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CT 16-07; MARJA ACRES; DRAINAGE STUDY; 2025-09-02
DRAINAGE 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 Revisions: March, 2021 May, 2021 November, 2021 December 20, 2021 Mel Landy, PE PREPARED BY: Jose Sanchez, Civil Engineer 2888 LOKER AVENUE EAST, SUITE 217 CARLSBAD, CA 92010 (760) 929-2288 "ASSUMPTION OF RESPONSIBLE CHARGE" As of September 2, 2025, I hereby assume responsible charge for design of changed to this report. By R.C.E.# Exp. Date Jaemin Blackwelder 92959 12/31/2025 Firm Fuscoe Engineering, Inc. Address 6390 Greenwich Dr., Suite 170 City, State, Zip San Diego, CA 92122 Telephone 858.554.1500 Addendum #1 Date: September 2, 2025 1 Hiivl. HOWES I WEILER I LANDY PLANNING & ENGINEERING 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 14 Supplemental Drainage Calculations for Construction Change #41<] 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 PROJECT SITE CITY or OCEANSIDE PACIFI OCE 7a CITY Of' ENCINITAS VICINITY MAP NOT TO SCAL! 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 Relief Soil Infiltration Vegetal Cover Surface Storage Given Find HIGHWAY DESIGN :.\1A1"-UAL Figure 819.2A 810-19 July !, 2015 Runoff Coefficients for Undeveloped Areas Watershed Types Extreme High Nonna! Low .28 -.35 .20 -.28 .14 -.20 .08 -.14 Steep, rugged Hilly, with average Rolling, with Relatively flat land, ten-ain with average slopes of 10 to 30% average slopes of with average slopes slopes above 30% 5 to 10% of0 to 5% .12 -.16 .08 -.12 .06 -.08 .04 -.06 No effective soil Slow to take up water, Nonna!; well High: deep sand or cover, either rock or clay or shallow loam drained light or other soil that takes thin soil mantle of soils of low infiltration medium textured up water readily, negligible capacity, impe1fectly or soils, sandy ve1y light well infiltration capacity poorly drained loams, silt and drained soils silt loams .12 -.16 .08 -.12 .06 -.08 .04 -.06 No effective plant Poor to fair; clean Fa ir to good; Good to excellent; cover, bare or ve1y cultivation crops, or about 50% of about 90% of sparse cover poor natural cover, less area in good drainage area in than 20% of drainage grassland or good grassland, area over good cover woodland, not woodland or more than 50% of equivalent cover area in cultivated crops .10 -.12 .08 -.10 .06 -.08 .04 -.06 Negligible smface Low; well defined Nonna!; High: smface depression few and system of small considerable storage, high; shallow; drainageways: no ponds surface drainage system not drainageways steep or marshes depression sha1vly defined; and small, no storage: lakes and large floodplain marshes pond marshes storage or large number of ponds or marshes An undeveloped watershed consisting of; Solution: 1) rolling ten-ain with average slopes of 5%, Relief 0.14 2) clay type soils, Soil Infiltration 0.08 3) good grassland area, and Vegetal Cover 0.04 4) nonnal surface depressions. Surface Storage 0.06 C =0.32 The runoff coefficient, C, for the above watershed. Page | 10 of 194 Marja Acres Drainage Report (2) Rainfall Intensity, I Table 819 .. 28 Runoff Coeffi cients for Developed Areas (1l Type of Drainage Area Busines s: Downtown areas Neighborhood areas Residential : Single-family areas Multi-units detached Multi-units attached Suburban Apaiiment dwelling areas Industrial : Light areas Heavy areas Parks, cemeteries: Playgrounds : Railroad yard areas : UnitnprO\ ed areas: Lawns: Sandy soil, flat, 2% Sandy soil, average, 2-% Sandy soil, steep, % Heavy soil, flat, 2% Heavy soil, average, 2-7% Heavy soil, steep, % Streets: Asphaltic Concrete Brick Drives and v.alks Roofs: NOTES: (1) From HDS o. 2. Runoff Coefficient 0. 0 -0.95 0.50 -0.70 0.30 -0. -o 0.40 -0.60 0.60 -0.75 0.2 --0.40 0.50 -0.70 0.50 -0.80 0.60 -0.90 0.10 -0.25 0.20 -0.40 0.20 -0.40 0.10 -0.30 0.0--0.10 0.10 -0.15 0.1--0.20 0.13 -0.17 0.18 -0.22 0.2- -0.35 0. 0 -0.95 0.80 -0.95 0. 0 -0.85 0. --0.85 0. --0.95 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. T, = l .S(l . IVsC)✓D (For overland time of flow) 3 s Where, T, = Time of Concentration (hours) D = Watercourse Distance (ft) S = Slope (%) C = Runoff Coefficient ( l L 9 L 3 )o.1s; T = --c l!,E (For natural watersheds)! 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. Where, T, = Time of Concentration in hours (hours) L= Watercourse Distance (miles) M = Change in elevation along effective slope line (ft) The average ra infall intensity is calculated from the following equation (San Diego County Hydrology Manual, June 2003) I = 7.44 x P6 x D--0.645 Where, I = Rainfall Intensity (in/hr) P6 = Six hour precipitation (inches) D = Duration (min.) Table 4 -Maximum overland Flow Length (LM) & Initial Time of Concentration (T1) Element DU/ 0.50% 1% 2% 3% 5% 10% Acre LM T LM T· LM T LM T LM T LM T 1 1 l 1 1 1 Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4 LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LDR 2.9 50 103.0 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 lvIDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 lvIDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8 lvIDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 ]).IDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5 HDR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7 N. Com. 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7 G. Com. 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4 O.P./Com. 50 41.0 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General I 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9 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 Area (ac) 100-Yr peak Flows (cfs) Existing Developed Difference Existing Developed Unmitigated Developed Mitigated Difference Node 15/30/45/60- EXISTING 255-PROPO 20.84 21.23 + 0.4(1) 40.09 51.81 13.06 -27.78 (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 approximately 27.78 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 San Diego County Rational Hydrology Program W 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 G 0 N r-- / >-Cl 0 __, 0 "' 5' 7 le' "' 0 D.. w ~ __, > X w 3 E w 00 ;3-, 0 ' , I",' 7 J,5 , I ;··----. ____ /f ,2 ? ,: \,, ' ' / \ - ·~ ,: C.c. i f i ,/ :.t.4~L j / ·; ~~·-~~dj . • ~' ~' / -4-_, /, if j l . ,_ .J2 ~~:,, ... :;"1'C'C,: ~;' .,.,.-. • , I : ' ;~: :! • -I 41.4EG Q 100=28.38 CFS -~;· >- / ' ,/ / , I / I I 54-.BEG Q100=1.84 CFS ji. ;:x: I \ , ! 5.5 I :/ 47.6EG Q 100=9.38 CFS / } I r I ' ' : \ I I C \~ ·-.. __ _ \"_~----, \ ·, p.c, ¢ ~' _,._.. \ \ / BE.6 /<> ~ (_ I ! --. I , / : 'n ' I,:', V. ·--L I I I I ./ ? ._), ~f Dense Trees Dense Trees 7 • -·___,.,·""'*·-- -------t-1 I : I I :·· / Dense Trees ---. . ----)~). ::;;--------- ·-I I I _j / :' / DenstJ TreeS BASIN 8.2 ,.,=9.JQ CFS ' ' ,, I 8 I 0 DB.,; ' ~ /0 C / 1 ;i8:;; ?Y ,! 1 re--.. --·,--~ I ' ;;;I +-cci:,F · • ·-=""" ~ "-':: --·1· .. c:::J ~ ~~' ' ~i!\'i,~ ~~1~1,.,. P.7':~_,,,\ 95.BEG Q100=0.49CFS \\ \\ ··\····/'····· c:::J co c - Dense Tr,;es 9/ 5(.8 ------ ----- -- .- 872 104.1 EG I ------____ --__ , _,._ _L ----_sJ~, ..__so-___ 18" RCP SO PER so----so--,,.:.."_"_ --s□--_[)WG477-o, SHT20. 15.0t ,.,=27.88 CRE CFS ----------90 - - ~~~~-.-!*4·F_~-('~,, • ~~·~ ··'""' ~. . .~ ·,,·,;::; ,:, 'V~••- --·-·=·--,_ 475+00 ·-----\'.>"""f--- -r=L = 1125' i).J. BASIN C.1 0.0 t ii,0,026 \. / - CRES CFS '-""' l I I I iDt-!-.--;--·~ .-___ _ \ :!.. \ • ·\ •, \ \,, \ \\ \ ,-\•' ,· . ~>> _,.C.;• if. ' /·:----,. \/\ ' ___ ,_,,\ ( \, __ . \\\ ---,\.--·/ \\\ •, \ -~;.:>/ \-\"14-cC, :/ ..... ---.-· Ct-'_--;- ..... 474+00 -- 108.lEG BASIN A.1 0.20 CRES 473+00 -- PREPARED BY: ' - - - - -7' ----- ------ --RJW----~-~.~ ~ 11--SD-~ o'~ - •• '0·'sD----sD ,, '' EL cAM1fi~ REAL"' --sD~ ..c- (Puauci , ~• -: C:' 472+00 Q,.,=2.6 CFS PERDWG447-6 ' C 62.6 - --;. R y.t = ,]7...,, ------,, Cdo 109.SEG ' ~ f 110.SEG CRf BASIN BOUNDARY SUBBASIN BOUNDARY DRAINAGE DIREC77ON DRAINAGE DESCRIP 77ON NODE EX. IMPERVIOUS Howes eiler &Assoclatas --- BASIN ACRES 0,. CFS l\\\\\\i \\\\\\\WI 46 00 --<1:--- 111+0_0 _: -l',.. ·.---,::,o!"n+nn / 18" RCPSDPER DWG477-6, SHT20. dens~ Trees I •, f '" 8. 1_1 \1~~- 1~_-, C: I ' Cf] , LI~ --E ~ -,~ • 'l I!-'V/,V \ \ SCALE: f-1 ~~~-- ' ' ' ' ' ' I I ' I 11 1" = 50' L / _, i /' \ ',,,· !,-•, 1--1 50 25 0 50 100 - MARJA ACRES PRE-DEVELOPMENT CONDITION DRAINAGE EXHIBIT T I 150 Tel. 760.929.2288 Fax. 760.929.2287 Email. info@hwplanning.com 2888 LOKER AVENUE EAST SUITE 217, CARLSBAD, CA 92010 www.hwplanning.com DATE: DRAWING: 09/06/21 SHEET 1 OF 1 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 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 EX. 24" CMP BASIN INFORMATION BMP BMP3 BMP4 SCALE: 1" = 50' 50 25 0 50 Width (ft) 1 1 Lower Slot Height Elevation111 (ft) (ft) B 0.167 1 0.167 1.5 1 HOWES I WEILER I LANDY PLANNING & ENGINEERING Width (ft) 4 Middle Slot Height (ft) 0.167 0.25 Tel. 760.929.2288 Fax. 760.929.2287 Email. info@HWL-PE.com 2888 LOKER AVENUE EAST SUITE 217, CARLSBAD, CA 92010 www.HWL-PE.com DATE: Elevation1'1 Length121 (ft) (ft) 12 3.25 12 1.33 Top Riser Elev.111 (ft) 2.25 3.75 1.75 Emergency weir Length131 (ft) 8 8 MARJA ACRES POST-DEVELOPMENT CONDITION DRAINAGE EXHIBIT DRAWING: 11/01/2021 SHEET 1 OF 1 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 PROJECT SITE J rp Q g, -0 ~ i ,-..- ..... - I J ~ J ID 0 v e ,. g, Ii'--co (0 ..-,+-... J ---t--t-t--t-----t-----t-----t----t--t-t--t-----t-----t----t-Lt,---t--t-t--t-----t-----t-----t----t--t-t--t-----t-----t-----1 t" ---t----t--t-t--t--+-+--+----t--t-1-+--+-+--'1icc--+-t-1---t-+-+-+-+-t-1---t-+-+-+-(0 .... ..,.. ' , County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event-6 Hours lsopluvial (inches) THIS MAP IS PROVIDED WITHOLIT WARRANTY OF ANY KIND, EITHER EXPRESS OR IMPLIED, INCLUDING, BUT NOT LIMITED TO, THE IMPLIED WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE, Copyright SanGIS. All Rights: Reserved. -~. ' ••~'17, ' ' i r I"" . -'li.~ ,., ' , ' , ~ t-• ,( I .._ -E This products may contain infonnation from the BANDAG Regional Information Sys.tern which cannot be reproduced without the written permission of SANDAG. -!