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HomeMy WebLinkAboutCT 2018-0002; AVIARA APARTMENTS EAST; DRAINAGE STUDY; 2022-09-13DRAINAGE STUDY for Aviara Apartments (East) Preparation/Revision Date: April 22, 2022, June 20, 2022, September 13, 2022 Project No. CT 2018-0002, GR 2022-0017, Dwg. No. 535-1B Prepared for: Aviara East Housing LP 600 California Street, Suite 900 San Francisco, CA 94108 Telephone: (619) 814-1281 Prepared by: Alisa S. Vialpando, RCE Hunsaker & Associates San Diego, Inc. 9707 Waples Street San Diego, CA 92121 Telephone: (858) 558-4500 Hunsaker & Associates San Diego, Inc. Alisa S. Vialpando, R.C.E. 47945 President TABLE OF CONTENTS SECTION Chapter 1 Executive Summary I Introduction Vicinity Map Summary of Existing Conditions Summary of Developed Condition Summary of Results Summary of Existing Storm Drain System Conclusion References Chapter 2 Methodology II AES Methodology Inlet Length Calculation Hydraulic Model Analysis 100-Year 6 Hour Rainfall Isopluvial Map 100-Year, 24-Hour Rainfall Isopluvial Map Chapter 3 Hydrologic Analysis- EXISTING CONDITION III 100-Year Design Storm Chapter 4 Hydrologic Analysis- DEVELOPED CONDITION IV 100-Year Design Storm Attenuated 100-Year Design Storm Chapter 5 Catch Basin and Street Capacity Calculations V Chapter 6 Detention Analysis VI Chapter 7 Hydraulic Models VII Chapter 8 Hydrology Maps VIII CHAPTER 1 EXECUTIVE SUMMARY 1.1 Introduction The Aviara Apartments East project is located at the northeast corner of the intersection of Aviara Parkway and Laurel Tree Lane. The project proposes the construction of a 70 unit apartment building and associated driveways, parking lots and recreation area within a 1.49 acre lot. The Aviara East project comprises the easterly half of the Aviara Apartments project, City of Carlsbad Tentative Map No. CT2018-0002. Aviara West is being developed under a separate permit. This report will analyze both the existing and proposed hydrologic conditions related to development of the site. Proposed facilities include storm drain, catch basins, flow-thru water quality treatment units and underground detention vaults. The proposed underground detention vaults will provide peak flow attenuation, and mitigation for hydromodification management. A separate report has been prepared which details the proposed treatment and flow control features for the project. Refer to the Stormwater VICINITY CITY OF OCEANSIDE PACIFI C OCEAN CITY OF MAP ITY OF AN MARCOS Quality Management Plan (SWQMP) for Aviara Apartments East prepared by Hunsaker & Associates San Diego, Inc. (April 2022). 1.2 Summary of Existing Conditions The existing condition hydrology map (Exhibit 1) is located in Chapter 8. The 1.49 acre site is moderately sloped and vegetated with grass and a few trees and shrubs. It is bounded by Aviara Parkway to the west, Laurel Tree Lane to the south and east, and a proposed open space lot to the north. The topography of the site was affected by the placement of fill material in late 2002/early 2003. Prior to the placement of the fill material, the entire site sheet flowed to an existing 18-inch RCP storm drain that was installed near the northwest property corner as part of the construction of Aviara Parkway. The placement of the fill material buried the inlet of the existing 18-inch storm drain under about 11-feet of fill, and created a sump condition near the southwest corner of the site. In the current condition, runoff from the southerly portion of the site drains to said sump where it ponds and either infiltrates, or overflows to Canyon De Las Encinas to the north, and runoff from the northerly portion sheet flows directly to Canyon De Las Encinas. The existing condition hydrology analysis for this report assumes that the entire site drains to the existing 18-inch RCP storm drain, as was the existing condition prior to the placement of the fill. The existing 18-inch storm drain crosses Aviara Parkway where it confluences with an existing 72-inch RCP that discharges to Canyon De Las Encinas. Table 1 below summarizes the 100-year existing condition peak flows. A runoff coefficient of 0.20 or 0.35 was used per the Table 3-1 of the San Diego County Hydrology Manual. This coefficient generally corresponds to undisturbed natural terrain. Supporting calculations for the data presented in Table 1 is located in Chapter 3 of this report. The corresponding hydrology map (Exhibit 1) is located in Chapter 8. TABLE 1 - Summary of Existing Flows Exhibit Node Number on Exhibit Discharge Location Drainage Area (ac) 100-Year Peak Flow (cfs) 1 202 POC 1 1.63 1.49 1.3 Summary of Developed Conditions The post-developed condition of the site will consist of a 70-unit apartment building and associated driveways, parking lots, sidewalks, recreation and landscaped areas. The infrastructure will include a storm drain system to convey site runoff through the project area to the two storm water treatment units, underground vaults, and ultimately the existing 18-inch RCP storm drain near the northwest property corner. For additional discussion of the proposed water quality features of the development, please reference the Stormwater Quality Management Plan (SWQMP) for Aviara Apartments East prepared by Hunsaker & Associates San Diego, Inc., April 2022. The proposed condition hydrology Exhibit 2 in Chapter 8 shows the developed site with its subareas to each catch basin. Street grades throughout the site vary between 1% and 4%. The proposed development is divided in to two drainage areas. Runoff from the northerly area, which includes a portion of the northerly wing of the building and parking lot, is intercepted by catch basins, conveyed to a storm water treatment unit and underground detention vault near the northwest property corner, and then released to the existing 18-inch storm drain. Runoff from the southerly drainage area includes the remaining northerly building wing and parking lot, the southerly building wing and parking lot, and the recreation area between the building wings and to the east of the building. Runoff from the southerly drainage area is collected by catch basins and conveyed to a storm water treatment unit and underground detention vault near the southeast property corner, then conveyed via a proposed 18-inch storm drain to the existing 18-inch storm drain near the northwest property corner. The drainage area is approximately 1.42 ac. The remaining parcel area is composed by 0.02 acres of self- mitigating area and 0.5 acres of area draining away from the project that will be treated by street trees proposed on Dwg. No. 535-1 (Aviara Apartments – West). The table below summarizes the Q100 flows at the POC. TABLE 2 - Summary of Developed Flows Exhibit Node Number on Exhibit Discharge Location Drainage Area (ac) 100-Year Peak Flow (cfs) 100-Year Peak Flow Attenuated (cfs) 2 131 POC 1 1.42 7.18 1.32 Due to the increased flow associated with the development of the project, peak flow attenuation will be achieved by the underground detention vaults. The risers within the vaults will be sized and include orifices along their height necessary to achieve outlet flows less than the existing flows shown on Table 1 above. The resultant discharge at the POC will substantially match the existing discharge from the site. Since this project is subject to hydromodification management requirements, the design of both basins have been coordinated with those calculations which are part of the SWQMP for Aviara Apartments East. Runoff coefficients between 0.35 and 0.90 were used depending on the development’s subarea land use and per the Table 3-1 of the San Diego County Hydrology Manual. Supporting calculations for the data presented in Table 2 is located in Chapters 4 and 7 of this report. The reduced flows at the POC also account for the detention which occurs within both upstream basins. The corresponding hydrology map (Exhibit 2) is located in Chapter 8. 1.4 Summary of Results Conveyance of the Q100 runoff flows through the project site require storm drain pipe sizes varying between 4” PVC and 18-inch RCP pipe. See Chapters 3 and 4 for hydrologic models for flow determination. The corresponding hydrology maps are located in Chapter 8. Two underground detention vaults are included in the design of the site for stormwater treatment and peak flow attenuation. The two vaults were sized and located to address hydromodification and peak 100-year flow detention. Per the hydrologic and detention analysis conducted as part of this study, peak Q100 flow at the POC discharge point was decreased by 0.32 cfs. The detention analysis for both basins is included in Chapter 7 of this report. The table below summarizes the flow reductions at the POC. TABLE 3 – Existing Condition vs. Proposed Condition Discharge Location Existing Condition Area (ac) Proposed Condition Area (ac) Existing: 100-Year Peak Flow (cfs) Proposed: 100-Year Peak Flow (cfs) Proposed: 100-Year Peak Flow Attenuated (cfs) Q100 Flow Difference (cfs) POC 1 1.63 1.41 1.49 7.18 1.32 -0.17 Catch basin sizing calculations were performed using Hydraflow Express Extension for Civil 3D. Storm drain hydraulic analysis was performed using Hydraflow Storm Sewers Extension for Civil 3D. Conclusion The proposed Aviara Apartments East project can be accomplished as proposed with appropriate storm drains, stormwater treatment units and underground detention vaults to mitigate the increase in peak discharge from the site, and to meet hydromodification management requirements. The proposed project will not substantially alter the existing drainage pattern of the site, or cause any increase in the peak discharge from the site. There will be no adverse impacts to the downstream storm drain system, as the peak flows are reduced by the proposed detention facilities. 