06 .95 .79 .88 .013 .00 .00 PIPE | | | | | | | | | | | | | 726.161 66.388 .916 67.304 4.82 4.27 .28 67.59 .00 .84 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 20.299 .0050 .0047 .09 .92 .86 .88 .013 .00 .00 PIPE | | | | | | | | | | | | | 746.460 66.490 .884 67.374 4.82 4.45 .31 67.68 .00 .84 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0050 .0049 .02 .88 .91 .013 .00 .00 PIPE FILE: linem.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 6 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-20-2021 Time:10:33:41 Marja Acres Storm Drain Line M ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 750.460 66.510 .883 67.393 4.82 4.46 .31 67.70 .00 .84 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 33.554 .0048 .0049 .16 .88 .92 .89 .013 .00 .00 PIPE | | | | | | | | | | | | | 784.014 66.672 .890 67.562 4.82 4.41 .30 67.86 .00 .84 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 14.066 .0048 .0048 .07 .89 .90 .89 .013 .00 .00 PIPE | | | | | | | | | | | | | 798.080 66.740 .890 67.630 4.82 4.41 .30 67.93 .00 .84 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR -.1400 .0033 .01 .89 .90 .013 .00 .00 PIPE | | | | | | | | | | | | | 800.080 66.460 1.341 67.801 4.82 2.89 .13 67.93 .00 .84 .92 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.846 .0091 .0019 .02 1.34 .38 .73 .013 .00 .00 PIPE | | | | | | | | | | | | | Page 9 Line M.OUT 808.926 66.541 1.265 67.805 4.82 3.03 .14 67.95 .00 .84 1.09 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.136 .0091 .0021 .02 1.26 .44 .73 .013 .00 .00 PIPE | | | | | | | | | | | | | 816.062 66.606 1.200 67.806 4.82 3.18 .16 67.96 .00 .84 1.20 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.039 .0091 .0023 .01 1.20 .50 .73 .013 .00 .00 PIPE | | | | | | | | | | | | | 822.101 66.661 1.143 67.804 4.82 3.34 .17 67.98 .00 .84 1.28 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.200 .0091 .0026 .01 1.14 .55 .73 .013 .00 .00 PIPE | | | | | | | | | | | | | 827.301 66.709 1.092 67.801 4.82 3.50 .19 67.99 .00 .84 1.34 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.504 .0091 .0029 .01 1.09 .61 .73 .013 .00 .00 PIPE | | | | | | | | | | | | | 831.805 66.750 1.045 67.795 4.82 3.67 .21 68.00 .00 .84 1.38 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.874 .0091 .0032 .01 1.04 .66 .73 .013 .00 .00 PIPE FILE: linem.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 7 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-20-2021 Time:10:33:41 Marja Acres Storm Drain Line M ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 835.679 66.785 1.001 67.786 4.82 3.85 .23 68.02 .00 .84 1.41 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.232 .0091 .0036 .01 1.00 .72 .73 .013 .00 .00 PIPE | | | | | | | | | | | | | 838.911 66.815 .960 67.775 4.82 4.04 .25 68.03 .00 .84 1.44 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .108 .0091 .0041 .00 .96 .78 .73 .013 .00 .00 PIPE | | | | | | | | | | | | | 839.019 66.816 .922 67.738 4.82 4.23 .28 68.02 .00 .84 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 839.019 66.816 .732 67.548 4.82 5.63 .49 68.04 .00 .84 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 17.859 .0091 .0087 .16 .73 1.31 .73 .013 .00 .00 PIPE | | | | | | | | | | | | | 856.879 66.979 .752 67.731 4.82 5.44 .46 68.19 .00 .84 1.50 1.500 .000 .00 1 .0 Page 10 Line M.OUT -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.022 .0091 .0079 .08 .75 1.25 .73 .013 .00 .00 PIPE | | | | | | | | | | | | | 866.901 67.071 .781 67.852 4.82 5.18 .42 68.27 .00 .84 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.439 .0091 .0069 .02 .78 1.16 .73 .013 .00 .00 PIPE | | | | | | | | | | | | | 870.339 67.102 .811 67.913 4.82 4.94 .38 68.29 .00 .84 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .831 .0091 .0061 .01 .81 1.08 .73 .013 .00 .00 PIPE | | | | | | | | | | | | | 871.170 67.110 .844 67.954 4.82 4.71 .34 68.30 .00 .84 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0050 .0054 .02 .84 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 875.170 67.130 .872 68.002 4.82 4.53 .32 68.32 .00 .84 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 25.652 .0051 .0051 .13 .87 .94 .87 .013 .00 .00 PIPE FILE: linem.