~~-t-t-+t+++++++++++++++++++++++++++++-+--+--+-+--++-+--+-1---+--+--+---+-~---+--+--+--+-~l--i-~I 32°30 s Thia product may contain information which has been reproduced with permission granted by Thomas Brothers Maps. 0 ,2 air --G) ii'> G) ~-. G) -I ~ :t LC') a, '<t C"i) t" ~ N-0 01 • r ...,. ..,.. (() U+J (0 ,-...,.. ...,. ...,. = 'T ,-,-'T ,- 3 3 Miles PROJECT SITE County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event-24 Hours --------lsopluvial (inches) DPW GIS Page | 229 of 194 Marja Acres Drainage Report --Watershed D~ivide ---------< " \ ~ / \ "· •• \ --·· '------··.>-···--·"-... ·-----;,--··· ~ ----....___ /'.---......__ ---1--------------L----------------, W•tershed Divide Effective Slope Line •-----------------l ----------------->! Area "A"= Area "8 " SOURCE: California Oiv:sion of 1-fghways ( 1941) and Kirpich (1940) Oulgn Point FICURE Computation of Effective Slope for Natural Watersheds 39 ~ Pa g e | 2 3 0 o f 1 9 4 Ma r j a A c r e s D r a i n a g e R e p o r t ,-. w w IL ~ w u z ;:; ~ w VI Q'. ::, 0 0 "' w i 1001 ,.s I ~/-~ / I /I :.-'f 130 (/) w ,-. ::, z 0 20 ~ ~ w ::;; .= ~ ..J u.. 10 o s Q'. w > 0 -0 EXAMPLE: Given: Watercourse Distance (D} = 70 Feet Slope (s) =1.3% Runoff Coefficient (C} = 0.41 Ove,land FIOIV Time (T) : 9.S Minutes T = 1.8(1.1-C)'Jo •rs SOURCE: A1rpor1 Drainage, Federal A111ation AdministraWon, 196S Rational Formula -Overland Time of Flow Nomograph 43 F I GURE 3-3 Page | 231 of 194 Marja Acres Drainage Report Manning's n Values for Overland Flow1 The BMP Design Manuals within the County of San Diego allow for a land surface description other than short prairie grass to be used for hydromodification BMP design only if documentation provided is consistent with Table A.6 of the SWMM 5 User's Manual. In January 2016, the EPA released the SWMM Reference Manual Volume I -Hydrology (SWMM Hydrology Reference Manual). The SWMM Hydrology Reference Manual complements the SWMM 5 User's Manual by providing an in-depth description of the program's hydrologic components. Table 3-5 of the SWMM Hydrology Reference Manual expounds upon Table A.6 of the SWMM 5 User's Manual by providing Manning's n values for additional overland flow surfaces. Therefore, in order to provide SWMM users with a wider range of land surfaces suitable for local application and to provide Copermittees w ith confidence in the design parameters, we recommend using the values published by Yen and Chow in Table 3-5 of the EPA SWMM Reference Manual Volume I -Hydrology. The values are provided in the table below: Overland Surface Mannine value (n) Smooth asphalt pavement 0.010 Smooth impervious surface 0.011 Tar and sand pavement 0.012 Concrete pavement 0.014 Rough impervious surface 0.015 Smooth bare packed soil 0.017 Moderate bare packed soil 0.025 Rough bare packed soil 0.032 Gravel soil 0.025 Mowed poor grass 0.030 Average grass, closely clipped sod 0.040 Pasture 0.040 Timberland 0.060 Dense grass 0.060 Shrubs and bushes 0.080 Land Use Business 0.014 Semi business 0.022 Industrial 0.020 Dense residentia I 0.025 Suburban residentia I 0.030 Parks and lawns 0.040 1Content summarized from Improving Accuracy in Continuous Simulation Modeling: Guidance for Selecting Pervious Overland Flow Manning's n Values in the San Diego Region (TRWE, 2016). Page | 232 of 194 Marja Acres Drainage Report 5000 4000 EQUATION Tc ,. (1t~))°'385 Tc • Time or coocentratlon (hOu.sJ L Walerc;ounMJ Dil5tance [mllea) ..6.E • Change In elevatlon along effective slope line (See Figure 3-S)(leet) Ci.E 3000 21>00 1000 ' 500' 41)0 31)0 200 100 JO 20 10 5 ' " ,i~ ,'°-i. ' ' ' ' ' ' SOURCE: California Oilll&10n cl Highways (1941) and Klrpich (1940) ' ' L MIias Feet '1 4QOO 3000 0"5 ' 2000 1800 1800 1~ 1200 1000 900 800 700 600 500 "°° 300 200 L ' Nomogroph for Determination of ' ' Tc Hour5 Minutes 4 3 2 ' ' ' Tc 40 JO 20 18 UI ,. 12 10 II a 7 6 5 4 3 lime of Concentrotion (Tel or Travel Time (Ttl for Natural Wofersheds 2'<1 Pa g e | 2 3 3 o f 1 9 4 Ma r j a A c r e s D r a i n a g e R e p o r t 10.0 9.0 8.0 7.0 ~ :, 0 .c ui Q) .c 6.0 5.0 4.0 3.0 2.0 -~1.0 ;o .9 -~0.8 ~0.7 0.6 0.5 0.4 0.3 0.2 Q1 1' ' .... .... r--. ' 1' ' .... ........ ..... r--.. ' .... r--.. .... <' ' ..... i,,. ...... r--.. r--.., .... ' ' ' ....,"' , ... --~ ~~~ "'r-,.. ..... ..... ~ ~~ .... ·, I'... ' i,,..._ --~ 'r--.. .... i.....r-,. i,,. i,,.~ ~ r--.. .... ~ ~ r-,. ..... i... ~~ r--......, .... r--.. ' i,,. ~ r--..i..... "'i,,. i,,.~ 'i..... i.... ~ ~~~ .... ..... ... ~~~ .... 'i-... ..... i,,.~ .... ' .... ~~ "'i-... r--..r-,. i...~ ... ~~ r-,,..._ "'r--,..,... ~~~ ~ ~ j ~ ~ 1~ 15 20 30 Minutes 40 50 Duration EQUATION I = 7.44 P6 D-0.645 I = Intensity (in/hr) P5 = 6-Hour Precipitation (in) D = Duration (min) r-.., i..... .... ,r-. 1'-r-, ' ,r-. ' r-. I• 'r-.~ ' r-. I' ' ~ 'r-. I• i,,.~ ~ 1, i,,.I' 1'-i,,. ~~ ~ r-,.1' i',r-,. i,,. ~ r-,~ ~ r-,. r-, ' I'~ i', ~ i',r-,. I'~ ~ 1, ~I'-~ ~ r-,. l•r-. ~ r-,.1' i°'r-,. ~ 2 3 4 Hours 5 6 a, ± 0 !:,; "U ii1 " 6.0 -g 5.5 !l?. 5.0 g 4.5 '§' " 4.0 ~ 3.5 !!!- 3.0 2.5 2.0 1.5 1.0 Intensity-Duration Design Chart -Template Directions for Application: (1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10, 50, and 100 yr maps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that ii is within the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr precipitation on the right side of the chart. (4) Draw a line through the point parallel to the plotted lines. (5) This line is the intensity-duration curve for the location being analyzed. Application Form: (a) Selected frequency ___ year p (b) P6 = ___ in., P24 = __ .~ = %<2> 24 (c) Adjusted P6<2> = ___ in. (d) Ix = ___ min. (e) I = ___ in./hr. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. P6 1 1.5 I 2 2.5 3 3.5 4 4.5 I 5 I 5.5 6 Duration I I I I I I I I I I I I I 5 2.63 3.95 5.27 6.59 7.90 9.22 10.~ 11.86 13.17 14.49 15.81 7 2.12 3.18 4.24 5.30 6.36 7.42 8.48 9.54 10.60 11.66 12.72 10 1.68 2.53 3.37 4.21 5.05 5.90 6.74 7.58 8.42 9.27 10.11 15 1.30 1.95 2.59 3.24 3.89 4.54 5.19 5.84 6.49 7.13 7.78 20 1.08 1.62 2.1§_ 2.69 3.23 3.77 4.31 4.85 5.39 5.93 6.46 25 0.93 1.40 1.87 2.33 2.80 3.27 3.73 4.20 4.67 5.13 5.60 30 0.83 T.24 1.66 2.07 2.49 2.90 -3.32 3.73 4.15 4.56 4.98 --40 0.69 1.03 1.38 1.72 2.07 2.41 2.76 3.10 3.45 3.79 4.13 -so 0.60 0.90 1.19 1.49 1.79 2.09 '"2.39-2.69 2.98 3.28 3.58 60 0.53 0.80 1.06 1.33 1.59 1.86 2.12 2.39 2.65 2.92 3.18 90 0.41 0.61 0.82 1.02 1.23 ·1.43 1.63 1.84 2.04 2.25 2.45 120 0.34 0.51 0.5l! 0.85 1.02 1.19 _1.36 1.53 1.70 1.87 2.04 150 0.29 0.44 0.59 -0.73 0.88 1.03 1.18 1.32 1.47 1.62 1.76 180 0.26 0.39 0.52 0.65 0.78 0.91 1.04 1.18 1.31 1.44 1.57 240 0.22 0.33 0.43 0.54 0.65 0.76 0.87 0.98 1.08 1.19 1.30 300 0.19 0.28 0.38 0.47 0.56 0.66 0.75 0.85 0.94 1.03 1.13 360 0.17 0.25 0.33 0.42 0.50 0.58 0.67 0.75 0.84 0.92 1.00 FIGU R E ~ CA/JT/QN 11 CIJNTl?ACTCW TO '>!RIFY TH£ EXACT LOCATION OF £XIST/HC /ITIUT/£S Ill THf FlfW PR/OIi TO COHSTl?/ICTION! JiQJI_j/ f££CTROHIC OATA FlffS AR[ FO/i' R[F£/1£HC£ OHL Y All{) All£ I/OT TO 8£ £IS£{) Ftv? HtJ/1/ZONTAL OIi VERTICAL SV/IVE:Y CONTROi.., 414 47J 472 471 "AS-BUILT" 0 ~~ DESK:NEO BY, .Jj.f.LIIJL DATE, fC8 2013 / 0, DRAWN BY, .-1&,&ll.._ SCALt, ~ PROJECT •OR.:~ JOB NO,:~ "'"""'="""'•"'O'"'=>"v -----CONSU LT AN ,,..-g-1-------------J ---· P.E. J20H EXP. __ _ 2710 l.d,;-, A..-IHI ... l ~•l• lUU CQrllMHIO,. Cdifomlo 12.010 790-8J1-7100 Foal 1to,.t;)l-f480 00o,eo,,,1u11ontuom Eff(;IHE.E:R OF' WQfl:K: DATE: '*-7/.!.S::. RCE: 3~ REVIEWEO BY, INSPECTOR 470 DATE DATE 469 468 BENCHMARK OESCRIPIIOH: 2.5• 0/SC SfAAll'(f) ·asa-,o~ LS. 5215' LOCAIIOH: IN NOll!H£AST C00/£11 fY CAI/NOH /ID. 8111/XE 01£11 AWA 11!//IOHOA (11££}(, 120 FEET sr,t.JfH/ICSf OF £1. CMIIN(i IIEAt RECORO fR()M: 110.S. NO. 17211 (Pl HO. 105) nEVAIIOH: 45.1/0 11.S.L DATU•: NCW /929 467 OATE IHIDAL ~CINEt.R OF WOA:t< CENTfRLINE DATA l(NO OELT A/8£ARING I RADIUS LENGTH N 47'5J~7" f 6JU6 STORl,I DRAIN DATA • Nt OE~TAt8£ARING RADIUS -LENGTH REMARKS BO' NOTES: 2 A • U 11S9'JJ" N INJ'~r £ i N '17" C ~ N 8r5J',/l t • //OT 1/SfO 7 N 02'06'/J" w 1 -11 or06 ·,r w • 17r--;;-frc6'1.f· w I 'Af£/i~IC/ll JOIN{.$. /, A SEARCH Of' [///ST. /8• STOIIAI OflAIN HAS BE[}/ COHOI./CT[{) AHO IIOTHIIIC FOi/HO. IF COIITRACTOII LOCAT[S DI/Sf. STOii/,/ OIIAIN OIIIIJIIC CONSTRI/CTK1'1, II( SHALL CONTACT £H()l{([N TO EVAI./IATE I/SE OF f/1/ST. LIN£ IN L/£1/ OF (JJi) . 2. Nf)(01£ 1'()11 TION Of' fXIST. ABANOONro 20• WA Tf1i AS N£QUlll£ll 21.(0' 26./7 /1t/JO 341,00' 11.66 l.?J II HCP • /JSQ-0• J6 JICP .,. IJ.S0-0 18 HCP ... IJSIJ-01 18 HCP • IJSQ-0 18 HCP-/JSQ-0 fPRIYAff 18 1/CP • 11~-P• I I fXISTJNC fASfl,(£NTS [ill OfiAJNACI: CHAflll!I. ro CO/IN{Y OF SAIi 0/f(X) 11£~ NAN. 12. 1910. 00C. 14687, 0.R. ~ '!f!Jl!:/!fff ,/[ 'tff_Af'El!Jl"'!o1:.FIJ//OINC 2()()7-0711616!/, 0./1 APPROVED BY: /~--. U 11 I~ JASON S. GELOERT l./-....A' TJ.IIIIJAA 6-IO't,£/S Rr.Efl:\,QI? i:'XP.Ml'U\l111 DATE REVISION DESCRIPTION IOWN ev, -. I I l---"OA.:..Tt::....J.;: .. c.;n"'AL::+..:.OA.;..Tt.;:_'-'IN.;..tn"-AL:::..j CHKO BY: ~ OTHER. JS)(l«(NJiJ... CITY APPROVAL RVY«, BY: :...JJ.&:...._ PROJECT NO. C. T. fJ-OJ 11 ORA 'MNC NO. 11 477-6 l;\ll)t))l\tOfl",q')t ... #¥ II, 1')1,t t ,,.~ ""I 1001W. ,e,o,-.,_ ll)0111HO; P(li)lA!JrOI. 1001MJl'V ll)O,Wil►, 1l)OJ.1,11,1#. ,00,""-1,)0""1, ... t001•Jll. IQOJ'W.-0: 1QO"IIQIIO-, l,oo ... ft. I z Gl z C: s: a, m Il 0 I z Gl z e s: ~ Il 0 I z Gl z C: s: ~ I\) 0 O · .... _ co a, C4UT!QN II CONTRACTOR TO VERIFY THE EXACT LOCAl/OII OF fX/Sl/NC 1/l/Ul/ES IN THC n/10 PRIOR TO CONSTRI/Cl/ONl J:lf2lLJ1 ELECTROIIIC OA TA fllES ARE FOR REFERfNCE twl y ANn ARr N()T TO 8[ (IS£[) FOR ./fORJZONTAL OR V£Rl/CAL SI/RP/Er CONTROi.. SCAL.£: 1 " • 40' r•(l 7t0-HI-IOIO OOo:,Ootiti.1110,,,.,.,. 