1.5 References San Diego County Hydrology Manual, County of San Diego Department of Public Works Flood Control Division, June 2003. San Diego County Hydraulic Design Manual, County of San Diego Department of Public Works Flood Control Division, September 2014 San Diego County Drainage Design Manual, County of San Diego Department of Public Works Flood Control Division, July 2005 County of San Diego San Diego SUSMP, County of San Diego, January 2011 Standard Drawings,City of San Diego, 2012. Erosion and Sediment Control Handbook, Goldman, Jackson, Bursztynsky, 1986 Stormwater Quality Management Plan for Aviara Apartments East, Hunsaker & Associates San Diego, Inc., April, 2022. CHAPTER 2 METHODOLOGY Modified Rational Method Hydrologic Analysis Computer Software Package – AES-2010 Design Storm - 100- year return interval Land Use – High Density Residential Soil Type – Hydrologic soil group D and A was assumed for all areas. Group D soils have very slow infiltration rates when thoroughly wetted. Consisting chiefly of clay soils with a high swelling potential, soils with a high permanent water table, soils with clay pan or clay layer at or near the surface, and shallow soils over nearly impervious materials, Group D soils have a very slow rate of water transmission. Group A soils have high infiltration rates when thoroughly wetted. Runoff Coefficient - In accordance with the County of San Diego standards, runoff coefficients were based on land use and slope per San Diego County Hydrology Manual. Rainfall Intensity- The rainfall intensity is determined per the San Diego County Hydrology Manual based on 6-hour precipitation amounts and calculated time of concentrations. Six-hour precipitations are taken from the San Diego County Hydrology Manual isopluvials. Method of Analysis – The Rational Method is the most widely used hydrologic model for estimating peak runoff rates. Applied to small urban and semi-urban areas with drainage areas less than 1.0 square miles, the Rational Method relates storm rainfall intensity, a runoff coefficient, and drainage area to peak runoff rate. This relationship is expressed by the equation: Q = CIA, where: Q = The peak runoff rate in cubic feet per second at the point of analysis. C = A runoff coefficient representing the area - averaged ratio of runoff to rainfall intensity. I = The time-averaged rainfall intensity in inches per hour corresponding to the time of concentration. A = The drainage basin area in acres. To perform a node-link study, the total watershed area is divided into subareas which discharge at designated nodes. The procedure for the subarea summation model is as follows: (1) Subdivide the watershed into subareas with the initial subarea being less than 10 acres in size (generally 1 lot will do), and subsequent subareas gradually increasing in size. Assign upstream and downstream nodal numbers to each subarea to correlate calculations to the watershed map. (2) Estimate an initial Tc by using the appropriate nomograph or overland flow velocity estimation. (3) Using the initial Tc, determine the corresponding values of I. Then Q = CIA. (4) Using Q, estimate the travel time between this node and the next by Manning’s equation as applied to the particular channel or conduit linking the two nodes. Then, repeat the calculation for Q based on the revised intensity (which is a function of the revised time of concentration) The nodes are joined together by links, which may be street gutter flows, drainage swales, drainage ditches, pipe flow, or various channel flows. The AES-2003 computer subarea menu is as follows: SUBAREA HYDROLOGIC PROCESS 1.Confluence analysis at node. 2.Initial subarea analysis (including time of concentration calculation). 3.Pipeflow travel time (computer estimated). 4.Pipeflow travel time (user specified). 5.Trapezoidal channel travel time. 6.Street flow analysis through subarea. 7.User - specified information at node. 8.Addition of subarea runoff to main line. 9.V-gutter flow through area. 10. Copy main stream data to memory bank 11. Confluence main stream data with a memory bank 12. Clear a memory bank At the confluence point of two or more basins, the following procedure is used to combine peak flow rates to account for differences in the basin’s times of concentration. This adjustment is based on the assumption that each basin’s hydrographs are triangular in shape. (1). If the collection streams have the same times of concentration, then the Q values are directly summed, Qp = Qa + Qb; Tp = Ta = Tb (2). If the collection streams have different times of concentration, the smaller of the tributary Q values may be adjusted as follows: (i). The most frequent case is where the collection stream with the longer time of concentration has the larger Q. The smaller Q value is adjusted by the ratio of rainfall intensities. Qp = Qa + Qb (Ia/Ib); Tp = Ta (ii). In some cases, the collection stream with the shorter time of concentration has the larger Q. Then the smaller Q is adjusted by a ratio of the T values. Qp = Qb +Qa (Tb/Ta); Tp = Tb Underground storm drains are analyzed in a similar way. Flow data obtained from the surface model for inlets and collection points are input into the nodes representing those structures. Design grades and lengths are used to compute the capacity of the storm drains and to model the downstream travel times. Hydraulic Model Analysis Design Storm – 100-year return interval Roughness Coefficient – Mannings “n” value of 0.013 (concrete pipe), 0.012 (HDPE) Minimum Pipe Diameter – 18 inches Minimum Grade of Storm Drains – 0.005 Per Section 3.2.1 of the San Diego County Drainage Design Manual, storm drain facilities shall be designed to convey the peak discharge from a 100-year design event. If offsite conditions create a seal, special pipe and/or joint design may be required for excessive pressure. The hydrology calculations discussed above provide peak flowrates which are entered into a separate program called Hydraflow Storm Sewer to perform hydraulic analysis and design of storm drain lines. In order to provide adequate flood control, increases in peak flow rates at the outfall location for this site were mitigated using the proposed basins. Mitigation within the each basin was modeled using RickRatHydro as an input to SWMM. RickRatHydro was used to produce a hydrograph for the project drainage areas, based on the area, time of concentration, P6 value, runoff coefficient, and peak flow rate. 33'0 ·'?J~············• .... r ·-.) R !~ ... 3~ .... I E L LL .... ,i·1"" ~ j ~ 45' County of San Diego Hydrology Manual • Rainfall Jsopluvials 100 Year Rainfall Event -6 Hours •••••••• lsopluvial (inches) 33° 33°00 32"45' County of San Diego Hydrology Manual 100 Year Rainfall Event -24 Houn I 00000000 lsopluvial (inchos) I 10.0 9.0 8.0 7.0 :, 0 .c <ii Q) .c 6.0 5.0 4.0 3.0 2.0 g 1.0 ~09 -~08 Q) E o 7 0.6 0.5 0.4 0.3 0.2 0.1 ' ' " .... ' ... r-- ' ' .... ! ...... ..., ' ' . ' .... , .... , .... I'-,. 'r-. I"'' ' ... ... 'r--' ' ..... .... , ... ,. ... . ' ' ' .... ... I'-,. ' ' ' ... ' .... , ' ' . ' 'r--.... ..... ' .... ,. ' ' .... , ' , .. ' 5 6 7 8 9 10 ·, ' • r-.., ·, ... , ·, .... , r-.r-. .. r-' ' ~ .. .. .. I'-"-"'"" '" .. ~ ~ r-."" "'i-. '~ ~ " .. .. , ... , " 'i-. ~ ~ r-.,. '~ .. " r-. .. ," " 'r-~ '"• " " "'r-" '~ ~ ~ 1'-i-,. ,, "", ~ 15 20 30 Minutes " .. """ "• " "• " ~r-" .. ~ ~ .. " " " ~ .. ~ ~ ~ """ ~ .. " ~ ""~ 40 50 Duration I = I = p6 = D = EQUATION 7.44 P6 D-0.645 Intensity (in/hr) 6-Hour Precipitation (in) Duration (min) 'i'-... ' ... ,, i'-,, ' ~ i'-' ,, ' ,, 'r-- ' ... , , ... ,, ' ' 'i'-,, 2 ', ', .. ... .... ', ... " .. ""· ', ', ' ~ "" ... , . .... , .. .... , .. , ... .. , ', '"" .. ... 3 Hours ~ ~ ~ ~ " ~ ~ ~ ~ " ~ ~ 4 5 6 "' i 0 !:; 7J ro 0 6.o -g; 5.5 ~ 5.0 g 4.5 5' 0 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 it 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 = ---'P 6 = %(2) 24 (c) Adjusted p6<2> = ___ in. (d) tx = __ min . (e) I = __ in./hr . Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. I I P6 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 Duration I I I I I I I I I I I 5 2.63 3.95 5.27 6.59 7.90 9.22 10.54 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 2.15 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 1.24 1.66 2.07 2.49 2.90 3.32 3.73 4.15 4.56 4.98 ~ -~ 1.38 1.72 2.07 2.41 2.76_ 3.10 3.45 3.79 4.13 0.69 1.03 50 0.60 0.90 1.19 1.49 1 .79 2.09 2.39 2.69 2.98 3.28 ~ --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 TI3 1.43 1.63 1.84 2.04 2.25 2 .45 120 0.34 0.51 0.68 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 ,- 1.03 >---f---1.47 1.62 1.76 0.88 1.18 1.32 180 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 FIGURE ~ San Diego County Hydrology Manual Date: June 2003 Table 3-1 Section: Page: RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient "C" Soil TyPe NRCS Elements Coun Elements %IMPER. A B Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25 Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 Commercial/Industrial General I. General Industrial 95 0.87 0.87 C 0.30 0.36 0.42 0.45 0.48 0.54 0.57 0.60 0.69 0.78 0.78 0.81 0.84 0.84 0.87 3 6 of26 D 0.35 0.41 0.46 0.49 0.52 0.57 0.60 0.63 0.71 0.79 0.79 0.82 0.85 0.85 0.87 *The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU/A= dwelling units per acre NRCS = National Resources Conservation Service 3-6 San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 12 of26 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial Ti values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a detailed study. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION (Til Element* DU/ .5% 1% 2% 3% 5% 10% Acre LM Ti LM Ti LM Ti LM Ti LM Ti LM Ti 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 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8 MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 MDR 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 4.2 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 *See Table 3-1 for more detailed description 3-12 Drainage Study for Aviara Apartments (East) CHAPTER 3 HYDROLOGIC ANALYSIS Existing Condition Drainage Study for Aviara Apartments (East) Existing Condition 100 – Year Design Storm EX100.OUT ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1239 Analysis prepared by: Hunsaker & Associates San Diego, Inc. 9707 Waples Street San Diego, CA 92121 ************************** DESCRIPTION OF STUDY ************************** * AVIARA APARTMENTS * * * * Existing Q100 * ************************************************************************** FILE NAME: R:\1718\HYD\DR\CALCS\AES-EX\EX100.DAT TIME/DATE OF STUDY: 12:00 06/21/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 10.0 5.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 3 20.0 12.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 4 16.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 5 26.0 18.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 6 44.0 12.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ PASTURE OR RANGE LAND POOR COVER RUNOFF COEFFICIENT = .2000 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 68 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 102.00 DOWNSTREAM ELEVATION(FEET) = 99.00 ELEVATION DIFFERENCE(FEET) = 3.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.339 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.554 SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.13 Page 1 EX100.OUT **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 99.00 DOWNSTREAM(FEET) = 94.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 190.00 CHANNEL SLOPE = 0.0263 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 4.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.13 FLOW VELOCITY(FEET/SEC.) = 0.71 FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 4.49 Tc(MIN.) = 11.83 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.083 PASTURE OR RANGE LAND POOR COVER RUNOFF COEFFICIENT = .2000 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 68 AREA-AVERAGE RUNOFF COEFFICIENT = 0.2000 SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 1.02 TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 1.12 TC(MIN.) = 11.83 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.083 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.2239 SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.37 TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 1.49 TC(MIN.) = 11.83 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.6 TC(MIN.) = 11.83 PEAK FLOW RATE(CFS) = 1.49 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Page 2 Drainage Study for Aviara Apartments (East) CHAPTER 4 HYDROLOGIC ANALYSIS Developed Condition Area If memory UP DN Up Down slope total Bank # 101 103 2 99.77 97.21 65 3.94%0.08 A HDR, 43.0 DU/A 0.76 103 105 9 98 96.67 60 2.22%0.17 A HDR, 43.0 DU/A 0.76 105 107 3 93.34 92.97 75 0.49% 108 107 8 97.34 96.69 61 1.07%0.11 A HDR, 43.0 DU/A 0.76 107 113 3 92.87 92.18 141 0.49% 107 113 1 1\2 109 111 2 98.1 97.2 65 1.38%0.09 A HDR, 43.0 DU/A 0.76 111 114 9 97.2 96.32 79.6 1.11%0.27 A HDR, 43.0 DU/A 0.76 114 113 3 92.32 92.08 12.3 1.95% 113 113 1 2\2 113 115 3 92.08 91.94 29 0.48% 113 115 1 1\2 117 119 2 95.1 94.4 65 1.08%0.03 A HDR, 43.0 DU/A 0.76 119 121 9 94.4 93.06 111 1.21%0.34 A,D HDR, 43.0 DU/A 0.77 121 115 3 93.06 92.1 94 1.02% 115 115 1 2\2 115 131 3 89 85.99 236.24 1.27% 131 131 10 1 123 125 2 98 97.4 65 0.92%0.07 A,D HDR, 43.0 DU/A 0.77 125 127 9 97.4 96.9 48.7 1.03%0.13 A,D HDR, 43.0 DU/A 0.77 127 129 3 93.57 92 137.31 1.14% 129 129 8 0.12 D HDR, 43.0 DU/A 0.79 129 130 3 92 91.9 5 2.00% 130 131 3 88 87.7 30 1.00% 131 131 11 1 AES INPUT DATA Node #Elevation Length Soil Type C valueLand UseCode Drainage Study for Aviara Apartments (East) Developed Condition 100 – Year Design Storm PR100.OUT ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1239 Analysis prepared by: Hunsaker & Associates San Diego, Inc. 9707 Waples Street San Diego, CA 92121 ************************** DESCRIPTION OF STUDY ************************** * AVIARA APARTMENTS * * * * Proposed Q100 * ************************************************************************** FILE NAME: R:\1718\HYD\DR\CALCS\AES\PR100.DAT TIME/DATE OF STUDY: 10:12 06/20/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 10.0 5.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 3 20.0 12.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 4 16.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 5 26.0 18.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 6 44.0 12.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 103.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7600 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 86 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 99.77 DOWNSTREAM ELEVATION(FEET) = 97.21 ELEVATION DIFFERENCE(FEET) = 2.56 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.125 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.43 Page 1 PR100.OUT **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 105.00 IS CODE = 92 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 98.00 DOWNSTREAM NODE ELEVATION(FEET) = 96.67 CHANNEL LENGTH THRU SUBAREA(FEET) = 60.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.050 PAVEMENT LIP(FEET) = 0.210 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.01000 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7600 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 86 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.89 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.15 AVERAGE FLOW DEPTH(FEET) = 0.26 FLOOD WIDTH(FEET) = 3.00 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 3.32 SUBAREA AREA(ACRES) = 0.17 SUBAREA RUNOFF(CFS) = 0.92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.760 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 1.35 NOTE:TRAVEL TIME ESTIMATES BASED ON NORMAL DEPTH EQUAL TO [GUTTER-HIKE + PAVEMENT LIP] END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.26 FLOOD WIDTH(FEET) = 3.00 FLOW VELOCITY(FEET/SEC.) = 5.15 DEPTH*VELOCITY(FT*FT/SEC) = 1.34 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 105.00 = 125.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 107.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 93.34 DOWNSTREAM(FEET) = 92.97 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.25 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.35 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 3.70 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 107.00 = 200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7600 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 86 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7600 SUBAREA AREA(ACRES) = 0.11 SUBAREA RUNOFF(CFS) = 0.59 TOTAL AREA(ACRES) = 0.4 TOTAL RUNOFF(CFS) = 1.95 TC(MIN.) = 3.70 **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 113.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ Page 2 PR100.OUT ELEVATION DATA: UPSTREAM(FEET) = 92.87 DOWNSTREAM(FEET) = 92.18 FLOW LENGTH(FEET) = 141.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.58 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.95 PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 4.36 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 113.00 = 341.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 113.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 4.36 RAINFALL INTENSITY(INCH/HR) = 7.11 TOTAL STREAM AREA(ACRES) = 0.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.95 **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 111.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7600 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 86 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 98.10 DOWNSTREAM ELEVATION(FEET) = 97.20 ELEVATION DIFFERENCE(FEET) = 0.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.427 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.49 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.49 **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 114.00 IS CODE = 92 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 97.20 DOWNSTREAM NODE ELEVATION(FEET) = 96.32 CHANNEL LENGTH THRU SUBAREA(FEET) = 79.60 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.050 PAVEMENT LIP(FEET) = 0.210 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.01000 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7600 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 86 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.22 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.63 AVERAGE FLOW DEPTH(FEET) = 0.26 FLOOD WIDTH(FEET) = 3.00 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 4.79 SUBAREA AREA(ACRES) = 0.27 SUBAREA RUNOFF(CFS) = 1.46 AREA-AVERAGE RUNOFF COEFFICIENT = 0.760 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.95 NOTE:TRAVEL TIME ESTIMATES BASED ON NORMAL DEPTH EQUAL TO [GUTTER-HIKE + PAVEMENT LIP] END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.26 FLOOD WIDTH(FEET) = 3.00 FLOW VELOCITY(FEET/SEC.) = 3.63 DEPTH*VELOCITY(FT*FT/SEC) = 0.94 Page 3 PR100.OUT LONGEST FLOWPATH FROM NODE 109.00 TO NODE 114.00 = 144.