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 8 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date:12-20-2021 Time:10:33:41 Marja Acres Storm Drain Line M ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 900.822 67.261 .873 68.135 4.82 4.51 .32 68.45 .00 .84 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.658 .0051 .0051 .02 .87 .94 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 904.480 67.280 .873 68.153 4.82 4.51 .32 68.47 .00 .84 1.48 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0050 .0046 .02 .87 .94 .013 .00 .00 PIPE | | | | | | | | | | | | | 908.480 67.300 1.078 68.378 4.51 2.87 .13 68.51 .00 .64 .00 1.000 .000 .00 2 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 48.000 .0050 .0040 .19 1.08 .00 .74 .013 .00 .00 PIPE | | | | | | | | | | | | | 956.480 67.540 1.030 68.570 4.51 2.87 .13 68.70 .00 .64 .00 1.000 .000 .00 2 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 11 Line N.OUT 1 DOWNSTREAM STATION INVERT DEPTH Q AREA FORCE DNORM DCRIT SLOPE SFRICT ELEMENT NO = 1 1 100.000 48.490 .658 4.660 .747 1.110 .000 .829 .00000 .000000 ELEMENT NO = 2 2 110.830 48.680 .736 4.660 .862 1.051 .598 .829 .01754 .008399 ELEMENT NO = 2 2 108.674 48.642 .709 4.660 .822 1.067 .598 .829 .01754 .009544 ELEMENT NO = 2 2 105.356 48.584 .684 4.660 .784 1.086 .598 .829 .01754 .010852 ELEMENT NO = 2 2 100.248 48.494 .659 4.660 .747 1.109 .598 .829 .01754 .012346 ELEMENT NO = 2 2 100.000 48.490 .658 4.660 .747 1.110 .598 .829 .01754 .012391 ELEMENT NO = 3 3 114.830 49.680 .263 1.310 .165 .340 .000 .484 .25000 .058559 ELEMENT NO = 3 3 110.830 48.680 .736 4.660 .862 1.051 .000 .829 .25000 .008399 ELEMENT NO = 4 2 212.340 55.390 .349 1.310 .244 .254 .263 .484 .05856 .019687 ELEMENT NO = 4 2 211.471 55.339 .337 1.310 .233 .261 .263 .484 .05856 .022461 ELEMENT NO = 4 2 210.382 55.275 .326 1.310 .222 .270 .263 .484 .05856 .025638 ELEMENT NO = 4 2 209.000 55.194 .315 1.310 .212 .279 .263 .484 .05856 .029277 ELEMENT NO = 4 2 207.210 55.090 .304 1.310 .202 .289 .263 .484 .05856 .033431 ELEMENT NO = 4 2 204.792 54.948 .294 1.310 .193 .300 .263 .484 .05856 .038184 ELEMENT NO = 4 2 201.282 54.742 .284 1.310 .184 .312 .263 .484 .05856 .043624 ELEMENT NO = 4 2 195.398 54.398 .274 1.310 .175 .324 .263 .484 .05856 .049853 ELEMENT NO = 4 2 180.281 53.513 .265 1.310 .167 .338 .263 .484 .05856 .056976 ELEMENT NO = 4 2 158.832 52.257 .263 1.310 .165 .340 .263 .484 .05856 .058559 ELEMENT NO = 4 2 114.830 49.680 .263 1.310 .165 .340 .263 .484 .05856 .058559 ELEMENT NO = 5 3 216.340 55.720 .320 .790 .217 .118 .000 .371 .08250 .009998 ELEMENT NO = 5 3 212.340 55.390 .349 1.310 .244 .254 .000 .484 .08250 .019687 ELEMENT NO = 6 2 267.350 56.230 .371 .790 .266 .114 .320 .371 .01000 .005692 ELEMENT NO = 6 2 267.081 56.227 .358 .790 .252 .114 .320 .371 .01000 .006557 ELEMENT NO = 6 2 266.098 56.217 .345 .790 .241 .115 .320 .371 .01000 .007481 ELEMENT NO = 6 2 263.609 56.193 .334 .790 .229 .116 .320 .371 .01000 .008538 ELEMENT NO = 6 2 255.404 56.111 .322 .790 .219 .118 .320 .371 .01000 .009746 ELEMENT NO = 6 2 242.374 55.980 .320 .790 .217 .118 .320 .371 .01000 .009998 ELEMENT NO = 6 2 216.340 55.720 .320 .790 .217 .118 .320 .371 .01000 .009998 ELEMENT NO = 7 6 267.350 56.230 .371 .790 .266 .114 .000 .371 .00000 .000000 FILE: linen.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date: 8-23-2021 Time:11: 0:56 Marja Acres Storm Drain Line N ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| Page 1 Line N.OUT L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 100.000 48.490 .658 49.148 4.66 6.24 .61 49.75 .00 .83 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .248 .0175 .0124 .00 .66 1.55 .60 .013 .00 .00 PIPE | | | | | | | | | | | | | 100.248 48.494 .659 49.153 4.66 6.23 .60 49.76 .00 .83 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.108 .0175 .0116 .06 .66 1.55 .60 .013 .00 .00 PIPE | | | | | | | | | | | | | 105.356 48.584 .684 49.267 4.66 5.94 .55 49.82 .00 .83 1.49 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.318 .0175 .0102 .03 .68 1.45 .60 .013 .00 .00 PIPE | | | | | | | | | | | | | 108.674 48.642 .709 49.351 4.66 5.67 .50 49.85 .00 .83 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.156 .0175 .0090 .02 .71 1.35 .60 .013 .00 .00 PIPE | | | | | | | | | | | | | 110.830 48.680 .736 49.416 4.66 5.40 .45 49.87 .00 .83 1.50 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .2500 .0335 .13 .74 1.26 .013 .00 .00 PIPE | | | | | | | | | | | | | 114.830 49.680 .263 49.943 1.31 7.92 .98 50.92 .00 .48 .88 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 44.002 .0586 .0586 2.58 .26 3.22 .26 .013 .00 .00 PIPE | | | | | | | | | | | | | 158.832 52.257 .263 52.520 1.31 7.92 .98 53.50 .00 .48 .88 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 21.450 .0586 .0578 1.24 .26 3.22 .26 .013 .00 .00 PIPE | | | | | | | | | | | | | 180.281 53.513 .265 53.778 1.31 7.85 .96 54.73 .00 .48 .88 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 15.117 .0586 .0534 .81 .27 3.18 .26 .013 .00 .00 PIPE | | | | | | | | | | | | | 195.398 54.398 .274 54.672 1.31 7.48 .87 55.54 .00 .48 .89 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.884 .0586 .0467 .28 .27 2.98 .26 .013 .00 .00 PIPE FILE: linen.