60' 6' P(RllJIIAf(O S.0. (rrP} sec S/ICCT 6 FOIi fYP. SfCTION PLAN -£L CAMINO REAL 0£SICNEO BY: ..!!LL!Ll!..... DAie: £EB 20Jl DRAWN BY: ..1Q,&!L SCIU: ~ PROJECT MOR,: .a_ JOB NO.: ..l!l.:l,lQl. E~NEE.R or WORK: =· 1•-10' CEORCE OOAY P.E. 32014 REVI.WEO BY: INSPECTOR "AS-BUILT" EXP, ___ _ DATE DATE ~UJJW Ill TH[ f1CIIII~~~ ':fiiSSllf:of;S:U:;:'-WlfS. (»!TRACTOR TO •==•m• '/1/lJi"R /,/Of/CAN AT (JIO} 628-7350 AT LEAST THO ~/Pll'IQI' TO C!NllfJICfl,/fHT Of IKYIK /'/EAR f1la 1./HfS ~ 5• OCSCRIPTION: 2.5• (NSC STAJIP£l/ "CI.SQ-105, L.S. 621 LOCATION: Ill NOllll/£ASr COOIOI OF CM/'ION II/), 8/IJOCE ?Jrrtlfk~f W-1/E,'J_ RECOOO mOM: R.as. NO. 17271 (Pl NO. 105) ELEVATION: 15.f!O JI.S.l. DATUM: /IC',f!' 1929 OATE INITIAL ENCIN££R ~ WORi< SCA/.£: 1/()(//l. • I• • .fO,' 1,100 r,p[ '/J' C./. PIPE OA TA CNO. REMARKS ,, STA ,i7Jf7,i 8/ 0 5J Hf. .... JIOIJ. rrP( 'fl C.I. n ,o· Ill •• s1.5t n ,o· our • su, 15 85 11 $J RT. • Jlt)I), rrP£ I C.t. s,{_"101!';/:· SJ.St n ,o·· our = SJ.28 f%J.SJ]JJJ2. ,~~ld.f/i.~ Ill] 0/IAINACE CHAI/Nll. TO COt/Hrr Of SM 1!1£C() I/CC. MAN 12. 1970. rxx:. U681, 0./1 ~ IJDKllANfX/JI OF IIANACEJliNf ANO f"iJIIOIHC AC/lff/,/fNf RCC. OCC. 21, 2()()7, DOC. 2001-0186169, 0./1 NOTfS: A S£1'//CH OF fXISf. 21• STOF/1,/ Of/AIN ~:I:::o:t:: :'~= =mi:=r:~L ca-/TACT £NC/NEER TO fVAll/Alf /IS£ OF EXIST. IJNE: IN LI[{/ OF@ ' 2. 11810',f 250 rf{1t:71/fv'ifi/Wllft! ftfy/,:,,. ST«!/,/ ~i);r,'J TO flDiO'<f P£:R C/,/HO STNHJAROS ANO OISP()S£ OF PI/Of'E/11.Y. J /I/STALL 25' x JJ' (W x lJ /1/P~IIAP PB/ 1,/()(). 0-4(). TYPE 2. ROCK CJ.ASS•No. 2 BACKJIIC I. I ~ fll.lfll OI.ANK£T • i' ACQl'f"GWE: 12 TIIICK. I. IHSTAU. 5' X 5' (W x l) RIP-RA': f'ER 1,/(J(), 0-10. T'tPE 2. ROCK CI.ASS~No. 2 QACKINC I. I TIIICK. flLT[/l 8/.ANK£T = l' ACCl/cCAlf 12' T/1/CK. j !HES£ STORM Of/A/NS ARE SVB.£CT TO HYOf/OMOO/flCAll(11 • f!OWS NHJ I/OT 0/t». ©®®® 1/fFfR ro SIWP IJ-OJ. REVISION DESCRIPTION CENTfRUNE OATA DELTA BEARING RADIUS LENGTH ii• }J'OS'20' /IQO.Ol 590.JI REMARKS 18 HCP • I J50·0' STORM ORA/N BOX OATA• REMARKS 0 c-1 ce. re = 5J.IJ re= 5J.22 I STA. "6'71.8! "r//!1)'~ ;/J: ft 16' 'oiJr • 18.JO Olllf/C( • 0.9. -• C-1 CB. re = 51./J re = 5M O I IHS!All SCH£W-ON £HO CAP ortH 6 p, Sff OCWL SHfff 6. CRAOINC A/'lfJ OEMO/.JTl(X'{ Pl.AN -SEE SHEET No. 12 SI/RFACE JMPROV£1,/8'/T Pl.AN, REC. WA lfR Pl.AN - SEE SHEET No. JO 1,/£0/A/'I PIAN -SEE SHEET No. J9 j m !i h t f~ I I I I I I I I ~ I I I ~II i~. i1t ;h rs, I • I I I I I I I I ! 111 ! i • !It ,.~ I I • I I I I I I I I ! ~ii ! i · •,1 I ~ f Ii I • ii ' ii 11 :j ) _, '' I z Gl z C I m ~ C i z Gl z C 3:: ~ JJ 0 ~ ~ z Gl z C 3:: Ill JJ ! "-> ..... 0 .... CQ 0, ; ! / / I ~ £XC'A VA /WC IN T1I£ lfCll{/TY or H///H Pll£SS(Jf/£ CAS .t flJ£I. I.IN£$. ~ll/ACTOR TO COOflOINA T£ It/TH Klfl(JAN NfJJN£R ;,mu J(IN(l£1l !,f(IR(',AN AT (JJC) f'28-7J!i0 AT I.EAST TJI() llf£l(S PRIOH TO CO/,/i/£JICE)IENT OF 11()///( NEAR flJ£I. I.IN£S STORM ORAIN OATA PLAN STORM ORA/N OA TA, CONTlN/Jfl) £L CAMINO R£AL MOO TrPE '8' C.I. PIPE OATA REMAAKS 21 STA. '8Q+8Q ti 5J NT. • JI,////, l'YP£ Y-1 C.l 11. 12" 1H = '6.12 11. ,r ovT = ,,." li STA, ./82+15 ti 5J NT. • 11,////, l'YP£ Y-1 C.l 11. ,r 1H = ua1 11. ,r ovr = u8J 21 STA. 4i+Oll.75 ti SJ AT. • l,/0/), TYP( Y-1 C.l 11. ,r 1H = #.88 r, ,r ovT = u.1; STORM OR'AIN BOX DATA• 4,0 REMARKS fXISTINC EASEMENTS I]] PtlBlJC UTIUll£S ,// INCID£IITAJ.S TO S.D.a.K 1/cC. .QN£: I, 1m /iK. 1111, PC 14~ 0.1/, (I] PIP£UNf: ,// INOOfHTAJ.S TO ClllYO. ll!c. .MU; I~ /ff!, 00C. !16185, O.R. I STA ao,,u, " J.67 tr. TYP£ '/l•I C.8. re = '4.9J re • '9.J9 (ill PtlBlJC UTIU/1£S ,// INCIOfNTAI.S TO S.O.C.K. fl£C. .AHif 16, 1966, OOC. 98881, OJI. CA/JllQN !! CONTRACTOR TO ',&/FY TH£ £XACT LOCATION OF EXIST/NC I/TIL/ll£S IN TH£ F/8.0 PR/OIi TO CONSTRI/Cl/ONI 1IM...JI MCTRON!C OATA FILES AR£ FOi? /?£FERENC£ ONL r ANO AR£ NOT TO 8£ 1/saJ FOR HOO[ONTAL OR VERTICAL SVR~r CONTROi.. /8" /ICP • I - ON//'ICl' = 1•, fl 1• IN= '5./Q Fl 18" 0//T • ;J,8J J STA a2+00.a, " 96.72 NT. TYi'( 1 C.8. 1100. ///SI{)( /)/M(HSIOI/ TO J' X J: 11111 • 51,IJ f£ !8" 0//T • '5.88 Oll 'll:t"t'ffi. 'ft"i"ffo. 'fxx:_CQIIN.,/J;t'o.Sf' MGQ ' STA '82+26.81 ti 11.25 NT. TYPC 'fl-I ORltttt • , •• n ,• m • n.60 n 11· c.e. re = ,s.<J re = 16.81 ~ 1,/(Jl()IIANOI/M OF IIANACEJIOIT A//11 f1IIIOIHC ~/fl o.Of.C 21, 2007, IJtX. ()(If II ,IIJ,II $ STA '81+J6.IO ti 1J,5J NT. TYPf 'C-1 C.8. ro • ,s.<J re = ,1.11 ~ PUf/UC UTIUl/£S ,// INCID£llrAJ.S TO S.O.C.K- 1/EC. .w, '· 195), !)QC. 7'512, Q/1, ON/f/C£ = 2", Fl 8. IN= U6Q Fl 18' 0//T = 11.58 . • INSTALi. SCI/CW•0/1 {NO CAP Ovrti I P{llrOHATCO Fl. 11'/TH fl/A, AS HCTCO sec ll(TA/1. SllffT 6 "AS-BUILT" 0 f.,..~ DESIGNED BY, ..llLLlSJL O,,TE, FEB 2QJ:l I (;I, DRAWN BY,~ SCALI'., ~ PROJECT MGR.,~ JOB NO., ..lD=J.JQ1. """"ORn"""""'o'"'Rf"y ____ _ CONSULTANTS ,_ ___________ _,=~ -_ _ _ P.E. J20H EXP ___ _ 2710 I.etc.,-A......,. WHl Svit. 100 Ool'tlllod, CalUomlo 12.010 7&0-SIJl-7700 ,oMJ 740-t>I-IHO 000~.ullonl-.com mGIHCCR or WORK: REVIEWED BY, INSPECTOR DATE DATE Im PtlBlJC UTIUl/£S ,// /NCIIJO/rAJ.S TO S.O.C.K. I/EC. OCT. 7, 1187, f'/11152:195, o.R. BENCHMARK DESCRIPTION: LOCATION: 2.5" /)/SC SfAIIP!l) 'Cl.SB-I/JS, l,S. 6215" 1H NO/ITl/fAST COflH(// Of' CANNOII l/0, 81111/CC 0~ AM 1/tr,/(WOA (fl£EX, 120 FEET $1)//THllfST Of' (I, CMIINO NW. RECORD ffiOM: ~as Na 17271 (PT. Na 105) OJ:VATION: ~l/0 M.S.l DAllJM: 1/Cff/ 1919 CENTF:RUNE OATA (NO DELTA/BEARING RADIUS I L'!.. • I'S. 't6• I ,7' z N i9'0l'Jo W -- J N Ol"5/...Jt> 4 A= 5 N /J~2J2 H' -- •CQNTRACTOR TO ',fJ//FY £/(ACT LOCA TIOII Of' (I Tll.1"£S, IW£TH£R SHOIIN Of/ NOT SHOIIN (J/{ TH£S£ f'IANS l'l1IOfl TO C0/.11,/fNCU/IJ CQNST!lr/CTION. £1/CIN[U( SI/All 8£ NOllflfO /l,/M£0/A TCl. Y If ANY {)/SCl/£PANC/£S AR£ FOi/NO, ffR/F/CA TION TO 8£ er II/Nii/AU Y•INVASl',f T£C/ftl!O/J£S, f'l1l()f/ TO ANY fXC'A VAT/CW 1H l1. CAIi/NO IIEAI., TO AllOIY f'OII ANY N£CESSAII Y /IEO£SIC/N BY TH£ £NrJll/££11 Of' HQIK 8£FOII£ 0/Sllt/PTION or TRAFFIC. CRAIJIN!J PUN • SEE SH£ET No. /J STOOi DRAIN PR<Fil.£S -S££ Sll£U No. 2~ LENGTH 611.25 88.7$ M9 1.JO /a$$ SV!rFACC INPfl()VEJ.1£Nf Pl.AN, f/EC. WATER PUN -S££ SH£IT No. JI M£1)!AH PUN • S££ SHEET No. 4<J San Diego Gas & Electric Company Re'1ned 87· ~ Dale 5 ~{ ~/5 Collotn tino Land Muacemenl Representali,e V~ lff l6 M!lllht ~ "6\• .t tflr•t11_H SCALE: 1 • • 20' 1--1----+------------+---+--+--1----1Cn:J criiNE&~o £/'Jt~~AD ~ t---t--+-------------+----11--1--+---I Srof/M DRAIN PUN RW.· ROBERTSON RANCH W£ST VILLAC£ (RANCHO COSTERA) L DATE INITIAL ENOl~EER fS WORK REVISION DESCRIPTION 0Alt IMTIN.. OTHER APPROW,l CITY APPROVAL I ORA\\ING NO. 477-6 ~ z Cl z C: s: Ill !ll 0 I z Cl ~ l: )II :,J 0 I z Ii) z C: l: )II :,J I N N 0 .... ~ ~'!I- ~ . ...,. ·'"'--'-''4 1 • I '. , • • ! ,:::;;7 • I I ' ~!-j-.. ; ~ ,-j--l : ' ' CAuT!QN U CONTRACTOR TO fV<IFY THC CK.ACT LOCATION OF fXISTINC 1/TILITICS IN THC Rf/.0 PRIOR TO CONSTR/JC7/0N! .umLJj MCTRONIC OATA RL£S AR£ FOR RfFfRO/Cf Ot/L Y ANO AR£ NOT TO RF 11<;;n F/Jn HORIZONTAL OR VERT/CA/. SVR',EY CONTROi.. :mo ......, 4'r911',1• w.,1 SUl'6 100 COl'lll>ocl, Collt«MO 12010 700-931-7700 ru: no-tl1-eMO 00o)'¢oti!IIJl1onl•,com Cllol ("'1~9 -... Proettlltlt $vr,,.)lln9 0£SK:NED BY: .Jl,£.LK.t!.... O,.TE: JELWL OIIAWN 11': .J&&M...., SC>U: ~ PRQ.JECT MCR,: ..liJL._ JOB NO.: ...l2:.lJ!IZ. "AS-BUILT" 1· • 40' CEORCE 00>.Y P.E. 32014 EXP, __ _ DATE RCVICWCO BY: INSPECTOR DATE 0 I z (i'l z C: ~ IJl m ll I I I I i 0 111 I •; • z 1,1 (i'l z C: 11~ ~ I I IJl m ll I • I I I I I I I NOTES: I. 'W k'r!f/!!f/jllS Alie Sl/8.£CT TO H'/1)//()/,/r»F/CA /1{,W FLOWS AN() I/OT Q/0() t==⇒==⇒==================j~==t==t==±=::J ~ CITY OF CARLSBAD I SH9EE6TS I 1 L1i.J ENGINEERING DEPARTMENT BENCHMARK DESCRf'tlON, 2.5• IKSC STAJJf'(l) 'Q.S8-l05, LS 6215' LOCATION, Ill I/Clllll(AST CORN£1I (Y' CAllllOI/ /ID. l1lllt/C£ ?Jr,tl/"'sc,.1/f=, f!EaEK.rMIJN() 11w. RECORD FROM, fl.a$ //0. 17211 (Pl //0. 105) El.£VATION: 15.4/011$£. OATIJM, IIC'1J' /929 STOf/1,/ 0//AIN !'I.All FOIi: ROBERTSON RANCH WEST VILLAGE (RANCHO COSTFRA) t===t==~======================±===±===t==:::ic==J EL CAMINO REAL .taP. 11-10 , I APPROVED BY: ~1~ JASON s. OELDERT I i---t--+-------------J.-_j~_..j--!--l b°(6'2.p($ £~t4E£RINC M&Cx e M/JQ/18 PATE hoiA',n:wl,, • .,,.,.,,,t'..._ ___________ -J..-0-,TE~-,.-,.-AL..i.-0,-,.-l.-,.-,AL_j WN Y: --I PROJECT NO. I ORAW1NG NO. EN~ or WMK REVISION DESCRIPTION l-0"'rntR:::...APPft..L.:.:o"'v.,_::::..+..:O:::,:::.Y_>Hl.!R:::.o::::vAL::../ ~~~ ~~; ¥.,f"'"" . C.T. !J-OJ . 417-6 I ~ ~Ii ~ !i· 0 ,,1 .... co :.~ en I I ll I • I I I V) V) ' ' +> +> LL. LL. (") O' co If) (") '° ~ ~ ...... ...... II II > > (,,? (,,? ' ' (") (") +> +> LL. LL. 0 0 '° '° C\J C\J d d C\J C\J II II 65. 000° 0 63. ODO 61. ODO 59. ODO 57. ODO 55. ODO 53. ODO 51. ODO 49. ODO 47. ODO 45. ODO ELEVATIONS 0 co 0 0 0 If) ru ...... z z □ □ ...... ...... I- I-<I: <I: I- I-V) V) cu Mo.rjo. Lo.tero.l QlOO Increo.se V) ' +> LL. If) r--(") Iii II > (,,? ' (") +> LL. 0 '° C\J d C\J II C3 '° O' C\J ru "<I" z □ ...... I-<I: I-V) R [ No, J TYPE OPERATION STATION < FT> [ 1] SYSTEM OUTLET , DOD [ 2] REACH 12. 508 [ 3] REACH 42,296 [ 4] REACH 70, 157 [ 5] REACH 96,347 [ 6] REACH 121. 060 [ 7] REACH 144, 457 [ 8] REACH 166, 662 [ 9] REACH 187, 780 [ 10] JUNCTION 191. 780 [ 11 J REACH 246,223 [ 12] REACH 376,322 V) ' +> LL. If) C\J '° II > (,,? ' (") +> LL. 0 '° C\J d C\J II C3 tt:X 1:-0 I V) ' +> LL. C\J ...... O' '° II > (,,? ' (") +> LL. 0 '° C\J d C\J II C3 4R" lU~P V) ' +> LL. co (") r-- " II > (,,? ' (") +> LL. 0 '° C\J d C\J II C3 V) ' +> LL. (") 0 '° co II > (,,? ' (") +> LL. 0 '° C\J d C\J II C3 MATN V) ' +> LL. ...... ...... If) O" II > (,,? ' (") +> LL. 0 '° C\J d C\J II C3 e,,x.,') '' -u.L... "SN) \CC]', "<11"- ci::j nru 1111 >> vi,,;' '' r'M -u.L... = = CUD c::in ru,-, 1111 = V) ' +> LL. '° "<I" '° d C\J II > (,,? ' (") +> LL. 0 0 '° Iii II C3 ~ ~- ~ --\ V) ' +> LL. If) co '° O" II > (,,? ' (") +> LL. 0 0 '° Iii II C3 V) ' +> LL. O' '° r-- co II > (,,? ' (") +> LL. 0 0 '° Iii II C3 V) ' +> LL. '° O' co " II > (,,? ' (") +> LL. 0 0 '° Iii II C3 V) ' +> LL. (") '° 0 " II > (,,? ' (") +> LL. 0 0 '° Iii II C3 V) V) V) V) V)e,,x.,') ' ' ' '''' +> +> +> +> +>+-'I-> LL. LL. LL. LL. u...u.L... O' C\J 0 ...... If)()'(") '° ...... O' C)-.;t-.-(\J C\J If) r--...... "'<l"<XX\J '° Iii ~ ~ MC\hi ...... ............ _ II II II II II 1111 > > > >>>> (,,? (,,? (,,? (,,? c,,vi,,;' ' ' ' '''' (") (") (") (") (")r'r') +> +> +> +> +>+-'!