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 113.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 92.32 DOWNSTREAM(FEET) = 92.08 FLOW LENGTH(FEET) = 12.30 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.87 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.95 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 4.83 LONGEST FLOWPATH FROM NODE 109.00 TO NODE 113.00 = 156.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 4.83 RAINFALL INTENSITY(INCH/HR) = 7.11 TOTAL STREAM AREA(ACRES) = 0.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.95 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.95 4.36 7.114 0.36 2 1.95 4.83 7.114 0.36 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 3.70 4.36 7.114 2 3.89 4.83 7.114 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.89 Tc(MIN.) = 4.83 TOTAL AREA(ACRES) = 0.7 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 113.00 = 341.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 115.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 92.08 DOWNSTREAM(FEET) = 91.94 FLOW LENGTH(FEET) = 29.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.28 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.89 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 4.94 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 115.00 = 370.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 115.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< Page 4 PR100.OUT ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 4.94 RAINFALL INTENSITY(INCH/HR) = 7.11 TOTAL STREAM AREA(ACRES) = 0.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.89 **************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 119.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7600 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 86 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 95.10 DOWNSTREAM ELEVATION(FEET) = 94.40 ELEVATION DIFFERENCE(FEET) = 0.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.814 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.16 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.16 **************************************************************************** FLOW PROCESS FROM NODE 119.00 TO NODE 121.00 IS CODE = 92 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 94.40 DOWNSTREAM NODE ELEVATION(FEET) = 93.06 CHANNEL LENGTH THRU SUBAREA(FEET) = 111.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.050 PAVEMENT LIP(FEET) = 0.210 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.01000 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.851 *USER SPECIFIED(SUBAREA): RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7700 S.C.S. CURVE NUMBER (AMC II) = 86 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.06 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.80 AVERAGE FLOW DEPTH(FEET) = 0.26 FLOOD WIDTH(FEET) = 3.00 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 5.30 SUBAREA AREA(ACRES) = 0.34 SUBAREA RUNOFF(CFS) = 1.79 AREA-AVERAGE RUNOFF COEFFICIENT = 0.769 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.95 NOTE:TRAVEL TIME ESTIMATES BASED ON NORMAL DEPTH EQUAL TO [GUTTER-HIKE + PAVEMENT LIP] END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.26 FLOOD WIDTH(FEET) = 3.00 FLOW VELOCITY(FEET/SEC.) = 3.80 DEPTH*VELOCITY(FT*FT/SEC) = 0.99 LONGEST FLOWPATH FROM NODE 117.00 TO NODE 121.00 = 176.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 115.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 93.06 DOWNSTREAM(FEET) = 92.10 FLOW LENGTH(FEET) = 94.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.67 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.95 Page 5 PR100.OUT PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 5.64 LONGEST FLOWPATH FROM NODE 117.00 TO NODE 115.00 = 270.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.64 RAINFALL INTENSITY(INCH/HR) = 6.58 TOTAL STREAM AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.95 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.89 4.94 7.114 0.72 2 1.95 5.64 6.585 0.37 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.60 4.94 7.114 2 5.55 5.64 6.585 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.60 Tc(MIN.) = 4.94 TOTAL AREA(ACRES) = 1.1 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 115.00 = 370.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 131.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 89.00 DOWNSTREAM(FEET) = 85.99 FLOW LENGTH(FEET) = 236.24 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.75 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.60 PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 5.52 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 131.00 = 606.24 FEET. **************************************************************************** FLOW PROCESS FROM NODE 131.00 TO NODE 131.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 123.00 TO NODE 125.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7700 S.C.S. CURVE NUMBER (AMC II) = 86 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 98.00 DOWNSTREAM ELEVATION(FEET) = 97.40 ELEVATION DIFFERENCE(FEET) = 0.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.830 Page 6 PR100.OUT WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 62.69 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.38 **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 127.00 IS CODE = 92 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 97.40 DOWNSTREAM NODE ELEVATION(FEET) = 96.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 48.70 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.050 PAVEMENT LIP(FEET) = 0.210 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.01000 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.057 *USER SPECIFIED(SUBAREA): RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7700 S.C.S. CURVE NUMBER (AMC II) = 86 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.74 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.50 AVERAGE FLOW DEPTH(FEET) = 0.26 FLOOD WIDTH(FEET) = 3.00 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 5.06 SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0.71 AREA-AVERAGE RUNOFF COEFFICIENT = 0.770 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 1.09 NOTE:TRAVEL TIME ESTIMATES BASED ON NORMAL DEPTH EQUAL TO [GUTTER-HIKE + PAVEMENT LIP] END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.26 FLOOD WIDTH(FEET) = 3.00 FLOW VELOCITY(FEET/SEC.) = 3.50 DEPTH*VELOCITY(FT*FT/SEC) = 0.91 LONGEST FLOWPATH FROM NODE 123.00 TO NODE 127.00 = 113.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 129.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 93.57 DOWNSTREAM(FEET) = 92.00 FLOW LENGTH(FEET) = 137.31 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.09 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.09 PIPE TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 5.62 LONGEST FLOWPATH FROM NODE 123.00 TO NODE 129.00 = 251.01 FEET. **************************************************************************** FLOW PROCESS FROM NODE 129.00 TO NODE 129.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.596 RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7775 SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 0.3 TOTAL RUNOFF(CFS) = 1.64 TC(MIN.) = 5.62 Page 7 PR100.OUT **************************************************************************** FLOW PROCESS FROM NODE 129.00 TO NODE 130.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 92.00 DOWNSTREAM(FEET) = 91.90 FLOW LENGTH(FEET) = 5.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.64 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.64 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 5.64 LONGEST FLOWPATH FROM NODE 123.00 TO NODE 130.00 = 256.01 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 131.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 88.00 DOWNSTREAM(FEET) = 87.70 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.41 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.64 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 5.75 LONGEST FLOWPATH FROM NODE 123.00 TO NODE 131.00 = 286.01 FEET. **************************************************************************** FLOW PROCESS FROM NODE 131.00 TO NODE 131.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.64 5.75 6.501 0.32 LONGEST FLOWPATH FROM NODE 123.00 TO NODE 131.00 = 286.01 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.60 5.52 6.672 1.09 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 131.00 = 606.24 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.18 5.52 6.672 2 7.10 5.75 6.501 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.18 Tc(MIN.) = 5.52 TOTAL AREA(ACRES) = 1.4 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.4 TC(MIN.) = 5.52 PEAK FLOW RATE(CFS) = 7.18 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Page 8 Drainage Study for Aviara Apartments (East) Attenuated Developed Condition 100 – Year Design Storm PR100ATT.OUT ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1239 Analysis prepared by: Hunsaker & Associates San Diego, Inc. 9707 Waples Street San Diego, CA 92121 ************************** DESCRIPTION OF STUDY ************************** * AVIARA APARTMENTS * * * * Attenuated Proposed Q100 * ************************************************************************** FILE NAME: R:\1718\HYD\DR\CALCS\AES\PR100ATT.DAT TIME/DATE OF STUDY: 16:39 06/21/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 10.0 5.