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 2 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date: 8-23-2021 Time:11: 0:56 Marja Acres Storm Drain Line N ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch Page 2 Line N.OUT *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 201.282 54.742 .284 55.026 1.31 7.13 .79 55.82 .00 .48 .90 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.510 .0586 .0409 .14 .28 2.79 .26 .013 .00 .00 PIPE | | | | | | | | | | | | | 204.792 54.948 .294 55.242 1.31 6.80 .72 55.96 .00 .48 .91 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.419 .0586 .0358 .09 .29 2.61 .26 .013 .00 .00 PIPE | | | | | | | | | | | | | 207.210 55.090 .304 55.394 1.31 6.49 .65 56.05 .00 .48 .92 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.790 .0586 .0314 .06 .30 2.44 .26 .013 .00 .00 PIPE | | | | | | | | | | | | | 209.000 55.194 .315 55.509 1.31 6.18 .59 56.10 .00 .48 .93 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.382 .0586 .0275 .04 .31 2.28 .26 .013 .00 .00 PIPE | | | | | | | | | | | | | 210.382 55.275 .326 55.601 1.31 5.90 .54 56.14 .00 .48 .94 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.089 .0586 .0240 .03 .33 2.13 .26 .013 .00 .00 PIPE | | | | | | | | | | | | | 211.471 55.339 .337 55.676 1.31 5.62 .49 56.17 .00 .48 .95 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .869 .0586 .0211 .02 .34 2.00 .26 .013 .00 .00 PIPE | | | | | | | | | | | | | 212.340 55.390 .349 55.739 1.31 5.36 .45 56.19 .00 .48 .95 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0825 .0148 .06 .35 1.87 .013 .00 .00 PIPE | | | | | | | | | | | | | 216.340 55.720 .320 56.040 .79 3.65 .21 56.25 .00 .37 .93 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 26.034 .0100 .0100 .26 .32 1.33 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 242.374 55.980 .320 56.300 .79 3.65 .21 56.51 .00 .37 .93 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 13.030 .0100 .0099 .13 .32 1.33 .32 .013 .00 .00 PIPE FILE: linen.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 3 Program Package Serial Number: 7265 WATER SURFACE PROFILE LISTING Date: 8-23-2021 Time:11: 0:56 Marja Acres Storm Drain Line N ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* Page 3 Line N.OUT | | | | | | | | | | | | | 255.404 56.111 .322 56.433 .79 3.61 .20 56.64 .00 .37 .93 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.205 .0100 .0091 .08 .32 1.32 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 263.609 56.193 .334 56.526 .79 3.44 .18 56.71 .00 .37 .94 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.490 .0100 .0080 .02 .33 1.23 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 266.098 56.217 .345 56.563 .79 3.28 .17 56.73 .00 .37 .95 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .983 .0100 .0070 .01 .35 1.15 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 267.081 56.227 .358 56.585 .79 3.13 .15 56.74 .00 .37 .96 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .269 .0100 .0061 .00 .36 1.08 .32 .013 .00 .00 PIPE | | | | | | | | | | | | | 267.350 56.230 .371 56.601 .79 2.97 .14 56.74 .00 .37 .97 1.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- Page 4 PIPE CAPACITY FOR EXISTING 24" CMP (TO ACCOMODATE THE MITIGATED Q100 FLOWS) Culvert Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Jan 31 2022 EX. 24in CMP - OFFSITE SDGE ROAD Invert Elev Dn (ft) = 39.60 Pipe Length (ft) = 40.00 Slope (%) = 1.00 Invert Elev Up (ft) = 40.00 Rise (in) = 24.0 Shape = Circular Span (in) = 24.0 No. Barrels = 1 n-Value = 0.022 Culvert Type = Circular Corrugate Metal Pipe Culvert Entrance = Projecting Coeff. K,M,c,Y,k = 0.034, 1.5, 0.0553, 0.54, 0.9 Embankment Top Elevation (ft) = 42.75 Top Width (ft) = 23.00 Crest Width (ft) = 25.00 Calculations Qmin (cfs) = 13.06 Qmax (cfs) = 13.06 