-> LL. LL. LL. LL. u...u.L... 0 0 0 oo= 0 0 0 oo= '° '° '° SO SO..o.D Iii Iii Iii Iii lliuiri II II II II II 1111 C3 C3 C3 C3 □=----V ,,,.. ~ ,,,,...,,...,.. ---,,,-"' --/ V ___,.,,,-V / ~ ,,,,...--,,,,...,,,.. -~ ___,.,,,---~ V --,,,..,,,,... ,,,,...,,...,.. ~-----l---"" ,,,..,,,... V ~ ___-: ------,,,,...,,,.. ___,.,,,-_,,,..,,,...--v--,,,..,,,... _,,,. --✓-~ PER D WG 47 7-6, )OWN \ ~ ,,,..---~Q100 STI EAM C F LA'I ERAL --HGL ~ -------->--- 0 r--'° If) r--r--0 "<I" If) "<I" ~ (") ...... d '° C\J v r--O' z z z z □ □ □ □ ...... ...... ...... ...... I-I-I-I-<I: <I: <I: <I: I-I-I-I-V) V) V) V) ,...., [n ::0 ~ v INV ELEV WATER LEVEL < FT) < FT> 45. 360 2,520 45. 447 2,479 45,655 2,382 45. 849 2,290 46. 032 2,203 46. 205 2, 120 46. 368 2, 041 46,523 1. 966 46. 670 1. 895 47. 160 1. 819 49. 189 1. 829 54. 038 1. 897 ' l,..----""'" -~ V ----~ -,--_v _,,,..,,,...--n IJ L.,---""---.. E] ST. 18" RCP LATERAL C\J '° '° '° '° z □ ...... I-<I: I-V) @ 0 = o::r-. r---r$ co-, ...... z = □-, >-+--1-<I: <Il-l-(;? V) .....B er,.--, CHAN HT < FT> 4, ODO 4, ODO 4, ODO 4, ODO 4, ODO 4, ODO 4, ODO 4, ODO 4, ODO 4, ODO 4, ODO 4, ODO PE R DWG 477-6 (") C\J C\J '° "<I" C\J z □ ...... I-<I: I-V) ,...., ...... TYPE CHANNEL PIPE PIPE PIPE PIPE PIPE PIPE PIPE PIPE PIPE PIPE PIPE PIPE • N' #PIER/PIP , 013 1 , 013 1 , 013 1 , 013 1 , 013 1 , 013 1 , 013 1 , 013 1 . 013 1 . 013 1 . 013 1 . 013 1 FLOW RATE < CFS) 120, 260 120, 260 120, 260 120, 260 120, 260 120, 260 120, 260 120, 260 120, 260 115, 600 115, 600 115, 600 C\J C\J (") '° r--(") z □ ...... I-<I: I-V) cu VELOCITY < FT /S) 14. 383 14. 659 15, 375 16. 125 16. 912 17. 738 18. 603 19, 511 20. 464 20. 796 20. 646 19. 685 TOP C\J 0 Iii (") v z □ ...... I-<I: I-V) R WIDTH < FT) 3,862 3,883 3,926 3,958 3,979 3,993 3,999 3,999 3,994 3,984 3,985 3,995 ...... '° If) ...... r--v z □ ...... 1-<I: I-V) "<I" '° 0 " O' v z □ ...... 1-<I: I-V) CHAN WDTH < FT> 4, ODO 4, ODO 4, ODO 4, ODO 4, ODO 4, ODO 4, ODO 4, ODO 4, ODO 4, ODO 4, ODO 4, ODO co "<I" (") co CV>r--co co '° C\J o:x:o 0 If) O' O' C)"<ltf') '° ...... If) z □ ...... 1-<I: I-V) d (") If) z □ ...... I-<I: I-V) ~ ...... d co~ "<I" If) If) sD,.D If) If) lf)ln[") z zzzz □ □□= ...... ...................... I-I-I-I-+-<I: <I: <I: <I:<I: I-I-I-I-+-V) V) V)e,,x.,') @ ~8~ ...... C\JC\.[\J CRIT DPTH RADIUSl<PT < FT> < FT 3, 319 , 000 3, 319 , DOD 3, 319 , 000 3, 319 , 000 3, 319 , 000 3, 319 , 000 3, 319 , DOD 3, 319 , 000 3, 319 , 000 3,243 , ODO 3,243 , ODO 3,243 , ODO CH_BANK SUPER E --- ------ CRITICAL - - - WATER -------- INVERT RMKS DR < ) EFFECTS TO STORM DRAIN MAIN DUE TO FLOW INCREASE ON EXISTING LATERAL 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-3 Discharge vs Elevation Table Low orifice: Number: Cg-low: Middle orifice: number of orif: Cg-middle: invert elev: Lower slot Invert: 0.00 ft B 1.00 ft h 0.167 ft Upper slot Invert: 0.000 ft B: 0.00 ft h 0.000 ft Emergency Weir Invert: 1.250 ft B: 12 ft 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 Outlet structure for Di.scharge ,of DetenUon Basin BF-4 Discharge vs Ele•vation Table l ow orifice : l ow e r slot Numb er: Cg-low: Middle orifice: number o f o rif: Cg-middle: invert elev: Invert: B, h +- Upper slot Invert: B,: h + 0.00 ft 1.50 ft 0.1.'67 ft 1.750 ft 4.00 ft 0.167 ft !Em e rgency W eir Inve rt: 2.500 ft B: 12 ft +- 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 I 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 0.0001.667 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 0.8952.375 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 0.0000.750 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 0.000 0.917 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 0.0001.792 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 I 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 0.0003.167 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 0.000 3.333 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 16.6754.208 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 SCALE: 20 10 ~--------FB= 73.90 --------Q100 HD= 73.65 -+----.---..... ---TG= 73.40 -EL= 70.90 IE=67.65 =:.,., SECTION A-A · · · ·11· · · · ...... 75.4FG ~-----=-__;;;-_ -_,,.____ ---------....;;----- - - - - - - ------- - - - - - - - - - - - _ _ :_-_:::..=.:.=.:.~::_-=~ ==~ :_ BMP 1 = -= -_ -----------= ---= -= -= -72.40 F(l '.'._-:-.;- -- ---.-- - - - -- ----- - -- -- --- I PROP. INLET ___ ~k----___J PLAN VIEW 1" 20' HinlL = HOWES I WEILER I LANDY PLANNING & ENGINEERING Tel. 760.929.2288 Fax. 760.929.2287 DATE: MARJA ACRES BMP DETAILS DRAWING: 0 BMP1 0 20 2888 LOKER AVENUE EAST SUITE 217 CARLSBAD, CA 92010 11/03/21 SHEET 1 OF 7 - RETAINING WALL IE=68.4 _ 15.0 TW -.::::-.::::,_ 13.0BW ---"' --.::::-.::::, ' ~ - SCALE: 1" = 20· 20 10 0 20 RETAINING WALL --FB=73.65 : I"') : I"') : <O : IX) ...... : I"') I"'). : I"') SECTION 8-8 PLAN VIEW lfinil HOWES I WEILER I LANDY PLANNING & ENGINEERING DAlE: Tel. 760.929.2288 Fax. 760.929.2287 2888 LOKER AVENUE EAST SUITE 217 CARLSBAD, CA 92010 I I Q100 ~Dl73.40 TG=73.15 FG= 72.65 EL= 71.15 ;·~~ ~ - ~ <·,·// ?'8.25. ~ 7..;;~.~/2~ ;:. ~ 1",t:'o/, / MARJA ACRES 8MP DETAILS DRAWING: 1/ ~ / TW BW 8MP2 2/26/19 SHEET 2 OF 7 = I"") ~ RETAINING WALL ~ FB=76.60 I I RETAINING WALL Q,oo IDf 76.35 --TG=76.10 j II 17.9 TW , -...;;,::::::-:--..13.BSBW -...;; :-,... -...;; = 00 ...... = . (0 I"") 16.6 TW 13.858W FG= 73.85 EL= 71.4 I ··-··-_cc-• I/ . C C = C C C C c 2 = ~= 1_::;"' ~ ~ : ; ~=-=="=~== _;;: C:.;;; c-:-:;_ =~ / / · ~ :::::-::::: -BMP 3 ~. = ~ = ...:. ----------...:. :::: ...:. :-...:. :-:::: ~ :::: ...:. :-...:. :-...:. · _ ____;, ==-::: 73.85 FG :.... -•• -•• ...:. -• • ~=~=~~--- x-------...:: . ·•. ~~~ ~9_25 ~~ s----...: t---.... c< c-.. BMP3 MARJA ACRES lfinil SCALE: 1" = 20• HOWES I WEILER I LANDY BMP DETAILS PLANNING & ENGINEERING 20 Tel. 760.929.2288 Fax. 760.929 2287 DAlE: 0 20 2888 LOKER AVENUE EAST SUITE 217 2/26/19 DRAWING: CARLSBAD, CA 92010 SHEET 3 OF 7 TW 58.75 RETAINING WALL *1' --1" ~---1_1 ~•-=--=--=-====::j l o.1s1· io SCALE: 1" = 30' 30 15 0 30 ~------FB= 58.75 C ('.I ..... -+---------Q100 HD=57.75 C (0 -+---.------. --TG= 57.25 C IX) ..... C IX) ..;t-' = = SECTION D-D EL= 52.00 lfinil HOWES I WEILER I LANDY PLANNING & ENGINEERING MARJA ACRES BMP DETAILS DAlE: Tel. 760.929.2288 Fax. 760.929.2287 2888 LOKER AVENUE EAST SUITE 217 CARLSBAD, CA 92010 9/05/19 DRAWING: SHEET 4 \ \ BMP4 OF 7 6" CURB ~ TC 66.00 --FB= 66.00 : I I <O : Q100 HD=65.50 I"') I I SIDEWALK TG= 65.25 = RETAINING WALL : = ..... N FG= 63.50 : co ..... EL= 62.00 I . *2' . l_f0.25' : t')or·5• =Ii_ : ' ..... <O N I"') ~ ~ lo.161' IE=59.00 : SECTION E-E *4NSIDE I"') - SCALE: 1" = 20' 20 10 0 \\ 66.6TC rE PLAN VIEW lfinil HOWES I WEILER I LANDY PLANNING & ENGINEERING DAlE: Tel. 760.929.2288 Fax. 760.929.2287 20 2888 LOKER AVENUE EAST SUITE 217 CARLSBAD, CA 92010 MARJA ACRES BMP DETAILS DRAWING: BMP5 2/28/19 SHEET 5 OF 7 " N 30 TW 71.20 RETAINING WALL ~------FB= 71.13 " <O "-+---------Q100 HD=70.63 I(') ~ -+---------TG= 70.25 " N " 00 .,.... f " <O I"") f f f f f f = = 1----, -, -,-----~--EL= 67.00 f f f f f f f f f f f f f f f f f f f ½ SECTION F-F ~ \ ~ (O\' -;MERGENCY -~ Jj J r"•~ \ , OUTLET 1.2 TW ' SCALE: 1" = 30' PLAN VIEW lfinil HOWES I WEILER I LANDY PLANNING & ENGINEERING DAlE: MARJA ACRES BMP DETAILS DRAWING: BMP6 15 0 30 Tel. 760.929.2288 Fax. 760.929.2287 2888 LOKER AVENUE EAST SUITE 217 CARLSBAD, CA 92010 2/28/19 SHEET 6 OF 7 ,-(Fu o~.13 LFG 66.20 "'}( 20 RETAINING WALL -FB=66.13 Q100 HD=65.13 TG= 64.75 SIDEWALK EL= 61.5 \ 'ROP. ETAf N/NG WALL \ \ 1 \ MARJA ACRES BMP DETAILS 2/28/19 DRAWING: SHEET 7 BMP7 OF 7 SECTION B-B: INTERIOR WALL W/ ORIFICES MODIFIED D-09 TYPE A7 SD CLEANOUT . I ·- 1 --5•-- ___51___ • ~! __ _ 7' . I I •• 4 . .. . • 1 -10:, OR~ .<! •••. <I ·-1 NTS <O 4. .1. ~-· .. ;, 4 .4 HvVL HOWES I WEILER I LANDY PLANNING & ENGINEERING Tel. 760.929.2288 Fax. 760.929.2287 2888 LOKER AVENUE EAST SUITE 217 CARLSBAD, CA 92010 ~T""" I :=u oO ...J a.. LL .---+---rn T / FLOW FROM <O l DAlE: UG1 ,.: - 1.5' L-4---rn NTS MARJA ACRES UG1 OUTLET DETAILS DRAWING: 12/18/21 SHEET 1 OF 1 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 EX. 24" CMP ,, ~ I I 60 30 HiNL HOWES I WEILER I LANDY PLANNING & ENGINEERING 60 Tel. 760.929.2288 Fax. 76201-~2~!~~~B~m~ ~~~f~.i~L~~-com 2888 LOKER AVENUE EAST SUITE , ' 120 DATE INITIAL ENGINEER OF WORK 180 ---; --;s6.;a-----\-- \ ,- REVISION DESCRIPTION DATE INITIAL OTHER APPROVAL INLET# ~ DATE INITIAL CITY APPROVAL INITIAL DRA\\ING NO. DATE 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 FLOW DIRECTION ARROW TYPICAL COURT YARD PIPE LAYOUT MARJA ACRES / _____ -90 -//_/ r----\ / r ::;.-- ,;::;--- TYPICAL COURT YARD PIPE DRAINAGE LAYOUT L HOWES I WEILER I LANDY PLANNING & ENGINEERING 0 SCALE: 1" = 50' 25 0 50 FLOW DIRECTION ARROW TYPICAL COURT YARD PIPE LAYOUT L HOWES I WEILER I LANDY PLANNING & ENGINEERING .· L 1· :I I ----__.;.,,----= ~ / ................ ,/ SCALE: 1" = 50' 0 25 0 50 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. !Channel slope:! .01 !Flow vclocityj 5.1 !Flow discharg~ 4.o111 ~ Calculate! I !Wetted perimete1i2.45 !Specific energyj 1.06 !critical dept~ o 76 24" 12" CONCRETE* *3" 470-C-2000 CONCRETE OR 3" 2500 PSI AIR-PLACED CONCRETE WITH 6X6-W10.10, 4XW1.4 WMF DETAIL -DRAINAGE DITCH D-75 (TYPE B) SCALE = NTS 1----1 -----I '\. Sl / Select Channel Type: ~I C_ir_cl_o __ v~[ r, ~ J ~ L j.