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 3 20.0 12.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 4 16.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 5 26.0 18.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 6 44.0 12.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 103.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7600 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 86 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 99.77 DOWNSTREAM ELEVATION(FEET) = 97.21 ELEVATION DIFFERENCE(FEET) = 2.56 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.125 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.43 Page 1 PR100ATT.OUT **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 105.00 IS CODE = 92 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 98.00 DOWNSTREAM NODE ELEVATION(FEET) = 96.67 CHANNEL LENGTH THRU SUBAREA(FEET) = 60.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.050 PAVEMENT LIP(FEET) = 0.210 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.01000 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7600 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 86 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.89 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.15 AVERAGE FLOW DEPTH(FEET) = 0.26 FLOOD WIDTH(FEET) = 3.00 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 3.32 SUBAREA AREA(ACRES) = 0.17 SUBAREA RUNOFF(CFS) = 0.92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.760 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 1.35 NOTE:TRAVEL TIME ESTIMATES BASED ON NORMAL DEPTH EQUAL TO [GUTTER-HIKE + PAVEMENT LIP] END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.26 FLOOD WIDTH(FEET) = 3.00 FLOW VELOCITY(FEET/SEC.) = 5.15 DEPTH*VELOCITY(FT*FT/SEC) = 1.34 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 105.00 = 125.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 107.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 93.34 DOWNSTREAM(FEET) = 92.97 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.25 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.35 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 3.70 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 107.00 = 200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7600 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 86 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7600 SUBAREA AREA(ACRES) = 0.11 SUBAREA RUNOFF(CFS) = 0.59 TOTAL AREA(ACRES) = 0.4 TOTAL RUNOFF(CFS) = 1.95 TC(MIN.) = 3.70 **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 113.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ Page 2 PR100ATT.OUT ELEVATION DATA: UPSTREAM(FEET) = 92.87 DOWNSTREAM(FEET) = 92.18 FLOW LENGTH(FEET) = 141.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.58 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.95 PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 4.36 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 113.00 = 341.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 113.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 4.36 RAINFALL INTENSITY(INCH/HR) = 7.11 TOTAL STREAM AREA(ACRES) = 0.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.95 **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 111.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7600 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 86 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 98.10 DOWNSTREAM ELEVATION(FEET) = 97.20 ELEVATION DIFFERENCE(FEET) = 0.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.427 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.49 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.49 **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 114.00 IS CODE = 92 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 97.20 DOWNSTREAM NODE ELEVATION(FEET) = 96.32 CHANNEL LENGTH THRU SUBAREA(FEET) = 79.60 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.050 PAVEMENT LIP(FEET) = 0.210 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.01000 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7600 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 86 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.22 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.63 AVERAGE FLOW DEPTH(FEET) = 0.26 FLOOD WIDTH(FEET) = 3.00 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 4.79 SUBAREA AREA(ACRES) = 0.27 SUBAREA RUNOFF(CFS) = 1.46 AREA-AVERAGE RUNOFF COEFFICIENT = 0.760 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.95 NOTE:TRAVEL TIME ESTIMATES BASED ON NORMAL DEPTH EQUAL TO [GUTTER-HIKE + PAVEMENT LIP] END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.26 FLOOD WIDTH(FEET) = 3.00 FLOW VELOCITY(FEET/SEC.) = 3.63 DEPTH*VELOCITY(FT*FT/SEC) = 0.94 Page 3 PR100ATT.OUT LONGEST FLOWPATH FROM NODE 109.00 TO NODE 114.00 = 144.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 113.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 92.32 DOWNSTREAM(FEET) = 92.08 FLOW LENGTH(FEET) = 12.30 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.87 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.95 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 4.83 LONGEST FLOWPATH FROM NODE 109.00 TO NODE 113.00 = 156.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 4.83 RAINFALL INTENSITY(INCH/HR) = 7.11 TOTAL STREAM AREA(ACRES) = 0.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.95 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.95 4.36 7.114 0.36 2 1.95 4.83 7.114 0.36 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 3.70 4.36 7.114 2 3.89 4.83 7.114 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.89 Tc(MIN.) = 4.83 TOTAL AREA(ACRES) = 0.7 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 113.00 = 341.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 115.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 92.08 DOWNSTREAM(FEET) = 91.94 FLOW LENGTH(FEET) = 29.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.28 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.89 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 4.94 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 115.00 = 370.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 115.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< Page 4 PR100ATT.OUT ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 4.94 RAINFALL INTENSITY(INCH/HR) = 7.11 TOTAL STREAM AREA(ACRES) = 0.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.89 **************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 119.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7600 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 86 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 95.10 DOWNSTREAM ELEVATION(FEET) = 94.40 ELEVATION DIFFERENCE(FEET) = 0.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.814 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.16 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.16 **************************************************************************** FLOW PROCESS FROM NODE 119.00 TO NODE 121.00 IS CODE = 92 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 94.40 DOWNSTREAM NODE ELEVATION(FEET) = 93.06 CHANNEL LENGTH THRU SUBAREA(FEET) = 111.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.050 PAVEMENT LIP(FEET) = 0.210 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.01000 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.851 *USER SPECIFIED(SUBAREA): RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7700 S.C.S. CURVE NUMBER (AMC II) = 86 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.06 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.80 AVERAGE FLOW DEPTH(FEET) = 0.26 FLOOD WIDTH(FEET) = 3.00 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 5.30 SUBAREA AREA(ACRES) = 0.34 SUBAREA RUNOFF(CFS) = 1.79 AREA-AVERAGE RUNOFF COEFFICIENT = 0.769 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.95 NOTE:TRAVEL TIME ESTIMATES BASED ON NORMAL DEPTH EQUAL TO [GUTTER-HIKE + PAVEMENT LIP] END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.26 FLOOD WIDTH(FEET) = 3.00 FLOW VELOCITY(FEET/SEC.) = 3.80 DEPTH*VELOCITY(FT*FT/SEC) = 0.99 LONGEST FLOWPATH FROM NODE 117.00 TO NODE 121.00 = 176.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 115.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 93.06 DOWNSTREAM(FEET) = 92.10 FLOW LENGTH(FEET) = 94.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.67 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.95 Page 5 PR100ATT.OUT PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 5.64 LONGEST FLOWPATH FROM NODE 117.00 TO NODE 115.00 = 270.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.64 RAINFALL INTENSITY(INCH/HR) = 6.58 TOTAL STREAM AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.95 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.89 4.94 7.114 0.72 2 1.95 5.64 6.585 0.37 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.60 4.94 7.114 2 5.55 5.64 6.585 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.60 Tc(MIN.) = 4.94 TOTAL AREA(ACRES) = 1.1 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 115.00 = 370.