Tailwater Elev (ft) = (dc+D)/2 Highlighted Qtotal (cfs) = 13.06 Qpipe (cfs) = 13.06 Qovertop (cfs) = 0.00 Veloc Dn (ft/s) = 4.71 Veloc Up (ft/s) = 6.05 HGL Dn (ft) = 41.25 HGL Up (ft) = 41.30 Hw Elev (ft) = 42.20 Hw/D (ft) = 1.10 Flow Regime = Inlet Control Lower Costs Installed savings compared to traditional systems Innovative design allows quick and efficient installation Reduced labor and excavation costs Meets water quantity requirements without compromising land use Increase Options Sizes ranging from 1'1" to 11'4" in 1" increments Designed to exceed HS-20 loading with minimum of 6" cover Locally manufactured in a NPCA (National Precast Concrete Association) certified facility Modular design maximizes storage volume while minimizes footprint and cost Minimize Maintenance Total accessible void storage for easy maintenance Reclaim 100% of original storage volume High-strength precast concrete provides up to 100 years of service life Streamline Design and Installation Structural stamp on each project Budget estimate for system and installation Complete set of drawings Pre-construction meeting Representative on site during installation PHONE 877 867 6872 WEB stormtrap.com STORMTRAP MAINTENANCE MANUAL 1. Introduction Regular inspections are recommended to ensure that the system is functioning as designed. Please call your Authorized StormTrap Representative if you have questions in regards to the inspection and maintenance of the StormTrap system. Prior to entry into any underground storm sewer or underground detention systems, appropriate OSHA and local safety regulations and guidelines should be followed. 2. Inspection Schedules for Municipalities StormTrap Stormwater Management Systems are recommended for inspection whenever the upstream and downstream catch basins and stormwater pipes of the stormwater collection system are inspected or maintained. This will economize the cost of the inspection if it is done at the same time the Municipal crews are visiting the area. 3. Inspection Schedules for Private Development StormTrap Stormwater Mangement Systems, for a private development, are recommended for inspection after each major storm water event. At a minimum, until a cleaning schedule can be established, an annual inspection is recommended. If inspected on an annual basis, the inspection should be conducted before the stormwater season begins to be sure that everything is functioning properly for the upcoming storm season. 4. Inspection Process Inspections should be done such that at least 2-3 days has lapsed since the most recent rain event to allow for draining. Visually inspect the system at all manhole locations. Utilizing a sediment pole, measure and document the amount of silt at each manhole location (Figure 1). Inspect each pipe opening to ensure that the silt level or any foreign objects are not blocking the pipes. Be sure to inspect the outlet pipe(s) because this is typically the smallest pipe in the system. It is common that most of the larger materials will be collected upstream of the system in catch basins, and it is therefore important at time of inspections to check these structures for large trash or blockages. Remove any blockages if you can during the inspection process only if you can do so safely from the top of the system without entering into the system. Do not go into the system under any circumstances without proper ventilation equipment and training. Pass any information requiring action onto the appropriate maintenance personnel if you cannot remove the blockages from above during the inspection process. Be sure to describe the location of each manhole and the type of material that needs to be removed. The sediment level of the system should also be measured and recorded during the inspection process. Recording the sediment level at each manhole is very important in order get a history of sediment that can be graphed over time (i.e. years) in order to estimate when the system will need to be maintained next. It is also important to keep these records to verify that the inspection process was actually performed if anyone asks for your records in the future. The sediment level in the underground detention system can be determined from the outside of the system by opening up all the manholes and using a sediment pole to measure the amount of sediment at each location. Force the stick to the bottom of the system and then remove it and measure the amount of sediment at that location. Again, do not go into the system under any circumstances without proper ventilation equipment and training. 