-b--l ~• Recla le Trapezoid I Velocity(V)&Discl1arge(Q) v IISelect unit system. I Feet(ft) v I 1wtt IIWater depth(y): !0.66 ill l ft's IILcftSlopc (Zl): I !to 1 (HV;I l tt'3/s II Input n value! .015 ! [ or select nl I I Status:! Cdlculali:Jn firiistieJ III'low area!0.9 lfl'2 IIFroude numbeq1.3 llcritical slopejo 006 ittlfl i----l---l r--=-T-l ~I,@ J Triangle Circle Ill RadiLs (r) I I 1 IIRightSlopc (Z2): !to 1 (H:V) I Ill Reset l , IITop width(T)l1.88 !Jtc=J IIFlow statu~Supercritical flow I IIVelocity head!O 4 ! I~ Coprright 2000 Dr. Xing Fang, Department of a,·il Engineering, Lamar l:ninrsity. APPENDIX 11 Grate Inlet Capacity San Diego County Drainage Design Manual July 2005 Page 2-9 Step 1. where ... Q c., P, d Chapter 2. Street Drainage and Inlets Calculate the capacity of a grate inlet operating as a weir, using the weir equation {Equation 2-I 6) with a length equivalent to perimeter of the grate. When the grate is located next to a curb, disregard the length of the grate against the curb. = inlet capacity of the grated inlet (ft3/s); = weir coefficient (C-.,=3.0 for U.S. Traditional Units); = effec.tive grate perimeter length (ft); and = flow depth approaching inlet (ft). (2-16) To account for the effects of clogging of a grated inle.t operating as a weir, a clogging factor of fifty percent ( C1=0.50) shall be applied to the actual (llllclogged) perimeter of the grate (P): P, =(1 -C1 )P (2-17) where ... P, = effec.tive grate perimeter length (ft); C1 = clogging factor (C1=0.50); and P = acrual grate perimeter (ft) (i.e., the perimeter less the total "'-idth of bars or vanes); P=2W+L for grates next to a curb andP=2{L+w,) for grates ,~-ith flow approaching from all sides. A single San Diego Regional Standard No. D-15 grate bas an actual perimeter of P=6.2 ft "'-hen placed against curb and P=9 .2 ft when flow approaches from all sides. 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 12 Pipe Hydraulics 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 Elev (ft) 43.00 42.00 41.00 40.00 39.00 38.00 0 ----CircularCulvert y I/ 10 15 ----HGL 20 EX. 24in CMP -OFF SITE SDGE ROAD 25 ----Embank 30 35 ~ / 40 45 50 -lntetcontrot i r 55 Hw Depth (ft) 3.00 2.00 1.00 0.00 -1.00 -2.00 60 Reach (ft) Storm Trap® MODULAR CONCRETE STORMWATER MANAGEMENT STORMWATER MANAGEMENT SOLUTIONS StormTrap offers the industry's best solutions for managing runoff, protecting waterways and improving the use of your property. Whether you are concerned about detention, retention, water quality or water harvesting, StormTrap has a design that will reduce your footprint, accommodate any site constraints, lower overall costs and meet your specific project needs. Single Trap® A durable stormwater management system customized to your site's exact requirements, ideal for working in an extremely limited space while preserving land above for parks, buildings or parking lots. Double Trap® The stormwater management solution you need to control runoff volume and discharge timing. Its modular design maximizes storage volume while minimizing footprint and installation cost. STORMWATER APPLICATIONS Detention StormTrap underground stormwater detention systems temporarily store runoff in large underground chambers before releasing it at a controlled rate. This mitigates erosion, flooding and many of the other harmful effects of high volumes of stormwater runoff. Treatment StormTrap is committed to improving stormwater quality by deploying our range of treatment products that target your pollutant issues with integrated or stand-alone solutions. -Filtration: Sandfilters use various media to remove pollutants such as nutrients and heavy metals • Sedimentation: Remove suspended solids with systems customized for your particle size and flow rate • Oil/Water Separation: Baffle chambers eliminate hydrocarbons from runoff • Litter, Trash and Debris Removal: Disposable mesh nets efficiently capture and remove trash and floatables from Stormwater and CSO discharges Infiltration The StormTrap infiltration system provides a large infiltrative surface area that allows water to recharge into the native soil. The system can also help meet low impact development (LID) goals by reducing the volume of stormwater runoff discharged from a site. Reuse and Harvesting StormTrap offers rainwater harvesting applications that collect stormwater on site for use in irrigation or as greywater inside buildings. These sustainable stormwater management practices adhere to low impact development (LID) principles for runoff reduction and also contribute to LEED (Leadership in Energy and Environmental Design) design credits for Sustainable Sites and Water Efficiency. 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 SIGNIFICANT ADVANTAGES • • PHONE 877 867 6872 WEB stormtrap.com FLEXIBLE AND ADAPTABLE DESIGNS • Unique Configurations Flexible, modular design easily accommodates existing utilities, light pole foundations, trees and other job site constraints Varying Heights Made of reinforced, high strength concrete available in sizes ranging from 1'1" to 11'4" in 1" increments Integrated Applications Integrated solutions, such as the SiteSaver water quality device or outlet control structures Schedule a lunch and learn, download product specifications, or request a free Design & Budget estimate to get your project started! 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 PHONE 815 941 4549 FAX 331 318 5347 w•• www.stormtrap.com EMAIL info1C1'stormtrap.com 1287 Windham Parkway Romeoville, Illinois 60446 Storm Trap· 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 PHONE 815 941 4549 FAX 331 318 5347 w•• www.stormtrap.com EMAIL info1C1'stormtrap.com 1287 Windham Parkway Romeoville, Illinois 60446 Storm Trap· 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. PHONE 815 941 4549 FAX 331 318 5347 w•• www.stormtrap.com EMAIL info1C1'stormtrap.com 1287 Windham Parkway Romeoville, Illinois 60446 Storm Trap· 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. PHONE 815 941 4549 FAX 331 318 5347 w•• www.stormtrap.com EMAIL info1C1'stormtrap.com 1287 Windham Parkway Romeoville, Illinois 60446 Storm Trap· Figure 1. During inspection, measure the distance from finished grade to the top of the sediment inside the system. Sample inspection and maintenance log FINISHED GRADE PERMANENT POOL SURF ACE r SEDIMENT MEASURING DEVICE FLOATABLES Storm Trap· Date Depth of Accumulated Maintenance Maintenance Comments Sediment Trash Performed Personnel 2/5/2012 3" PHONE 815 941 4549 FAX 331 318 5347 None Sediment Removal/Vac w•• www.stormtrap.com EMAIL info1a stormtrap.com B.Johnson 1287 Windham Parkway Romeoville, Illinois 60446 Know what's R STORM TRAP DETAILS Qn 7 4 10 6 0 0 4 6 0 8 Storm Trap® MODULAR CONCRETE STORMWATER MANAGEMENT MARJA ACRES CARLSBAD CA BILL OF MATERIALS LOADING DISCLAllr.lER: UNIT TYPE DESCRIPTION ' 12'-o" DOUBLETRAP " 12'-o" DOUBLETRAP Il l 12'-o" DOUBLETRAP IV 12'-o" DOUBLETRAP VII 12·-o·· DOUBLETRAP SPIV 12'-o'· DOUBLETRAP T2 PANEL B" THICK PANEL T4 Pa\NEL 8" THICK PANEL T7 PANEL 8" THICK PANEL DINT WRAP 150' PER ROLL TOP WEIGHT BA5[ WEIGHT 18050 18060 21408 21418 18910 18918 205.:l9 20597 0 0 \/ARIES VARIES 1 0942 86H 0 STORMTRAP IS NOT DESIGNED TO ACCEPT ANY ADDITIONAL LOADINGS FROM NEARBY STRUCTURES NEXT TO OR OVER THE TOP OF STORMTRAP. IF ADDITIONAL LOADING CONSIDERATIONS ARE REQUIRED FOR STRUCTURAL DESIGN or STORMTRAP, PLEASE CONTACT STORMTRAP IMMEDIATELY. THE STORMTRAP SYSTEM HAS NOT BEEN DESIGNED TO SUPPORT THE ADDITIONAL WEIGHT OF ANY TREES. FURTHERMORE, THE ROOTS OF THE TREES MUST BE CONTAINED TO PREVENT FUTURE DAMAGE TO THE STORMTRAP SYSTEM. STORt,ffRAP ACCEPTS NO LIABILITY FOR DAMAGES CAUSED BY TREES OR OTHER VEGETATION PLACE AROUND OR ON TOP OF' THE SYSTEM. 32 ,JOINT TAPE 14.5' PER RCLL TOTAL PIECES = 54 TOTAL PANELS = 10 HEAVIEST PICK WEIGHT = 21418 I Il l Il l I\! I'/ II IV I I I Ill 11 I Ill II 11 11 II l'v' 30'-3:l" I 78'-3" II I II 7'-11:I" I\! I IV DESIGN CRITERIA ALLOWAllL~ MAX Cl<ADl = 22.50 ALLOWABLE MIN GRAIJE = 13.58 INSIDE HEIGHT ELEVflTIDN -1 2.00 SYSTEM INVERT = 0.00 SHEET INDEX PAGE DESCRIPTION 0 0 COVER SHEET 1.0 DOUBLETRAP DESIGN CRITERIA 2.0 DOUBLETRAP SYSTEM LAYOUT 3.0 DOUl3L[TRAP INSTALLATION SPEClrlCATIONS 3.1 DOUBLETRAP INSTALLATION SPECIFICATl:ms ..0 DOUBLETRAP BACKFILL SPEC IFICATIONS 5.0 RECO!,IMENDEC PIPE / ACCESS OPENING SPECIFICATIOt-lS 6.0 DOUBLETRAP MOJULE TYPES STORMTRAP CONTACT INFORMATION STORMTRAP SUPPLIER: STORMTRA? CONTACT NAME: CHARI.IE CARTER CELL PHONE: 760-212-5628 SALES EMAIL: CCARTER@STORMTRAP.COM 1. DIMENSIONING OF STORMTRAP SYSTEM SHOWr-. EELOW ALLOW FOR A 3/4" GAP BETWEEN EACH MODULE. 2. ALL DIMEr-.'SIOr-.'S TO BE VERIFIED IN THE FIELD BY OTHERS. 3. SEE SHEET 3.0 FOR INSTALLATION SPECl"ICATIONS. 4. SP -INDICATES A MODULE WITH MODIFICATIONS. 5. P -INDICATES A MODULE WITH A PANEL ATTACHMENT. 6. CONTRACTORS RESPONSIBILITY TO ENSURE CCNSISTENCY/ACCURACY TO FINAL ENGINEER or RECORD PLAN SET. 21' g1" -2 68'- 46' ml" -4 Storm Trap· I\UDIIS usrm.,., [lmP-✓/3ICJl'TRIP.m.,A\llEN] 1287 Wr-Di6M PPRimAY RO.£CML1£, IL 00446 P:815-941-4549 / F:3.31-318--5347 ENGINEER INFORMATION: HWL PLANNING & ENGINEERING 2888 LOKER AVENUE EAST SUITE 217 CARLSBAD, CA 760-929-2288 PROJECT INFORMATION: MARJA ACRES CARLSBAD, CA CURRENT ISSUE DATE: 12/16/2021 ISSUED FOR: PRELIMINARY REV DATE: ISSUED FOR: & 12/16/2021 PRELIMINARY 1 11/24/2021 PRELlt,UNARY SCALE: NTS SHEET TITLE: COVER SHEET SHEET NUMBER: 0.0 OWN BY: RJL RJL Storm Trap· flQOOS IJSII[I ~T, Dflp/~.oot.,,tl,.lDI] 1 '2El WNCHAM PPRYmAY ID.ECML1£, IL 60446 P:815--941-4549 / F:331-318-5347 ENGINEER INFORMATION: HWL PLANNING & ENGINEERING 2888 LOKER AVENUE EAST SUITE 217 CARLSBAD, CA 760-929-2288 PROJECT INFORMATION: MARJA ACRES CARLSBAD, CA CURRENT ISSUE DATE: 1 12/16/2021 ISSUED FOR: PRELIMINARY REV DATE: ISSUED FOR: & 12/16/20211 PRELIMINARY 1 11/2',/20211 PRELIMINARY SCALE: HTS SHEET TITLE: DOUBLETRAP SYSTEM LAYOUT SHEET NUMBER: 2.0 DWN BY: RJL RJL STRUCTURAL DESIGN LOADING CRITERIA LIVE LOADING: AASHTO HS-20 HIGHWAY LOADING GROUND WATER TABLE: BELOW INVERT OF SYST[t,,; SOIL BEARll\'G FRESSURE: 3000PSF SOIL DENSITY: 1 ?.O PCF EQU IVALENT UNSATURATED LATERAL ACTIVE EARTH PRESSURE: 35 ?SF / FT. EQUIVALENT SATURATED LATERAL ACTIVE EARTH FRESSURE:ao PSF/FT. (IF WATER TABLE PRESENT) A=-PUCABLE CODES: ASTM C857 ACl-318 BACKFILL TYPE: SEE SHEET 4.0 FOR BACKFILL OPTIONS SEE SHEET 4.0 FOR BACKFILL SPECIFICATIONS 11- 1 I I =-__ 11-1 1_· II= I =1 1=1 1.08' STORMTRAP SYSTEM INFORMATION WATER STORAGE PROV: 32,590.68 CU31C FEET UNIT HEADR001>1.: 12'-0 " DOUBLETRAP I I-I I I-I I '~~~~~~~ _1 1_ 1_1 1_1 1_1_11_11_11_ SITE SPEC IFIC DESIGN CRITERIA 1. STORMTRAP UNITS SHALL BE MANUFACTURED AND INSTALLED ACCORDING TO SHOP DRAWINGS APPROVED BY THE INSTALLING CONTRACTOR AND ENGINEER OF RECORD. THE SHOP DRAWINGS SHALL INDICATE SIZE AND LOCATION or ROOF OPENINGS AND INLET/OUTLET PIPE TYPES. SIZES. INVERT ELEVATIONS AND SIZE OF OPENINGS. 