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.00 RAIN INTENSITY(INCH/HOUR) = 5.73 TOTAL AREA(ACRES) = 1.09 TOTAL RUNOFF(CFS) = 1.32 **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 131.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 89.00 DOWNSTREAM(FEET) = 85.99 FLOW LENGTH(FEET) = 236.24 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.51 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.32 PIPE TRAVEL TIME(MIN.) = 0.87 Tc(MIN.) = 7.87 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 131.00 = 606.24 FEET. **************************************************************************** FLOW PROCESS FROM NODE 131.00 TO NODE 131.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 123.00 TO NODE 125.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 6 PR100ATT.OUT ============================================================================ *USER SPECIFIED(SUBAREA): RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7700 S.C.S. CURVE NUMBER (AMC II) = 86 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 98.00 DOWNSTREAM ELEVATION(FEET) = 97.40 ELEVATION DIFFERENCE(FEET) = 0.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.830 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 62.69 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.38 **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 127.00 IS CODE = 92 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 97.40 DOWNSTREAM NODE ELEVATION(FEET) = 96.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 48.70 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.050 PAVEMENT LIP(FEET) = 0.210 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.01000 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.057 *USER SPECIFIED(SUBAREA): RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7700 S.C.S. CURVE NUMBER (AMC II) = 86 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.74 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.50 AVERAGE FLOW DEPTH(FEET) = 0.26 FLOOD WIDTH(FEET) = 3.00 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 5.06 SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0.71 AREA-AVERAGE RUNOFF COEFFICIENT = 0.770 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 1.09 NOTE:TRAVEL TIME ESTIMATES BASED ON NORMAL DEPTH EQUAL TO [GUTTER-HIKE + PAVEMENT LIP] END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.26 FLOOD WIDTH(FEET) = 3.00 FLOW VELOCITY(FEET/SEC.) = 3.50 DEPTH*VELOCITY(FT*FT/SEC) = 0.91 LONGEST FLOWPATH FROM NODE 123.00 TO NODE 127.00 = 113.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 129.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 93.57 DOWNSTREAM(FEET) = 92.00 FLOW LENGTH(FEET) = 137.31 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.09 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.09 PIPE TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 5.62 LONGEST FLOWPATH FROM NODE 123.00 TO NODE 129.00 = 251.01 FEET. **************************************************************************** FLOW PROCESS FROM NODE 129.00 TO NODE 129.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ Page 7 PR100ATT.OUT 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.596 RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7775 SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 0.3 TOTAL RUNOFF(CFS) = 1.64 TC(MIN.) = 5.62 **************************************************************************** FLOW PROCESS FROM NODE 129.00 TO NODE 130.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 92.00 DOWNSTREAM(FEET) = 91.90 FLOW LENGTH(FEET) = 5.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.64 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.64 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 5.64 LONGEST FLOWPATH FROM NODE 123.00 TO NODE 130.00 = 256.01 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 83.00 RAIN INTENSITY(INCH/HOUR) = 1.16 TOTAL AREA(ACRES) = 0.32 TOTAL RUNOFF(CFS) = 0.05 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 131.00 IS CODE = 31 ---------------------------------------------------------------------------- ** WARNING: Computed Flowrate is less than 0.1 cfs, Routing Algorithm is UNAVAILABLE. **************************************************************************** FLOW PROCESS FROM NODE 131.00 TO NODE 131.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.05 83.00 1.162 0.32 LONGEST FLOWPATH FROM NODE 123.00 TO NODE 131.00 = 256.01 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.32 7.87 5.308 1.09 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 131.00 = 606.24 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 1.32 7.87 5.308 2 0.34 83.00 1.162 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.32 Tc(MIN.) = 7.87 TOTAL AREA(ACRES) = 1.4 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.4 TC(MIN.) = 7.87 PEAK FLOW RATE(CFS) = 1.32 Page 8 Drainage Study for Aviara Apartments (East) CHAPTER 5 CATCH BASIN AND STREET CAPACITY CALCULATIONS Weir Formula for Orifices & Short Tubes (free & submerged) Q = Ca(2gh)0.5(0.85), where 0.85 is a reduction factor for trash rack Q = 0.6a(64.32h)0.5(0.85); C = 0.6 from Table 4-10, Kings Handbook Q = 4.1a(h)0.5, where a = area of orifice opening, h = head (ft) above top of riser then h = (Q/4.1a)2 (Equation 1) Weir Formula for riser acting as straight weir Q = CLH1.5; C = 3.3 from Equation 5-40, Kings Handbook then h = (Q/3.3L)2/3 (Equation 2) @ Node 105 : Q100 =1.35 cfs Size LxW 2x2 ft., so A =2.0 sq. ft.; h = 0.027 ft. (Equation 1) L =8.0 ft.; h = 0.138 ft. (Equation 2) therefore: h = 0.14 ft. @ Node 108 : Q100 =0.59 cfs Size LxW 3x2 ft., so A =3.0 sq. ft.; h = 0.002 ft. (Equation 1) L =10.0 ft.; h = 0.068 ft. (Equation 2) therefore: h = 0.07 ft. @ Node 114 : Q100 =1.95 cfs Size LxW 3x2 ft., so A =3.0 sq. ft.; h = 0.025 ft. (Equation 1) L =10.0 ft.; h = 0.152 ft. (Equation 2) therefore: h = 0.15 ft. @ Node 121 : Q100 =1.95 cfs Size LxW 3x2 ft., so A =3.0 sq. ft.; h = 0.025 ft. (Equation 1) L =10.0 ft.; h = 0.152 ft. (Equation 2) therefore: h = 0.15 ft. @ Node 127 : Q100 =1.09 cfs Size LxW 2x2 ft., so A =2.0 sq. ft.; h = 0.018 ft. (Equation 1) L =8.0 ft.; h = 0.119 ft. (Equation 2) therefore: h = 0.12 ft. @ Node 129 : Q100 =0.63 cfs Size LxW 2x2 ft., so A =2.0 sq. ft.; h = 0.006 ft. (Equation 1) L =8.0 ft.; h = 0.083 ft. (Equation 2) therefore: h = 0.08 ft. 40+48.45 SD LINE "A" CB-6 (50% clogging factor applied) 40+48.45 SD LINE "A" CB-6 PROJECT NAME: AVIARA APARTMENTS (EAST) (50% clogging factor applied) (50% clogging factor applied) (50% clogging factor applied) (50% clogging factor applied) (50% clogging factor applied) TYPE G CATCH BASIN & 24" HDPE CATCH BASIN CALCULATION 49+55.72 SD LINE "A" CB-11 47+55.52 SD LINE "A" CB-10 44+98.17 SD LINE "A" CB-8 42+35.67 SD LINE "A" CB-7 /TYPE G Catch Basin(In Sag)4/21/2022 Channel ReportHydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Apr 21 2022Street South of BuldingUser-definedInvert Elev (ft) = 99.77Slope (%)= 1.00N-Value = 0.013CalculationsCompute by:Known QKnown Q (cfs) = 1.95(Sta, El, n)-(Sta, El, n)...( 0.00, 100.00)-(21.00, 99.79, 0.013)-(22.50, 99.77, 0.015)-(23.00, 99.79, 0.015)-(39.00, 99.95, 0.013)-(39.10, 100.45, 0.015)-(39.50, 100.45, 0.015)HighlightedDepth (ft)= 0.12Q (cfs)= 1.950Area (sqft)= 1.22Velocity (ft/s)= 1.60Wetted Perim (ft)= 22.00Crit Depth, Yc (ft) = 0.13Top Width (ft)= 22.00EGL (ft)= 0.16 -5 0 5 10 15 20 25 30 35 40 45 Elev (ft)Depth (ft)Section 99.00 -0.77 99.50 -0.27 100.00 0.23 100.50 0.73 101.00 1.23 Sta (ft) ---------V --------------~---- Channel ReportHydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Apr 21 2022Street North of BuldingUser-definedInvert Elev (ft) = 99.48Slope (%)= 1.00N-Value = 0.013CalculationsCompute by:Known QKnown Q (cfs) = 1.35(Sta, El, n)-(Sta, El, n)...( 0.00, 100.00)-(39.00, 99.61, 0.013)-(40.40, 99.48, 0.015)-(40.50, 99.98, 0.015)-(41.00, 99.98, 0.015)HighlightedDepth (ft)= 0.24Q (cfs)= 1.350Area (sqft)= 0.86Velocity (ft/s)= 1.58Wetted Perim (ft)= 12.65Crit Depth, Yc (ft) = 0.25Top Width (ft)= 12.45EGL (ft)= 0.28 -5 0 5 10 15 20 25 30 35 40 45 50 Elev (ft)Depth (ft)Section 98.50 -0.98 99.00 -0.48 99.50 0.02 100.00 0.52 100.50 1.02 101.00 1.52 Sta (ft) ~p ' Drainage Study for Aviara Apartments (East) CHAPTER 6 DETENTION ANALYSIS POC 1 – Developed Condition RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 4/20/2022 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 6 MIN. 6 HOUR RAINFALL 2.7 INCHES BASIN AREA 1.09 ACRESRUNOFF COEFFICIENT 0.76 PEAK DISCHARGE 5.6 CFS TIME (MIN) = 0 DISCHARGE (CFS) = 0 TIME (MIN) = 6 DISCHARGE (CFS) = 0.1 TIME (MIN) = 12 DISCHARGE (CFS) = 0.1 TIME (MIN) = 18 DISCHARGE (CFS) = 0.1 TIME (MIN) = 24 DISCHARGE (CFS) = 0.1 TIME (MIN) = 30 DISCHARGE (CFS) = 0.1 TIME (MIN) = 36 DISCHARGE (CFS) = 0.1 TIME (MIN) = 42 DISCHARGE (CFS) = 0.1 TIME (MIN) = 48 DISCHARGE (CFS) = 0.2 TIME (MIN) = 54 DISCHARGE (CFS) = 0.2 TIME (MIN) = 60 DISCHARGE (CFS) = 0.2 TIME (MIN) = 66 DISCHARGE (CFS) = 0.2 TIME (MIN) = 72 DISCHARGE (CFS) = 0.2 TIME (MIN) = 78 DISCHARGE (CFS) = 0.2 TIME (MIN) = 84 DISCHARGE (CFS) = 0.2 TIME (MIN) = 90 DISCHARGE (CFS) = 0.2 TIME (MIN) = 96 DISCHARGE (CFS) = 0.2 TIME (MIN) = 102 DISCHARGE (CFS) = 0.2 TIME (MIN) = 108 DISCHARGE (CFS) = 0.2 TIME (MIN) = 114 DISCHARGE (CFS) = 0.2 TIME (MIN) = 120 DISCHARGE (CFS) = 0.2 TIME (MIN) = 126 DISCHARGE (CFS) = 0.2TIME (MIN) = 132 DISCHARGE (CFS) = 0.2 TIME (MIN) = 138 DISCHARGE (CFS) = 0.2 TIME (MIN) = 144 DISCHARGE (CFS) = 0.2 TIME (MIN) = 150 DISCHARGE (CFS) = 0.2 TIME (MIN) = 156 DISCHARGE (CFS) = 0.2 TIME (MIN) = 162 DISCHARGE (CFS) = 0.3 TIME (MIN) = 168 DISCHARGE (CFS) = 0.3 TIME (MIN) = 174 DISCHARGE (CFS) = 0.3 TIME (MIN) = 180 DISCHARGE (CFS) = 0.3 TIME (MIN) = 186 DISCHARGE (CFS) = 0.3 TIME (MIN) = 192 DISCHARGE (CFS) = 0.3 TIME (MIN) = 198 DISCHARGE (CFS) = 0.4 TIME (MIN) = 204 DISCHARGE (CFS) = 0.4 TIME (MIN) = 210 DISCHARGE (CFS) = 0.5 TIME (MIN) = 216 DISCHARGE (CFS) = 0.5 TIME (MIN) = 222 DISCHARGE (CFS) = 0.6 TIME (MIN) = 228 DISCHARGE (CFS) = 0.7 TIME (MIN) = 234 DISCHARGE (CFS) = 1 TIME (MIN) = 240 DISCHARGE (CFS) = 1.1 TIME (MIN) = 246 DISCHARGE (CFS) = 5.6 TIME (MIN) = 252 DISCHARGE (CFS) = 0.8 TIME (MIN) = 258 DISCHARGE (CFS) = 0.6 TIME (MIN) = 264 DISCHARGE (CFS) = 0.4 TIME (MIN) = 270 DISCHARGE (CFS) = 0.4 TIME (MIN) = 276 DISCHARGE (CFS) = 0.3TIME (MIN) = 282 DISCHARGE (CFS) = 0.3 TIME (MIN) = 288 DISCHARGE (CFS) = 0.3 TIME (MIN) = 294 DISCHARGE (CFS) = 0.2 TIME (MIN) = 300 DISCHARGE (CFS) = 0.2 TIME (MIN) = 306 DISCHARGE (CFS) = 0.2 TIME (MIN) = 312 DISCHARGE (CFS) = 0.2 TIME (MIN) = 318 DISCHARGE (CFS) = 0.2 TIME (MIN) = 324 DISCHARGE (CFS) = 0.2 TIME (MIN) = 330 DISCHARGE (CFS) = 0.2 TIME (MIN) = 336 DISCHARGE (CFS) = 0.2 TIME (MIN) = 342 DISCHARGE (CFS) = 0.2 TIME (MIN) = 348 DISCHARGE (CFS) = 0.1 TIME (MIN) = 354 DISCHARGE (CFS) = 0.1 TIME (MIN) = 360 DISCHARGE (CFS) = 0.1 TIME (MIN) = 366 DISCHARGE (CFS) = 0 RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 4/20/2022 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 6 MIN. 6 HOUR RAINFALL 2.7 INCHES BASIN AREA 0.32 ACRES RUNOFF COEFFICIENT 0.77 PEAK DISCHARGE 1.64 CFS TIME (MIN) = 0 DISCHARGE (CFS) = 0 TIME (MIN) = 6 DISCHARGE (CFS) = 0 TIME (MIN) = 12 DISCHARGE (CFS) = 0 TIME (MIN) = 18 DISCHARGE (CFS) = 0 TIME (MIN) = 24 DISCHARGE (CFS) = 0 TIME (MIN) = 30 DISCHARGE (CFS) = 0 TIME (MIN) = 36 DISCHARGE (CFS) = 0 TIME (MIN) = 42 DISCHARGE (CFS) = 0 TIME (MIN) = 48 DISCHARGE (CFS) = 0 TIME (MIN) = 54 DISCHARGE (CFS) = 0 TIME (MIN) = 60 DISCHARGE (CFS) = 0 TIME (MIN) = 66 DISCHARGE (CFS) = 0 TIME (MIN) = 72 DISCHARGE (CFS) = 0 TIME (MIN) = 78 DISCHARGE (CFS) = 0.1 TIME (MIN) = 84 DISCHARGE (CFS) = 0.1 TIME (MIN) = 90 DISCHARGE (CFS) = 0.1 TIME (MIN) = 96 DISCHARGE (CFS) = 0.1TIME (MIN) = 102 DISCHARGE (CFS) = 0.1 TIME (MIN) = 108 DISCHARGE (CFS) = 0.1 TIME (MIN) = 114 DISCHARGE (CFS) = 0.1 TIME (MIN) = 120 DISCHARGE (CFS) = 0.1 TIME (MIN) = 126 DISCHARGE (CFS) = 0.1 TIME (MIN) = 132 DISCHARGE (CFS) = 0.1 TIME (MIN) = 138 DISCHARGE (CFS) = 0.1 TIME (MIN) = 144 DISCHARGE (CFS) = 0.1 TIME (MIN) = 150 DISCHARGE (CFS) = 0.1 TIME (MIN) = 156 DISCHARGE (CFS) = 0.1 TIME (MIN) = 162 DISCHARGE (CFS) = 0.1 TIME (MIN) = 168 DISCHARGE (CFS) = 0.1 TIME (MIN) = 174 DISCHARGE (CFS) = 0.1 TIME (MIN) = 180 DISCHARGE (CFS) = 0.1 TIME (MIN) = 186 DISCHARGE (CFS) = 0.1 TIME (MIN) = 192 DISCHARGE (CFS) = 0.1 TIME (MIN) = 198 DISCHARGE (CFS) = 0.1 TIME (MIN) = 204 DISCHARGE (CFS) = 0.1 TIME (MIN) = 210 DISCHARGE (CFS) = 0.1 TIME (MIN) = 216 DISCHARGE (CFS) = 0.2 TIME (MIN) = 222 DISCHARGE (CFS) = 0.2 TIME (MIN) = 228 DISCHARGE (CFS) = 0.2 TIME (MIN) = 234 DISCHARGE (CFS) = 0.3 TIME (MIN) = 240 DISCHARGE (CFS) = 0.4 TIME (MIN) = 246 DISCHARGE (CFS) = 1.64TIME (MIN) = 252 DISCHARGE (CFS) = 0.2 TIME (MIN) = 258 DISCHARGE (CFS) = 0.2 TIME (MIN) = 264 DISCHARGE (CFS) = 0.1 TIME (MIN) = 270 DISCHARGE (CFS) = 0.1 TIME (MIN) = 276 DISCHARGE (CFS) = 0.1 TIME (MIN) = 282 DISCHARGE (CFS) = 0.1 TIME (MIN) = 288 DISCHARGE (CFS) = 0.1 TIME (MIN) = 294 DISCHARGE (CFS) = 0.1 TIME (MIN) = 300 DISCHARGE (CFS) = 0.1 TIME (MIN) = 306 DISCHARGE (CFS) = 0.1 TIME (MIN) = 312 DISCHARGE (CFS) = 0.1 TIME (MIN) = 318 DISCHARGE (CFS) = 0.1 TIME (MIN) = 324 DISCHARGE (CFS) = 0.1 TIME (MIN) = 330 DISCHARGE (CFS) = 0 TIME (MIN) = 336 DISCHARGE (CFS) = 0 TIME (MIN) = 342 DISCHARGE (CFS) = 0 TIME (MIN) = 348 DISCHARGE (CFS) = 0 TIME (MIN) = 354 DISCHARGE (CFS) = 0 TIME (MIN) = 360 DISCHARGE (CFS) = 0 TIME (MIN) = 366 DISCHARGE (CFS) = 0 Discharge vs Elevation Table Low orifice:0.625 "Top orifice:0.625 " Number:2 Number:0 Cg-low:0.61 Cg-low:0.61 invert elev:0.00 ft invert elev:0.40 ft h H/D-low H/D-mid H/D-top Qlow-orif Qlow-weir Qtot-low Qmid-orif Qmid-weir Qtot-med Qtop-orif Qtop-weir Qtot-top Qpeak-top Qtot (ft)---(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs) 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.1 1.92 0.00 0.00 0.006 0.007 0.006 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.006 0.2 3.84 0.00 0.00 0.009 0.012 0.009 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.009 0.3 5.76 0.00 0.00 0.011 0.160 0.011 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.011 0.4 7.68 0.00 0.00 0.013 1.074 0.013 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.013 0.5 9.60 0.00 1.92 0.014 4.165 0.014 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.014 0.6 11.52 1.45 3.84 0.016 11.942 0.016 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.016 0.7 13.44 2.91 5.76 0.017 28.324 0.017 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.017 0.8 15.36 4.36 7.68 0.018 58.949 0.018 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.018 0.9 17.28 5.82 9.60 0.020 111.482 0.020 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.020 1.0 19.20 7.27 11.52 0.021 195.932 0.021 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.021 1.1 21.12 8.73 13.44 0.022 324.955 0.022 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.022 1.2 23.04 10.18 15.36 0.023 514.170 0.023 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.023 1.3 24.96 11.64 17.28 0.024 782.465 0.024 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.024 1.4 26.88 13.09 19.20 0.024 1152.312 0.024 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.024 1.5 28.80 14.55 21.12 0.025 1650.074 0.025 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.025 1.6 30.72 16.00 23.04 0.026 2306.314 0.026 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.026 1.7 32.64 17.45 24.96 0.027 3156.112 0.027 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.027 1.8 34.56 18.91 26.88 0.028 4239.369 0.028 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.028 Vault #1 Discharge WQ Riser Discharge vs Elevation Table Low orifice:1.00 "Top orifice:1 " Number:12 Number:12 Cg-low:0.61 Cg-low:0.61 invert elev:2.98 ft invert elev:4.25 ft Middle orifice:1.5 "Emergency inlet: number of orif:10 Rim height:4.67 ft Cg-middle:0.61 Riser Box D 3x4 invert elev:3.85 ft Weir Length 14.00 ft Peak Flow WQ+HMP h H/D-low H/D-mid H/D-top Qlow-orif Qlow-weir Qtot-low Qmid-orif Qmid-weir Qtot-med Qtop-orif Qtop-weir Qtot-top Qpeak-top Qtot Qtot (ft)---(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs) 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.1 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.006 0.2 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.009 0.3 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.011 0.4 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.013 0.5 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.014 0.6 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.016 0.7 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.017 0.8 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.018 0.9 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.020 1.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.021 1.1 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.022 1.2 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.023 1.3 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.024 1.4 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.024 1.5 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.025 1.6 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.026 1.7 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.027 1.8 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.028 1.9 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.029 2.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.029 2.1 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.030 2.2 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.031 2.3 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.031 2.4 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.032 2.5 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.033 2.6 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.033 2.7 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.034 2.8 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.035 2.9 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.035 3.0 0.24 0.00 0.00 0.000 0.005 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.005 0.041 3.1 1.44 0.00 0.00 0.090 0.107 0.090 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.090 0.126 3.2 2.64 0.00 0.00 0.135 0.169 0.135 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.135 0.172 3.3 3.84 0.00 0.00 0.169 0.240 0.169 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.169 0.207 3.4 5.04 0.00 0.00 0.197 1.212 0.197 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.197 0.235 3.5 6.24 0.00 0.00 0.222 5.390 0.222 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.222 0.260 3.6 7.44 0.00 0.00 0.244 17.074 0.244 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.244 0.283 3.7 8.64 0.00 0.00 0.264 43.126 0.264 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.264 0.304 3.8 9.84 0.00 0.00 0.283 93.551 0.283 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.283 0.323 3.9 11.04 0.40 0.00 0.300 182.071 0.300 0.000 0.028 0.028 0.000 0.000 0.000 0.000 0.328 0.369 4.0 12.24 1.20 0.00 0.317 326.699 0.317 0.178 0.190 0.178 0.000 0.000 0.000 0.000 0.495 0.536 4.1 13.44 2.00 0.00 0.333 550.313 0.333 