5. When to Clean the System Any blockages should be safely removed as soon as practical so that the Stormwater detention system will fill and drain properly before the next stormwater event. The Dry Detention System should be completely cleaned whenever the sediment occupies more than 10% to 15% of the originally designed system’s volume. The Wet Detention System should be cleaned when the sediment occupies more than 30% or 1/3rd of the originally designed system’s volume. NOTE: Check with your municipality in regards to cleaning criteria, as the allowable sediment before cleaning may be more or less then described above. 6. How to Clean the StormTrap The system should be completely cleaned back to 100% of the originally designed storage volume whenever the above sediment levels have been reached. Be sure to wait at least 3 days after a stormwater event to be sure that the system is completely drained (if it is a Dry Detention System), and all of the sediments have settled to the bottom of the system (if it is a Wet Detention System). Do not enter the System unless you are properly trained, equipped, and qualified to enter a confined space as identified by local occupational safety and health regulations. There are many maintenance companies that are in business to help you clean your underground stormwater detention systems and water quality units. Please call your StormTrap representative for referrals in your area. A. Dry Detention System Cleaning Maintenance is typically performed using a vacuum truck. Sediment should be flushed towards a vacuum hose for thorough removal. For a Dry Detention System, remove the manhole cover at the top of the system and lower a vacuum hose into one of the rows of the StormTrap system. Open up the manhole at the opposite end of the StormTrap and use sewer jetting equipment to force water in the same row from one end of the StormTrap row to the opposite side. The rows of the StormTrap are completely open in one contiguous channel from one end to the other for easy cleaning. Place the vacuum hose and the sewer jetting equipment in the next row and repeat the process until all of the rows have been cleaned. When finished, replace all covers that were removed and dispose of the collected material properly. B. Wet Detention System Cleaning If the system was designed to maintain a permanent pool of water, floatables and any oil should be removed in a separate procedure prior to the removal of all sediment. The floatable trash is removed first by using a bucket strainer to capture and remove any floating debris. The floatable oils are then removed off the top of the water by using the vacuum truck to suck off any floatable fluids and liquids. The next step is to use the vacuum truck to gently remove the clarified water above the sediment layer. The final step is to clean the sediment for each row as described above in the paragraph “A. Dry Detention System Cleaning”. For smaller systems, the vacuum truck can remove all of the sediment in the basin without using the sewer jetting equipment because of the smaller space. 7. Inspection Reports Proof of these inspections is the responsibility of the property owner. All inspection reports and data should be kept on site or at a location where they will be accessible for years in the future. Some municipalities require these inspection and cleaning reports to be forwarded to the proper governmental permitting agency on an annual basis. Refer to your local and national regulations for any additional maintenance requirements and schedules not contained herein. Inspections should be a part of your standard operating procedure. Figure 1. During inspection, measure the distance from finished grade to the top of the sediment inside the system. Sample inspection and maintenance log MARJA ACRESHOWES WEILER LANDYPLANNING & ENGINEERINGTel. 760.929.2288 Fax. 760.929.22872888 LOKER AVENUE EAST SUITE 217CARLSBAD, CA 92010Know what'sbelow.before you dig.CallRSTORM TRAP DETAILS(Q100 WSE) MARJA ACRESHOWES WEILER LANDYPLANNING & ENGINEERINGTel. 760.929.2288 Fax. 760.929.22872888 LOKER AVENUE EAST SUITE 217CARLSBAD, CA 92010Know what'sbelow.before you dig.CallRSTORMTRAP DETAILS