2. COVE'l RANGE: MIN. 1.08' MAX.1 o.ootoNSULT STORMTRAP FOR ADDITIONAL COVER OPTIONS. 3. ALL DIMENSIONS AND SOIL CONDITICNS. INCLUDING BUT NOT LIMITED TO GROUNDWATER AND SOIL BEARING CAP.ACITY /I.RE REQUIRED TO BE VERIFIED IN THE FIELD BY OTHERS PRIOR TO STORMTliAP INSTALLATION. 4. FOR STliUCTIJRAL CALCULATIONS THE GRCUND WATER TABLE IS ASSUMED TO llE BELOW INVERT O;~ SYSTEM IF WATE's TABLE IS DIFFERENT THAN ASSUMED, CONTACT STORMTRAP. 5. SYSTEM DESIGN MAY ALLOW roR INCIDENTAL LEAKAGE AND WILL NOT BE SUBJECT TO LEAKAGE TESTING. I ALLOWABLE MAX GRADE = 22..50 ALLOWADLE MIN GRADE = 13.SB - - --- - - - - - - - - - - - - - - - - - - -10.00' - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I -~ <; I (':: :,, ' ::., ' ::::-d :, : ,: : -I _· I -1_· 1_ - - - - - - - - - - - - s'-o" L6.5~ L6.5~ 6'-0" /\ : : ' :, I --- I 6" TOS = 12.50 HWL = 12..00 12'-o" DOUBLETRAP :-, .. , :, ·,::., I 1_· ,-5" I SYSTEM INVERT = 0.00 L 6" STONE BASE (SEE SHEET 4.0) Storm Trap· !IGDflS usrm AT, [il?✓/3ICIUIRl'P.mi,M1ENIJ 1287 i\1NJI-W.t p~y RO.E™LlE. IL 60446 P:815-941-4549 / r:331-318-5347 ENGINEER INFORMATION: HWL PLANNING & ENGINEERING 2888 LOKER AVENUE EAST SUITE 217 CARLSBAD, CA 760-929-2288 PROJECT INFORMATION: MARJA ACRES CARLSBAD, CA CURRENT ISSUE DATE: 12/16/2021 ISSUED FOR: PRELIMINARY fEV DATE: ISSUED FOR: & 12/16/2021 PRELIMIMARY 1 11/24/2021 PRELIMIMARY SCALE: HTS SHEET TITLE: DOUBLETRAP DESIGN CRITERIA SHEET NUMBER: OWN BY: RJL RJL MIN.3000 PSF BEARING CAPACITY / TO BE VERIF IED IN FIELD BY - OTHERS 12' -0" DOUBLETRAP 1.0 1. 2. 4. 5. 6. 7. 7 .1 . STORMTRAP INSTALLATION SPECIFICATIONS STORMTRAP SHALL BE INSTALLED IN ACCORDANCE WITH ASTM C8'31, STANDARD FOR INSTALLATION OF UNDERGROUND PRE:::AST CONCRETE UTILITY STRUCTURES, THE FOLLOWING ADDITIONS AND/OR EXCEPTIONS SHALL APPLY: IT IS THE RESPONSIBILITY OF THE INSTALLING CONTRACTOR TO ENSURE THAT PROPER/ADEQUATE EQUIPMENT IS USED TO SET/INSTALL THE MODULES. STORMTRAP MODLJI FS CAN RF Pl ACm ON A I FVFI, 6"' FOl!NDATION or ~" A:-;GRFGATF FXTFNrJING ?'-o" PAST THF OUTSIDE Q;c THE SYSTEM (SEE DETAIL 1) AND SHALL BE PLACED ON PROPERLY COM?ACTED SOILS (SEE SHEET 1.0 FQ;'l SOIL BEARING CAPACITY REQUIREMENTS). AND IN ACCORDANCE WITH ASrn C891 STANDARD PRACTICE FOR INSTALLATION OF UNDERGROUND PRECAST UTILITY STRUCTURES. THE STORMTRAP MODULES SHALL BE PLACED SUCH THAT THE MAXIMUM SPACE BETWEEN ADJACENT MODULES DOES NCT EXCEED~" (SEE DETAIL 2). IF THE SPACE EXCEEDS f, THE MODULES SHALL llE RESET WITH APPROPRIATE ADJUSTMENT MADE TO LINE AND GRADE TO BRING THE SPACE INTO SPECIFICATION. STORMTRAP MODULES ARE NOT WATERTIGHT. IF A WATERTIGHT SOLUTION IS REQUIRED, CONTACT STORMTRAP FOR RECOMMENDATIONS, TH~ WATERTIGHT APPLICATION IS TO BE PROVIDED AND IMPLEMENTED BY THE CONTRACTOR. THE CCNTRACTOR IS RESPONSIBLE TO ENSURE THAT THE SELECTED WATERTIGHT SOLUTION PERFORMS AS SPECIFIED BY THE MANUFACTURER. THE PERIMETER HORIZONTAL JOINT BET'NEEN THE TOP AND BASE LEG CONNECTION OF THE STORMTRAP MODULES SHALL BE SEALED WITH PREFORMED MASTIC JOINT TAPE ACCORDING TO ASTM C891, 8.8 AND 8.12. (SEE DETAIL 3). THE MASTIC JOINT TAPE DOES NOT PROVIDE A WATERTIGHT SEAL. ALL EXTERIOR JOINTS BETWEEN ADJACENT STORMTRAP MODULES SHALL BE SEALED WITH 8" WIDE PRE-FORMED, CGLD-APPLIED, SELF-ADHERING ELASTOMERIC RESIN. BCNDED TO A WOV[N HIGHLY PUNCTURE RESISTANT POLYMER WRAP, CONFORMING TO ASHA C891 AND SHALL BE INTEGRATED W'ITH PRIMER SEALANT AS APPROVED 9Y STORMTRAP (SEE DETAILS 4 & 5). THE JOINT WRAP DOES NOT PROVIDE A WATERTIGHT SEAL. THE SOLE PURPOSE OF THE JOINT WRAP IS TO PROVIDE A SILT AND SOIL TIGHT SYSTE~ .. THE ADHESIVE EXTERIOR JOINT WRAP SHALL BE INSTALLED ACCORDING TO THE FOLLOWING INSTALLATION INSTRUCTIONS: USE A BRUSH OR WET CLOTH TO THOROUGHLY CLEAN THE OUTSIDE SURFACE AT THE POINT WHERE JOINT WRAP IS TO BE APPLIED. 7.2. A. RELEASE PAPER PROTECTS THE ADHESIVE SIDE OF THE JOINT WRAP. PLACE THE ADHESIVE TAPE (ADHESIVE SIDE DOWN) AROUND THE STRUCTURE, REMOVING THE RELEASE PAPER AS YOU GO. PRESS THE JOINT \'/RAP FIRMLY AGAINST THE STO'i:MTRAP MODULE SURFACE WHEN APPLYING. 8. IF THE CONTRACTOR NEEDS TO CANCEL ANY SHIPMENTS, THEY MUST DO SO 48 HOURS PRIOR TO THEIR SCHEDULED ARRIVAL AT THE JOB SITE. IF CANCELED AFTER THAT TIME, PLEASE CONTACT THE PROJECT MANAGER. 9. IF THE STORMTRAP MODULE(S) IS DAMAG~D IN ANY WAY PRIOR, DURING, OR AFTER INSTALL. STORMTRAP MUST BE CONTACTED IMMEDIATELY TO ASSESS THE DAMAGE AND TO DETERMINE WHETHER OR NOT THE MODULE(S) WILL NEED TO 8E REPLACED. IF ANY MOl)LJLE ARRIVES AT THE .JOBSITE DAMAGrn DO NOT UNLOAD IT; CONTACT STORMTRAP IMMEDI.ATELY. ANY DAMAGE NOT REPORTED BEFORE THE TRUCK IS UNLOADED WILL BE THE CONTR.ACTOR'S RESPONSIBILITY. 10. STORMTRAP MODULES CANNOT BE ALTERED IN ANY WAY AFTER MANUFACTURING WITHOUT WRITTEN CONSENT FROM STORMTRAP. below. Call before you dig. L HOWES I WEILER I LANDY PLANNING & ENGINEERING Tel. 760.929.2288 Fax. 760.929.2287 2888 LOKER AVENUE EAST SUITE 217 CARLSBAD, CA 92010 DATE INITIAL ENGINEER OF WORK fl" WlflF .JOINT WRAP - (SEE NOTE 7) 8" WIDE JOINT WRAP -\ (SEE NOTE 7) TOP OF STORMTRAP-\ \ f' GAP MAX. (SEE NOTE 4} DETAIL 4 ' I DETAIL 2 I REVISION DESCRIPTION DATE 8" WIDE JOINT WRAP -~ (SEE NOTE 7) ~, I DETAIL 3 I [ DETAIL s I ----1" I> JOINT TAPE {SEE NOTE !i) / EXTERIOR WALL -,--,--~•(/ OF STORMTRAP I I DETAIL 1 2·-0• OVERHANG (SEE NOTE 3) Storm Trap· l'/lilUfl$ IISIUI Im [lt11"//'SmNJIIP~ 1287 i\1tol-W.I PPRYmAY RO.ECMLlE, IL 60446 P:815-941-4549 / r:331-318-5347 ENGINEER INFORMATION: HWL PLANNING & ENGINEERING 2888 LOKER AVENUE EAST SUITE 217 CARLSBAD, CA 760-929-2288 PROJECT INFORMATION: MARJA ACRES CARLSBAD, CA CURRENT ISSUE DATE: 12/16/2021 ISSUED FOR: PRELIMINARY REV DATE: ISSUED FOR: & 12/16/2021 PRELIMIMARY I 11/24/2021 PRELIMIMARY SCALE: HlS SHEET TITLE: DOUBLETRAP INSTALLATION SPEC IFICATIONS SHEET NUMBER: 3.0 OWN BY: RJL RJL ~ CITY OF CARLSBAD 9 ENGINEERING DEPARTMENT ROUGH GRADING PLANS FOR: MARJA ACRES GR2021-0006 APPROVED: JASON S. ENGINEERING MANAGER RCE 63912 EXPIRES 9/30/22 DATE OWN BY: ~M~L __ INITIAL DATE INITIAL CHKD BY: __ _ ~ 0 PUD 16-09 SUP 16-02 HDP 16-02 CDP 16-33 SOP 2018-0001 GELDERT OTHER APPROVAL CITY APPROVAL RVWD BY: PROJECT NO. CT 16-07 DRAWING NO. 529-9A Know what's R STORMTRAP DETAILS STORrATRAP MODULE LIFTING INSTALLATION NOTES IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSUaE THAT ALL (4) CHAINS/CABLES ARE SECURED PROPERLY TO THE LIFTING ANCHORS AND IN EQUAL TENSION WHEN LIFTING THE STORMTRAP MODULE (SEE RECOMMENDATIONS 2 &: 3). 2. 3. 4. MINIMUM 7'-0" CHA N/CABLE LENGTH TO BE USED TO LIFT STORMTRAP MODULES (SUPPLIED BY CONTRACTOR). CONTRACTOR TO ENSURE MINIMUM LIFTI NG ANGLE IS 60• FROM TOP SURFACE OF STORMTRAP MODULE. SEE DETAIL IT IS UNDERSTOOD AND AGREED THAT AT ALL TIMES CURING WHICH HOISTl~'G AND RIGGING EQUIPMENT IS BEING SUPPLIED TO THE PURCHASER, OPERATOR OF SUCH EQUIPMENT SHALL BE IN CHARGE OF HIS ENTIRE EQUIPMENT AND SHALL AT ALL TI MES □[ HIE JUDG[ Dr Tl-IE SAFETY AND PROP[RTY or ANY SUGGESTION TO HIM FROM HIE SELLER, ITS AGENTS OR EMP_OYEES. PURCHASER AGREES TO SAVE, INDEMN IFY AND HOLD HARMLESS SELLER FROM A_L LOSS, G_AIMS, DEMANDS OR CAUSES OF ACTION, WHICH MAY ARISE FROM THE EXISTENCE OR OPERATION OF SAID EQUIPMENT. 1. 2 3. 5. 6. TOP hlODULE LI FTING DETA IL BAS E MODULE LIFT ING DETA IL RECOMMENDED ACCESS OPEN ING SPECIFICATION A TYPICAL ACCESS OPENING FOR THE STORMTRAP SYSTEM ARE 2'-0" IN DIAMETER. ACCESS OPENINGS LARGER THAN 3'-0" IN DIAMETER NEED TO BE APPROV[D GY STORMTRAP. ALL OPENINGS MUST R[T.I\IN AT L[AST 1'-0" or CLEARANCE FROM THE END OF THE STORMTRAP MODULE UNLESS \IOTED OTHERWISE. ALL ACCESS OPENINGS TO BE LOCATED ON INSIDE LEG UNLESS OTHERWISE SPECIFIED. PLASTIC COATED STEEL STEPS PRODUCED BY M.A-INDUSTRIES PART #PS3-PFC OR APPROVED EQUAL (SEE STEP DETAIL) ARE PROVIDED INSIDE ANY MODULE WHERE DEEMED NECESSARY. THE HIGHEST SlEP IN THE MODULE IS TO BE PLACED A DISTANCE OF 1'-o" FROM THE INSIDE EDGE OF THE s-oRMTRAP MODULES. ALL ENSUING STEPS SHALL BE PLACED AT A DISTANCE BETWEEN 10" !.'.IN AND 14" f.lAX EETWEEN THEM. STE PS MAY BE MOVED OR ALTERED TO AVOID OPENINGS OR ClHER IRREGULARITIES IN THE MODULE. STORMTRAP LIFTl~C INSERTS MAY BE RELOC11.TED TO AVOID INTERFERENCE WITH ACCESS OPENINGS OR THE CENTER OF GRAVITY OF THE MODULE AS N~EDED. STORMTRAP ACCESS OPENINGS MAY BE RELOCATED TO AVOID INTERFERrnCE WITH INLET AND/OR OUTLET PIPE OPENINGS SO PLACEME NT OF STEPS IS ATTAINABLE. ACCESS OPENINGS SHOU LD BE LOCATED IN ORDER TO MEET THE APPROPRIATE ~UNICIPAL REQUIR[l,;l[NTS. STORMTflAP RECOMM[NDS AT l[AST TWO ACC[SS OPENINGS PER SYSTEM FOR ACCESS ANC INSPECTION. USE PRECAST ADJUSTING RINGS AS NEEDED TO MEET GRADE. STORMTRAP RECOMMENDS FOR COVER OVER 2• TO USE PRECASl BARREL OR CONE SECTIONS. (PROVIDED BY OTHERS) RECOMMENDED PIPE OPENING SPECIFICATION 1. 1-',INIMUM EDGE DISTANCE FCR .AN OPENII\G ON THE OUTSIDE WALL SHALL BE NO LESS TH1I.N 1'-0". 2. ~AXIMUM OPrnlNG SIZE TO BE l)ETERMINEI) BY THE MOl)lJLE HEIGHT. PR EFERRED OPENING SIZE ¢ .36" OR LESS. ANY OPENING ~EEDED THAT DOES NOT FIT THIS CRITERIA SHALL BE BROUGHT TO THE ATTENTION OF STORMTRAP FOR REVIEW. 3. CONNECTING PIPES SHALL BE INSTALLED WITH A 1'-0" CONCRETE COLLAR, AND AN AGGREGATE CRADLE FOR AT LEAST ONE PIPE LENGTH (SEE PIPE CONNECTION DETAIL). A STRUCTURAL GRADE CONCRETE OR HIGH STRENGTH, NON-SHRINK GROUT WITH /\ MINl:0.AUM 28 OM COMPRESSIVE STRENGTH OF 3000 PSI SHALL BE USED. 4. THE ANt-.'ULAR SPACE BETWEEN THE PIPE AND THE HOLE SHALL BE rl LLED WITH HIGH STREf\'GTH NON-SHRIN:< GROUT. RECOMMENDED PIPE INSTALLATION INSTRUCTIONS CLEAN AND LIGHTLY LUBRICATE ALL or THE PIPE TO BE INSERTED INTO STORMTRAP. 2. IF PIPE IS CUT, CARE SHOULD BE TAKEI\ TO ALLOW NO SHARP EDGES. BEVEL AND LUBRICATE LEAD ENC OF PIPE. 3. ALIGN CENTER OF PIPE TO CORRECT ELEVATION AND INSERT INTO OPENING. END PANEL LIFTI NG DETA IL HIGH S-I RENGTH, - NON-SHRINK Cf.OUT HIGH STRENGTH,---~ NON-SHRINK GROUT - HIGH STRENGTH. -. NON-SHRINK CROUT IF A PIPE IS PROPOSED AT THE SYSTEM INVERT. NOTCH PIPE TO ALLOW PIPE INVERT TO MEET SYSTEM INVERT 1. 2 3. 5. END PANEL ERECTION /INSTALLATION NOTES END PANELS WILL BE SUPPLIED 10 CLOSE OFF OPEN ENDS OF ROWS. PAN~LS SHALL BE INSTALLED IN A TILT UP FASHION DIRECTLY A.DJ/o.CENT TO OPEN END OF MODULE {REFER TO SHEET 2.0 FOR END PANEL LOCAl lONS). CONNECTION HOOKS WILL BE SUPPLIED WITH END PANELS TO SECUREL" CONNECT PANEL TO ADJACENT STORMTRAP MODULE (SEE PANEL CONNECTION ELEVATION VIEW). ONCE CONNECTION HOOK IS ATTACHED, LIFTING CLUTCHES MAY BE RE-.iOVED. JOII\T WRAP SHALL BE PLACED AROUND PERIMElER JOINT PANEL (SEE SHC:~T 3.0). CONNECTION HOOKS PROVIDED BY STORMTRAP AND INSTALLED BY COf.TRACTOR (SEE DETAIL 6} 1-;j PRECASI OPcNING rnR ~ HOOK CONNECTION, CCNTRACTO.~ \ TO SEAL rGR INSTALLATION \ \ \, I STEP 11 ---SIDE :f" STORMTRAP MODULE --SIDE CF END PANEL ~/ PANEL CONNECTION ELEVATION VIEW • • I STEP 2 1 DETAIL 6 PRC:CAST CONCRETE ADJUSTING RINGS. ~ BARREL OR CONE SECTIONS AS NEEDED FRAME & COVER AS SEE RECOMMENDED ACCESS OPENING 1r SPECI FIED BY ENGINEER SPECIFICATION NOTE 6. (SUPPLI EC BY OTHERS) ···,.. J:'"")•:::="'•i.:'c:ixaJ\ / (SUPPLIED BY OTHERS) NON-SHRINK GROUT --~ ~. 1 • '-• 1 WALL OF STCRMTRAP •~"-.. 1'-0" >< 1'-0" CONCRETE COLLAR INLET/OUTLET PIPE AGGREGATE CRADLE ----_j_ ----! ! WALL or STORMTRAP 1'-0" >< 1'-0" CONCRETE COLLAR INLET/OUTL[T PIPE ,~AGGREGATE CRADLE / . , I ,· L_,-, I 1' t-- 1' l , -,- 1' t-1' L_,- RISER/ STAIR DETAIL 1'-4"-i 1,i" 7 c' MEETS: OPSS 1351.0B.02 BNO ASTM C-478.35a ASTM D4-\01.95b AASHTO M-199 ASHA 4A-15 r,01·7. I r7"~ I IITI I , __ [ STEP DETAIL NOTE: ALL AN'.,::ILLARY PRODUCTS/SPECIFlcti.TIONS RECOMMENDED AND SHOWN ON THIS SHEET ARE RECOMMENDATIONS ONLY AND SUBJECT TO CHANGE PER THE INSTALLING CONTRAClOR AND/OR PER LOCAL MUNICIPAL CODE/REQUIREt.AENTS. PIPE CONNECTION DETAIL Storm Trap· I\UDIIS LISIED AT, [Hl1P-✓/3ICJl'TRIP.!Do/lll1EN] 1287 Wr-Di6M PPRimAY RO.£CML1£, IL 00446 P:815-941--4549 / F:3.31-318-5347 ENGINEER INFORMATION: HWL PLANNING & ENGINEERING 2888 LOKER AVENUE EAST SUITE 217 CARLSBAD, CA 760-929-2288 PROJECT INFORMATION: MARJA ACRES CARLSBAD, CA CURRENT ISSUE DATE: 12/16/2021 ISSUED FOR: PRELIMINARY REV DATE: ISSUED FOR: & 12/16/2021 PRELIMINARY 1 11/24/2021 PRELIMINARY SCALE: NTS SHEET TITLE: DOUBLETRAP INSTALLATION SPEC IFICATIONS SHEET NUMBER: 3.1 OWN BY: RJL RJL Storm Trap· IWDIIS llSIID AT, [HnP✓/SltR4lll'f".ca,y1>AlEN] 1287 Wt-OWA PARKWAY RCM.:CMIJ..£, IL &.l446 P:815-941-4549 / F:3.31-318-5347 ENGINEER INFORMATION: HWL PLANNING & ENGINEERING 2888 LOKER AVENUE EAST SUITE 217 CARLSBAD, CA 760-929-2288 PROJECT INFORMATION: MARJA ACRES CARLSBAD, CA CURRENT ISSUE DATE: 1 12/16/2021 ISSUED FOR: PRELIMINARY REV DATE: ISSUED FOR: & 12/16/2021 PRELIMINARY 1 11/24/2021 PRELIMINARY SCALE: NTS SHEET TITLE: RECOMMENDED PIPE / ACCESS OPENING SPEC IFICATIONS SHEET NUMBER: 5.0 OWN BY: RJL RJL ZONE CHART FILL DEPTH TRACK WIDTH MAX VEHICLE MAX GROUND W[IGl·IT (KIPS) PRESSURE STORMTRAP ZONE INSTALLATION SPECIFICATIONS!PROCEDURES LONlS ZONE 1 rou,~DJiTION AGGREGATE AACKFIU_ I l<lMAllKS /f5 (f') STONE AGGREGATE (SEE NOTE 4 FOR DESCRIPTION) 12" NOTE: 12" 51.8 1690 psf 18" 56.1 1 219 psf 24" 68. 1 1111 psf 30" 76.7 1000 psf 36" 85.0 920 psf I. LNIFIED SOILS CLASSlrlCATION (GW, GP, SW, SP) OR SEE BELOW FCR JiPPROVEO BACKFILL OPTIONS TRACK LENGTH NOT TO EXCEED 15'-4"". ONLY nvo TRACKS PER VEHICLE. 1. THE F"ILL PLACED AROUND THE STORMTRAP MODULES MUST DEPOSITED ON BOTH SIDES AT THE SAME TIME AND TO APPROXIMATELY THE SAME ELEVATION. AT NO TIME SHALL THE FILL BEHIND ONE SIDE WALL BE MORE THM 2'-0" HIGHER THAN THE FILL ON THE OPPOSITE SIDE. BACKFILL SHALL EITHER BE COMPACTED AND/OR VIBRATED TO ENSURE THAT BACKFILL AGGREGATE/STONE MATERIAL IS WELL SEATED AND PROPERLY INTER LOCKED, CARE SHALL BE TAKEN TO PREVENT ANY WEDGING ACTION AGAINST THE STRUCTURE, AND ALL SLOPES WITHIN THE AREA TO BE BACKFILLED MUST BE STEPPED OR SERRATED TO PREVENT WEDGING ACTION, CARE SHALL ALSO BE TAKEN AS NOT TO DISRUPT THE JOINT WRAP FROM THE JOINT DURING THE BACKFILL PROCESS. BACKFILL MUST BE FREE-DRAINING MATERIAL. SEE ZONE 2 BACKFILL CHART ON THIS Q£'I1Qli f" SlONE AGGREGATE SAND CRllSHEfl CONCRETE AGGREGATE RCAD PACK FINAL COVER 0\/ERTOP I.IATERIALS NOT TO EX::EED 120PCF APPROVED ZONE 2 BACKFILL OPTIONS REMARKS i HE STONE AGGREGATE SHALL CONSIST OF CLEAN AND FREE DRAINlt-.:G ANGULAR MATFRIAI. THF Sl7F ~F THIS r.lATFRIAI SHAI I HAVF 100% P.ASSING THF 1" SIFVF WITH O¾ TO 5¾ PASSl~'G THE lf8 SIE\/L THIS MATERIAL SHALL BE SEPARATED FROl>I NATIVE MATERIAL USING GEOFABRIC AROUND THE P~RII.IETER OF THE BACKFILL (ASTM SIZE #57) AS OUERMINED BY l"HE GEOfEC:HNICAL ENGINHll. IMPORTED PURE SAND IS PERMITTED TO B[ USED AS BACKFILL Ir 11 IS CLEAN ANO F.~EE DRAINl~G. THE SAND usrn FOR BACKFILLING SHALL HJo.VE LESS THAN 40Y. PASSING #40 SIEVC AND LESS THA~ 5% PASSING #200 SIE\IE THIS MATERIAL SHALL " SEFARATED i'ROM NATIVE MATERIAL USIN/2 CEOFABRIC AROUND THE PERIMETER OF THE SAND BACKFILL. CL[AN, FREE DRAINING CRUSHED CONCRETE AGGREGATE MATERIAL CAN BE USED AS BACKFILL FOR STORMTRAP'S MODULES. THE SIZE OF THIS MAT[RIAL SHALL HAVE I □O¾ PASSING THE 1" SIEVE WITH 0¾ TO 5¾ PASSING THE #8 SIEVE. THIS MATERIAL 0:HALL BE SEPARATED FROM NATIVE MATERIAL USING GEOFABRIC AROUND THE PERl.<,ETER CC THE BACKFILL. STONE AGGREGATE 100¾ PASSING T~E 1-1/2"' SIEVE WITH LESS THAN 12¾ PASSING iHE #200 SIEVE (ASTM SIZE #467). GEOFABRIC AS PER GEOTECHNICAL ENGINEER RECOMMENDATION. GEOF ABRIC/GEOTEXTILE, AS REQUIRED PER APPROVED \ ZONC: 2 8AC<FILL OPTIONS. \_ I PAGE FOR APPROVEO BACKFILL OPTIONS. IF NATIVE EARTH IS SUSCEPTIBLE TO MIGRATION, CONFIRM WITH GEOTECHNICAL ENGINEER AND PROVIDE PROTECTION AS REQUIRED (PROVIDED BY OTHERS). 2. DURING PLACEMENT OF MATERIAL OVERTOP THE SYSTEM, AT NO TIME SHALL MACHINERY BE USED OVERTOP THAT EXCEEDS THE DESIGN LIMITATIONS OF THE SYSTEM. WHEN PLACEMENT or MATERIAL OVERTOP, MATERIAL SHALL BE PLACED SUCH THAT THE DIRECTION or PLACEMENT IS PARALLEL WITH THE OVERALL LONGITUDINAL DIRECTION or THE SYSTEM WHENEVER POSSIBLE. 3. THE FILL PLACED OVERTOP THE SYSTEM SHALL BE PLACED AT A MINIMUM OF 6n LIFTS. AT NO TIME SHALL MACHINERY OR VEHICLES GREATER THAN THE DESIGN HS-2D LOADING CRITERIA TRAVEL OVERTOP THE SYSTEM WITHOUT THE MINIMUM DESIGN COVERAGE. IF TRAVEL IS NECESSARY OVERTOP THE SYSTEM PRIOR TO ACHIEVING THE MINIMUld DESIGN COVER. IT MAY BE NECESSARY TO REDUCE THE ULTIMATE LOAD/BURDEN OF THE OPERATING MACHINERY 50 AS TO NOT EXCEED THE DESIGN CAPACITY OF THE SYSTEM. IN SOME CASES, IN ORDER TO ACHIEVE REQUIRED COMPACTION, HAND COhlPACTIOM MAY BE NECESSARY IN ORDER NOT TO EXCEED THE ALLOTTED DESIGN LOADING. SEE CHART FOR TRACKED VEHICL.f WIDTH AND ALLOWABLE MAXIMUM PRESSURE PER TRACK. -4. STONE AGGREGATE FOUNDATION IN ZONE 1 IS RECOMMENDED FOR LfVELING PURPOSES ONLY (OPTIONAL). i-GEOFABRIC/GEOT~XllLE - - - - - - - - - - - - - - - - -1 AS REQUIRED ."ER APPROVED -ZONE 2 BACKFILL OPTIONS. ------------------------------------------------------f IZONE ,1 / ------------------------------------------------------------------------------~- ~II J-111-1 I I I -111-1 1-1 11 11,/ -_111-1 1_, 18_1_1 1,0,-~~-, J I 1=: ;i_l l=I -~-1=,=1= ' SHPPCD OR SCRRAT[D AN[)-.' APPLICABLE OSHA REQUIREMENTS (SEE INSTALLATION SPECIFICATIONS) NOTES, TYPE 1. OPENING LOCATIONS AN D SHAPES MAY VARY. I ---- 2. SP -INDICATES A MODULE WITH MODIFICATIONS. 3. P -INDICATES A MODULE WITH A PANEL ATTACHM ENT. 4. POCKET WINDOW OPENINGS ARE OPTIONAL. -1-=I = - TYPE IV ,_ -1 -1.--I= =I= l=I BACKFILL DETAI L TYPE II TYPE II END PANEL TYPE IV END PANEL TYPE Ill Storm Trap· I\UDIIS LISIED AT, [Hl1P-✓/3JCBITBP.lnl/lll1ENl'J 1287 WJ'OW,A PPRi<WAY RO.£CML1.E, IL 00446 P:815-941--4549 / F:331-318-5347 ENGINEER INFORMATION: HWL PLANNING & ENGINEERING 2888 LOKER AVENUE EAST SUITE 217 CARLSBAD, CA 760-929-2288 PROJECT INFORMATION: MARJA ACRES CARLSBAD, CA CURRENT ISSUE DATE: 12/16/2021 ISSUED FOR: PRELIMINARY ~EV DATE: ISSUED FOR: & 12/16/2021 PRELIMINARY 1 11/24/2021 PRELIMINARY SCALE: NTS SHEET TITLE: DOUBLETRAP BACKFILL SPEC IFICATIONS SHEET NUMBER: 4.0 OWN BY: RJL RJL Storm Trap· IWDIIS llSIID AT, [HnP✓ /SKRffll'P.COl,,1'AlENI] 1287 Wt£W>M P/J.FdW-IAY RCM.:CMLL.£, IL ED-446 P:815-941--4549 / F:331-318-5347 ENGINEER INFORMATION: HWL PLANNING & ENGINEERING 2888 LOKER AVENUE EAST SUITE 217 CARLSBAD, CA 760-929-2288 PROJECT INFORMATION: MARJA ACRES CARLSBAD, CA CURRENT ISSUE DATE: 1 12/16/2021 ISSUED FOR: PRELIMINARY ~EV DATE: ISSUED FOR: & 12/16/2021 PRELIMINARY 1 11/24/2021 PRELIMINARY SCALE: NTS SHEET TITLE: DOUBLETRAP MODULE TYPES SHEET NUMBER: 6.0 OWN BY: RJL RJL ~ CITY OF CARLSBAD ~ 0 below. Call before you dig. L HOWES I WEILER I LANDY PLANNING & ENGINEERING Tel. 760.929.2288 Fax. 760.929.2287 2888 LOKER AVENUE EAST SUITE 217 CARLSBAD, CA 92010 DATE INITIAL ENGINEER OF WORK DATE INITIAL DATE INITIAL REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL 0 ENGINEERING DEPARTMENT ROUGH GRADING PLANS FOR: MARJA ACRES PUD 16-09 SUP 16-02 HDP 16-02 CDP 16-33 GR2021-0006 SOP 2018-0001 APPROVED: JASON S. GELDERT ENGINEERING MANAGER OWN BY: ~M~L __ CHKD BY: __ _ RVWD BY: RCE 63912 EXPIRES 9/30/22 PROJECT NO. CT 16-07 DATE DRAWING NO. 529-9A Appendix 12 Pipe Hydraulics Appendix 14Supplemental Drainage Calculations for Construction Change #414 1 USPS 11 + 0 0 Δ Δ Δ Δ Δ Δ Know what's R fuscoe.com858.554.1500 6390 Greenwich Dr, Suite 170 San Diego, Ca 92122 826.31 sf 762.35 sf 1,790.32 sf 1,216.82 sf 1,013.15 sf This inlet has the largest tributary area, see drainage calc for it on following sheets u, @CONSTRUCT TYPE B CURB RAMP PER SDRSD G-27 @ACCESSIBLE ADA ROUTE OF TRAVEL @CONSTRUCT CONCRETE SIDEWALK PER SDRSD G-7 @)CONSTRUCT 6" CURB ONLY PER SDRSD G-1 @CONSTRUCT 6" CURB & GUTTER PER SDRSD G-2 @CONSTRUCT 1B"x18" BROOKS BOX @CONSTRUCT TRUNCATED DOMES PER SDRSD G-30 @CMU RETAINING WALL PER RSD C-3 WITH RAILING PER ARCHITECTURAL DETAIL 14/AD-1 AND 15/AD-1 @CONSTRUCT WALL PER RSD C-9 TYPE A (MODIFIED). POUR MONOLITH/CALLY WITH ADJACENT HARDSCAPE WITH RAILING PER ARCHITECTURAL DETAIL 14/AD-1 AND 15/AD-1 @) PERMEABLE PA VERS PER GEO TECHNICAL RECOMMENDATIONS AND DETAIL ON THIS SHEET @POINT OF CONNECTION TO DOWNSPOUT PER DETAIL 1 ON SHEET 8 @CONSTRUCT SIDEWALK UNDERDRAIN PIPE PER SDRSD 0-27 @CONSTRUCT CONCRETE HEADER PER PAVER DETAIL ON SHEET 6 below. Call before you dig. NOTE CONTRACTOR TO VERIFY THE EXACT LOCA T/ON OF EXISTING UTILITIES IN THE FIELD PRIOR TO CONSTRUCT/ON. NOTE!! ELECTRONIC DA TA FILES ARE FOR REFERENCE ONLY ARE NOT TO BE USED FOR HORIZONTAL OR VERTICAL SURVEY CONTROL. DATE: 3/13/2025 -FILE NAME: F: \Projects\4202\Plans\Grading\Sht 6-B.dwg ----·· .5 TG~32~--------I .0 IE=----------F==I 9-9A) -------1-:..__--1 69.00 FG ------------------------------ ---68.50 FS~!ti!l--::::f'~>-------t ---- =====~W}-----;-'--~-:----__:==== -----------\--,----'lc-~:~~·~c-------t ----~~ Cl) 69.5 F 69.00 FG <ci [;j S!+-------FL \ LU 69.27 FL <O f-Q.<O --"' 69.00 LU 69.31 FS 1 0% • 69.51 FS 69.61 FS ~ 69 56 FS :_:1 , . ~ 69 9.67 FS 6" ERF. PVC @ 1% 69. 7 FS 9.67 FS TO 68.17 IE 6" PVC @ 1% 69 67 FS 69.61 FS --+--+-- 69.51 FS 11-,...,.ft-RAILING PER ARCHITECTURAL DETAIL 14/AD-1 & 15/A0-1 69. 7 FS 69.62 TW 64.28 TF 69.50 FG BLDG A FF=69.67 PAD 69.0 1% f;i;\69.67 FS 'l"I 66.17 TG 69.67 FS Lt) c., ~~~y ;~'~t ~GZ~7~-~~~~1 -· 1 ;%·~---7-~+~·=~·~---~~~~~f ~=·~~=6=9.~4!9;F=L~=~;;:C/) 1 ~ ---_-·_-=-_L-:-)/\----'"'l--_-_.~A_/~ •. -_ --_~u7'l ----=-_----;,T,/\ - ---=, -. -- .8 TG ,. ~-.30 IE er· f -• 68.51 FS " I 0 < 69.48 FS </ -. ··f • I M X. 69.54 TC 69.04 FS C33 69.37 TC 68.87 FS I ' I ' C53 70.17 TC 69.67 FS 1, 1 % (J) 1.9% L77 69.67 TC 69.17 FS C57 I 69.80 TC 69.30 FS I 70.39 TC 9.0' 70.25 TC 69.75 FS 70.13 TC 69.63 FS C28 70.67 TC 70.17 FS 69.81 69.31 ;70_ 1; 69.6:i Cg; 70.2€ 69.7€ CJ CURB DATA (PRIVATE) I 69.67 FS 19' (TYP) I I I I I .J 69.89 Fl , ......... NO. DELTA/BRG C28 =90"00'00" C31 =90'20'44" C32 =90'00'00" C33 =90'00'00" C53 =90'18'05" C57 =89'23'53" L77 S84'06'51 "E L78 N5"53'08"E L79 S83'46'07"E L80 N6'07'08"E LB1 NB3'52'51''W L82 N6"07'09"E L83 SB3"52'51 "E NOTES RADIUS LENGTH 2.0' 3.14' 2.0' 3.15' 2.0' 3.14' 2.0' 3.14' 5.0' 7.88' 2.0' 3.12' 72.00' 17.00' 19.25' 23.00' 17.00' 3.00' 17.00' REMARKS 6" TYPE G-1 CURB 6" TYPE G-1 CURB 6" TYPE G-1 CURB 6" TYPE G-1 CURB 6" TYPE G-1 CURB 6" TYPE G-1 CURB 6" TYPE G-2 C&G 6" TYPE G-1 CURB 6" TYPE G-1 CURB 6" TYPE G-1 CURB 6" TYPE G-1 CURB 6" TYPE G-1 CURB 6" TYPE G-1 CURB EXISTING KEYSTONE WALL PER DWG. 529-9A EX. GROUND .LQ!. ~¢ A. {1 Vl er rr, SEE SHEET7 PERMEABLE PAYERS PER P/L VARIES VARIES VARIES z :s w a. CONCRETE BAND PER LANDSCAPE PLANS SHEET LC-01 PAVER JOINT & SETTING AGGREGATE PER LANDSCAPE PLANS 12.. FS ELEVATION MANUFACTURER'S SPECIFICATIONS AND PER SHEET LC-01 PER PLAN LANDSCAPE PLANS DETAIL C/SHEET LC-03 J_F~G-.,,==r•,r-:-7 ,.i __ L _ _Jr,.".~•_,_·_. ---""":1.---'"'--..,;,;,-=-~=~•;:::::::::=j-~-~ FILTER FABRIC g, Cle _J w ~ Q_ 4.5' 1.5% TC FL PER PLAN -,-1 I I Im ~ ,'L !:! (MIRAFI 140N OR EQUAL) -:11 <1 fl CLEAN 1/2 TO 3/4-INCH OPEN '=rn==r-151'"'\c"'"5'li, GRADED GRAVEL RESERVOIR. ~ ~ ,,---EXISTING DRAINAGE DITCH PER DWG. 529-9A SECTI0NA-1 SCALE: 1"= 10' ~ 2.0% PROPOSED °'---PARKING LOT EX 24" HDPE SD PER DWG. 529-9A ♦: :♦ ~ ENGINEERING AS OF 12/06/2023 I HEREBY ASSUME RESPONSIBLE CHARGE FOR DESIGN CHANGES TO THIS DRA 'NING. 6" PVC IE PER PLAN NOTE: PAVER DETAIL 6" PVC IE PER PLAN MIN. 30-MIL WATERTIGHT PVC LINER W/TAPED OR WELDED SEAMS PER MANUFACTURERS SPECIFICATIONS PAYERS TO BE CONSTRUCTED PER GEOTECHNICAL ENGINEER RECOMMENDATIONS PR0\1DED IN, "RECOMMENDATIONS FOR PERMEABLE PEDESTRIAN PAVERS FOR COMMERCIAL SITE WITHIN I c::::a THE MARJA ACRES MIXED-USE DEVELOPMENT, 4901 EL CAMINO REAL, CITY OF CARLSBAD, e-. --~ CALIFORNIA• PREPARED BY NMG GEOTECHNICAL, INC., DATED JANUARY 28, 2025. 10 5 0 SEE SPECIAL INSPECTION NOTE ON SHEET 2 HOWES I WEILER I LANDY NJOED NOTcS 2, 4J. 67• 68. 69• 70, 71 .t 72. REIIIID 1 SCALE: 1" = 1 o· 1--1 10 20 CURB DATA FOR SHEET 5 CJ CURB DATA (PRIVATE) NO. DELTA/BRG RADIUS LENGTH REMARKS C1 fF 12•31 '25• 20.0· 25.31' 6" TYPE G-1, CURB C2 f.=10"38'40" 37.0' 6.87' 6" TYPE G-1, CURB L7 N75' 06' 47"W 22. 71' 6" TYPE G-1, CURB C3 f.=09'00'00" 2.0' 3.14' 6" TYPE G-1, CURB LB S14. 53' 10"W 15.00' 6" TYPE G-1, CURB L9 N75" 06' 47"W 58.40' 6" TYPE G-2, C&G LIO S14' 53' 12"W 50.16' 6" TYPE G-2, C&G Ll1 N75" 06' 47"W 15.00' 6" TYPE G-1, CURB C4 f.=09"00'00" 2.0' 3.14' 6" TYPE G-1, CURB Ll2 S14' 53' 12"W 4.00' 6" TYPE G-1, CURB L13 N75" 06' 47"W 26.00' 6" TYPE G-1, CURB L14 N14" 53' 12"£ 4.000 6" TYPE G-1, CURB Ll5 N75' 06' 47"W 17.00' 6" TYPE G-1, CURB L16 N14' 53' 12"E 63.00' 6" TYPE G-1, CURB L17 575• 06' 47"E 15.00' 6" TYPE G-1, CURB C5 f.=09'00'00" 2.0' 3.14' 6" TYPE G-1, CURB LIB N14" 53' 12"£ 3.00' 6" TYPE G-1, CURB C6 f.=09"00'00" 2.0' 3.14' 6" TYPE G-1, CURB Ll9 N75' 06' 47"W 15.00' 6" TYPE G-1, CURB L20 N14' 53' 12"E 63.00' 6" TYPE G-1, CURB L21 575· 06' 47"£ 15.00' 6" TYPE G-1, CURB Cl f.=09'00'00" 2.0' 3.14' 6" TYPE G-1, CURB L22 N14" 53' 12"£ 3.00' 6" TYPE G-1, CURB CB f.=09'00'00" 2.0' 3.14' 6" TYPE G-1, CURB L23 N75" 06' 47"W 15.00' 6" TYPE G-1, CURB L33 S88" 39' 53"W 13.63' 6" TYPE G-1, CURB L34 s14• 53' 12"w 26.00' 6" TYPE G-1, CURB L35 N75' 06' 47"W 17.00' 6" TYPE G-1, CURB C11 f.=09'00'00" 2.0' 3.14' 6" TYPE G-1, CURB L36 N14' 53' 12"E 3.00' 6" TYPE G-1, CURB C12 f.=09'00'00" 2.0' 3.14' 6" TYPE G-1, CURB L37 S75' 06' 47. "E 17.00' 6" TYPE G-1, CURB L38 S14" 53' 12"W 26.00' 6" TYPE G-1, CURB L40 N75' 06' 47"W 17.99' 6" TYPE G-1, CURB C13 f.=09"52'46" 1.0' 1.58' 6" TYPE G-1, CURB C14 f.=89'07'14" 12.0· 18.66' 6" TYPE G-1, CURB L41 575• 06' 47"E 88.11' 6" TYPE G-1, CURB C15 f.=56'02'12· 63.0' 61.61' 6" TYPE G-2, C&G C16 f.=09'00'00" 1.0' 1.57' 6" TYPE G-2, C&G L42 N75" 06' 47"W 4.40' 6" TYPE G-2, C&G L43 S14' 53' 12"W 3.46' 6" TYPE G-2, C&G L44 575· 06' 47"E 16.0' 6" TYPE G-2, C&G C17 f.=09"00'00" 12.0' 31. 71' 6" TYPE G-1, CURB L45 N75' 06' 47"W 7.41' 6" TYPE G-1, CURB C18 f.=09"02'08" 2.0' 3.14' 6" TYPE G-1, CURB L46 N14' 55' 21 "E 14.63' 6" TYPE G-1, CURB "AS BUil T" RCE __ _ EXP, ___ _ DATE REVIEWED BY: 30 INSPECTOR DATE I SH~ET I CITY OF CARLSBAD ~~ETS ENGINEERING DEPARTMENT • 50~ , PRECISE GRADING PLANS FOR: 1 ~ MARJA ACRES PUD 16-09 SUP 16-02 HOP 16-02 GRADING PLAN CDP 16-33 GR2021-0019 SOP 201 B-0001 APPROVED: JASON S. GELDERT 1 LANDSCAPE PLAN FOR ALL SIDEWALKS, STOOPS, ENTRIES & FENCES. 2 SEE DRY UTILITY PLAN FOR LOCATION OF ALL DRY UTILITIES. 3 SEE LIGHTING PLAN BY ELECTRICAL ENGINEER FOR ALL LIGHTING. 4 SEE SHEETS 39-45 FOR STREET AND UTILITY IMPROVEMENTS No. RCE 41903 XP. 03-31-24 Civil 12/28/23 FEI CHANGE ENGINEER OF WORK 1 /25/24 TC PLANNING & ENGINEERING i-=.~-=:-t---'-"'---+''¥-'~~====-==-=-=-=~-;-;-;:--=-----+----+--~'-'2c+-~-l 3 /17 /23 ML ADDED SHEETS 4 7, 48, 49, AND 50 5 /9 /23 TC ENGINEERING MANAGER RCE 63912 EXPIRES 9/30/26 DATE I I BY: RO T A. HA R.C.E.# 41903 EXP.3 31 24 FUSCO£ ENGINEERING 6390 G'f?EENWICH DR., S . 170 SAN DIEGO CA 92122 (858) 554-1500 Tel. 760.929.2288 Fax. 760.929.2287 2888 LOKER AVENUE EAST SUITE 217 CARLSBAD, CA 92010 DATE INITIAL DATE INlllAL DATE INITIAL ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL OWN BY: ML PROJECT NO. DRAWING NO. CHKD BY: CT 16-07 529-9B RVWD BY: Q=1.71 Inlet capacity of grated inlet (cfs) Cw=3 Wier coefficient Pe=3 Effective (clogged) grate perimeter length (ft) d=0.33 Flow depth approaching perimeter (ft) Cl=0.5 Clogging Factor P=6 Actual grate perimeter (ft) A SDRSD D-15 grate in sag with 6" depth gutter flow has a capacity of 3.3 cfs when actingas a weir Q=1.74 Inlet capacity of grated inlet (cfs) Co=0.67 Orrifice coefficient g=32.2 Gravitational acceleration (ft/s^2) d=0.33 flow depth above inlet (ft) Ae=0.56 Effective (clogged) grate area (sf) Ca=0.5 Area clogging factor A=1.13 Actual area of grated inlet minus area of bars (sf) 3. Select the more conservative of the two results A grated inlet in a sag location operates as a weir at shallower depths, and as an orifice at larger depths. The transition from weir flow to orifice flow depends on factors such as grate size and bar configuration. The designer shall estimate the capacity of the inlet under both weir flow and orifice flow conditions, then adopt a design capacity equal to the smaller of the two results. Figure 2-5 provides a nomograph for calculating the capacity of grated inlets in sag locations. 1. Calculate the capacity of a grate inlet operating as a weir, using the weir equation (Equation 2-16) with a length equivalent to perimeter of the grate. When the grate is located next to a curb, disregard the length of the grate against the curb. 2. Calculate the capacity of a grate inlet operating as an orifice. Use the orifice equation (Equation 2-18), assuming the GRATED INLET IN SAG Inlet Demand Q=CIA C=0.90 (considering the entire area as concrete, extra conservative) I=7.11 in/hr (highest value from drainage study, conservative) A = 1,790sf = 0.041ac Q =(0.90)(7.11)(0.041) = 0.26 cfs The grate has a capacity of 1.71 cfs, it will work. Q = C.,,P,d' ' Q = C0 A, ( 2gd )'" A,= (1 -C_,)A (2-16) (2-18) (2-19) ORG. DWG. DATE REV. DWG. DATE BROOKS 1818 CB 18” x 18”CATCH BASIN 04-20-95 02-14-20 7-04 28"28" SEECHART SEECHART 1818 TOP SECTION ()WITH GALVANIZED FRAME 27 lbs.49 lbs. 1818 STEEL COVER PARKWAYTRAFFIC 20 5/8"20 5/8"1 3/4" 1818 T18 1818 T12 18" 12" 555 370 1818 E6 6" 215 NONE EXTENSIONSECTION HT. LBS KNOCK-OUT 1818 T24 24" 785 ( ) 9" x 11"4 ( ) 9" x 11"4 ( ) 5" x 10" 4 28" 18" 28" 1818 BASE WT. 270 lbs 1818 T6 6" 215 NONE 1818 L18 1818 L12 18" 12" 555 370 LOWERSECTION HT. LBS KNOCK-OUT 1818 L24 24" 785 1818 STEEL GRATES PARKWAYTRAFFIC. 44 lbs.65 lbs. ( ) 9" x 11"4 ( ) 9" x 11"4 ( ) 5" x 10" 4 20 1/8"20 1/8"1 3/4" 1818 CAST IRON GRATE PARKWAY ONLY 58 lbs. TOPSECTION HT. LBS KNOCK-OUT 4” 28"28" 18" 1818 LOWER SECTION ()NO FRAME NOTES: 1. GRATES AND COVERS AVAILABLE PAINTED BLACK OR GALVANIZED 2. “ADA” GRATES AVAILABLE IN PARKWAY & TRAFFIC 4. A TOP SECTION WITH FRAME MUST BE USED IF BOLT DOWN REQUIRED 3. “HEEL PROOF” GRATES AVAILABLE IN PARKWAY & TRAFFIC NOTE: USE 12”, 18”, 24” LOWERS TOINCREASE DEPTH UP TO A MAXIMUM OF 72” 18"x18" opening assume grate takes up half the area area of opening = 1.125sf J I I I ---- JEf!f 'l-rff" □ EST. 1968