0.260 0.345 0.260 0.000 0.000 0.000 0.000 0.593 0.635 4.2 14.64 2.80 0.00 0.348 881.237 0.348 0.322 0.388 0.322 0.000 0.000 0.000 0.000 0.670 0.713 4.3 15.84 3.60 0.60 0.362 1353.807 0.362 0.374 0.457 0.374 0.029 0.026 0.026 0.000 0.762 0.805 4.4 17.04 4.40 1.80 0.376 2008.955 0.376 0.419 1.104 0.419 0.105 0.138 0.105 0.000 0.901 0.945 4.5 18.24 5.20 3.00 0.390 2894.777 0.390 0.460 3.473 0.460 0.146 0.170 0.146 0.000 0.996 1.040 5.67 32.28 14.56 17.04 0.521 57903.645 0.521 0.796 1963.838 0.796 0.376 2008.955 0.376 46.620 48.314 48.363 4.7 20.64 6.80 5.40 0.415 5590.124 0.415 0.533 21.948 0.533 0.205 1.977 0.205 0.242 1.395 1.440 4.8 21.84 7.60 6.60 0.427 7536.855 0.427 0.566 44.856 0.566 0.228 7.850 0.228 2.185 3.407 3.452 4.9 23.04 8.40 7.80 0.439 9989.826 0.439 0.597 83.441 0.597 0.250 22.991 0.250 5.142 6.428 6.474 5.0 24.24 9.20 9.00 0.451 13041.597 0.451 0.626 144.404 0.626 0.270 55.147 0.270 8.838 10.185 10.231 5.1 25.44 10.00 10.20 0.462 16795.347 0.462 0.655 236.082 0.655 0.288 115.375 0.288 13.145 14.550 14.597 5.2 26.64 10.80 11.40 0.473 21365.449 0.473 0.682 368.620 0.682 0.305 218.626 0.305 17.988 19.448 19.495 5.3 27.84 11.60 12.60 0.484 26878.041 0.484 0.708 554.143 0.708 0.322 384.311 0.322 23.312 24.825 24.873 5.4 29.04 12.40 13.80 0.494 33471.607 0.494 0.733 806.931 0.733 0.337 636.882 0.337 29.077 30.642 30.690 5.5 30.24 13.20 15.00 0.504 41297.550 0.504 0.757 1143.594 0.757 0.352 1006.405 0.352 35.252 36.866 36.915 5.6 31.44 14.00 16.20 0.514 50520.764 0.514 0.780 1583.247 0.780 0.366 1529.136 0.366 41.812 43.473 43.522 5.67 32.28 14.56 17.04 0.521 57903.645 0.521 0.796 1963.838 0.796 0.376 2008.955 0.376 46.620 48.314 48.363 Vault #1 Discharge HMP Riser 1.80 depth area area (ac) elevation volume (cf) volume (acft) 0.0 1744.3 0.0000 89.2 0 0.00 0.1 1744.3 0.0400 89.3 174 0.00 0.2 1744.3 0.0400 89.4 349 0.01 0.3 1744.3 0.0400 89.5 523 0.01 0.4 1744.3 0.0400 89.6 698 0.02 0.5 1744.3 0.0400 89.7 872 0.02 0.6 1744.3 0.0400 89.8 1,047 0.02 0.7 1744.3 0.0400 89.9 1,221 0.03 0.8 1744.3 0.0400 90.0 1,395 0.03 0.9 1744.3 0.0400 90.1 1,570 0.04 1.0 1744.3 0.0400 90.2 1,744 0.04 1.1 1744.3 0.0400 90.3 1,919 0.04 1.2 1744.3 0.0400 90.4 2,093 0.05 1.3 1744.3 0.0400 90.5 2,268 0.05 1.4 1744.3 0.0400 90.6 2,442 0.06 1.5 1744.3 0.0400 90.7 2,617 0.06 1.6 1744.3 0.0400 90.8 2,791 0.06 1.7 1744.3 0.0400 90.9 2,965 0.07 1.8 1744.3 0.0400 91.0 3,140 0.07 1.9 1744.3 0.0400 91.1 3,314 0.08 2.0 1744.3 0.0400 91.2 3,489 0.08 2.1 1744.3 0.0400 91.3 3,663 0.08 2.2 1744.3 0.0400 91.4 3,838 0.09 2.3 1744.3 0.0400 91.5 4,012 0.09 2.4 1744.3 0.0400 91.6 4,186 0.10 2.5 1744.3 0.0400 91.7 4,361 0.10 2.6 1744.3 0.0400 91.8 4,535 0.10 2.7 1744.3 0.0400 91.9 4,710 0.11 2.8 1744.3 0.0400 92.0 4,884 0.11 2.9 1744.3 0.0400 92.1 5,059 0.12 3.0 1744.3 0.0400 92.2 5,233 0.12 3.1 1744.3 0.0400 92.3 5,407 0.12 3.2 1744.3 0.0400 92.4 5,582 0.13 3.3 1744.3 0.0400 92.5 5,756 0.13 3.4 1744.3 0.0400 92.6 5,931 0.14 3.5 1744.3 0.0400 92.7 6,105 0.14 3.6 1744.3 0.0400 92.8 6,280 0.14 3.7 1744.3 0.0400 92.9 6,454 0.15 3.8 1744.3 0.0400 93.0 6,629 0.15 3.9 1744.3 0.0400 93.1 6,803 0.16 4.0 1744.3 0.0400 93.2 6,977 0.16 4.1 1744.3 0.0400 93.3 7,152 0.16 4.2 1744.3 0.0400 93.4 7,326 0.17 4.3 1744.3 0.0400 93.5 7,501 0.17 4.4 1744.3 0.0400 93.6 7,675 0.18 4.5 1744.3 0.0400 93.7 7,850 0.18 4.6 1744.3 0.0400 93.8 8,024 0.18 4.7 1744.3 0.0400 93.9 8,198 0.19 4.8 1744.3 0.0400 94.0 8,373 0.19 4.9 1744.3 0.0400 94.1 8,547 0.20 5.0 1744.3 0.0400 94.2 8,722 0.20 5.1 1744.3 0.0400 94.3 8,896 0.20 5.2 1744.3 0.0400 94.4 9,071 0.21 5.67 1744.3 0.0400 94.9 9,890 0.23 5.4 1744.3 0.0400 94.6 9,419 0.22 5.5 1744.3 0.0400 94.7 9,594 0.22 5.6 1744.3 0.0400 94.8 9,768 0.22 5.67 1744.3 0.0400 94.87 9,890 0.23 Aviara East Vault #1 Stage Storage Input DCV 1,789 Input Factor 1.75 WQ Ponding Depth ft Note: Find out the elevation value in relation to required WQ volume Vault #1 Stage Storage Discharge vs Elevation Table Low orifice:0.35 "Top orifice:4 " Number:2 Number:6 Cg-low:0.61 Cg-low:0.61 invert elev:0.00 ft invert elev:3.95 ft Middle orifice:1 "Emergency inlet: number of orif:2 Rim height:4.53 ft Cg-middle:0.61 Riser Box D 2X3 ft invert elev:2.90 ft Weir Length 10.00 ft 0.03125 h H/D-low H/D-mid H/D-top Qlow-orif Qlow-weir Qtot-low Qmid-orif Qmid-weir Qtot-med Qtop-orif Qtop-weir Qtot-top Qpeak-top Qtot (ft)---(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs) 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0000 0.1 3.43 0.00 0.00 0.002 0.002 0.002 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0019 0.2 6.86 0.00 0.00 0.003 0.122 0.003 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0028 0.3 10.29 0.00 0.00 0.003 1.463 0.003 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0035 0.4 13.71 0.00 0.00 0.004 7.433 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0041 0.5 17.14 0.00 0.00 0.005 25.065 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0046 0.6 20.57 0.00 0.00 0.005 66.341 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0050 0.7 24.00 0.00 0.00 0.005 149.516 0.005 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0054 0.8 27.43 0.00 0.00 0.006 300.438 0.006 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0058 0.9 30.86 0.00 0.00 0.006 553.873 0.006 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0062 1.0 34.29 0.00 0.00 0.006 954.823 0.006 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0065 1.1 37.71 0.00 0.00 0.007 1559.858 0.007 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0068 1.2 41.14 0.00 0.00 0.007 2438.428 0.007 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0071 1.3 44.57 0.00 0.00 0.007 3674.192 0.007 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0074 1.4 48.00 0.00 0.00 0.008 5366.341 0.008 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0077 1.5 51.43 0.00 0.00 0.008 7630.916 0.008 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0080 1.6 54.86 0.00 0.00 0.008 10602.135 0.008 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0082 1.7 58.29 0.00 0.00 0.008 14433.714 0.008 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0085 1.8 61.71 0.00 0.00 0.009 19300.191 0.009 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0087 1.9 65.14 0.00 0.00 0.009 25398.246 0.009 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0090 2.0 68.57 0.00 0.00 0.009 32948.024 0.009 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0092 2.1 72.00 0.00 0.00 0.009 42194.463 0.009 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0094 2.2 75.43 0.00 0.00 0.010 53408.608 0.010 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0097 2.3 78.86 0.00 0.00 0.010 66888.940 0.010 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0099 2.4 82.29 0.00 0.00 0.010 82962.698 0.010 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0101 2.5 85.71 0.00 0.00 0.010 101987.199 0.010 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0103 2.6 89.14 0.00 0.00 0.011 124351.163 0.011 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0105 2.7 92.57 0.00 0.00 0.011 150476.034 0.011 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0107 2.8 96.00 0.00 0.00 0.011 180817.303 0.011 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0109 2.9 99.43 0.00 0.00 0.011 215865.833 0.011 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0111 3.0 102.86 1.20 0.00 0.011 256149.179 0.011 0.013 0.014 0.013 0.000 0.000 0.000 0.000 0.0242 3.1 106.29 2.40 0.00 0.011 302232.911 0.011 0.021 0.028 0.021 0.000 0.000 0.000 0.000 0.0327 3.2 109.71 3.60 0.00 0.012 354721.937 0.012 0.027 0.033 0.027 0.000 0.000 0.000 0.000 0.0388 3.3 113.14 4.80 0.00 0.012 414261.826 0.012 0.032 0.143 0.032 0.000 0.000 0.000 0.000 0.0438 3.4 116.57 6.00 0.00 0.012 481540.131 0.012 0.036 0.688 0.036 0.000 0.000 0.000 0.000 0.0482 3.5 120.00 7.20 0.00 0.012 557287.711 0.012 0.040 2.308 0.040 0.000 0.000 0.000 0.000 0.0521 3.6 123.43 8.40 0.00 0.012 642280.054 0.012 0.043 6.056 0.043 0.000 0.000 0.000 0.000 0.0557 3.7 126.86 9.60 0.00 0.013 737338.598 0.013 0.047 13.486 0.047 0.000 0.000 0.000 0.000 0.0591 3.8 130.29 10.80 0.00 0.013 843332.057 0.013 0.049 26.754 0.049 0.000 0.000 0.000 0.000 0.0622 3.9 133.71 12.00 0.00 0.013 961177.740 0.013 0.052 48.710 0.052 0.000 0.000 0.000 0.000 0.0652 4.0 137.14 13.20 0.15 0.013 1091842.876 0.013 0.055 82.999 0.055 0.000 0.029 0.029 0.000 0.0972 4.1 140.57 14.40 0.45 0.013 1236345.938 0.013 0.057 134.152 0.057 0.000 0.242 0.242 0.000 0.3130 4.2 144.00 15.60 0.75 0.013 1395757.961 0.013 0.060 207.683 0.060 0.740 0.615 0.615 0.000 0.6884 4.3 147.43 16.80 1.05 0.014 1571203.869 0.014 0.062 310.186 0.062 1.097 1.081 1.081 0.000 1.1566 4.4 150.86 18.00 1.35 0.014 1763863.796 0.014 0.064 449.432 0.064 1.364 1.569 1.364 0.000 1.4425 4.5 154.29 19.20 1.65 0.014 1974974.408 0.014 0.067 634.462 0.067 1.587 2.013 1.587 0.000 1.6674 5.67 194.40 33.24 5.16 0.016 6311005.595 0.016 0.088 11228.491 0.088 3.195 22.908 3.195 40.532 43.8306 4.7 161.14 21.60 2.25 0.014 2457784.951 0.014 0.071 1184.965 0.071 1.958 2.584 1.958 2.334 4.3767 4.8 164.57 22.80 2.55 0.014 2732252.784 0.014 0.073 1575.740 0.073 2.119 2.685 2.119 4.672 6.8778 4.9 168.00 24.00 2.85 0.014 3030709.748 0.014 0.075 2063.091 0.075 2.269 2.708 2.269 7.495 9.8523 5.0 171.43 25.20 3.15 0.015 3354695.014 0.015 0.077 2663.853 0.077 2.409 2.746 2.409 10.730 13.2300 5.1 174.86 26.40 3.45 0.015 3705812.220 0.015 0.078 3396.707 0.078 2.542 2.951 2.542 14.330 16.9652 5.2 178.29 27.60 3.75 0.015 4085730.797 0.015 0.080 4282.276 0.080 2.668 3.543 2.668 18.262 21.0253 5.3 181.71 28.80 4.05 0.015 4496187.289 0.015 0.082 5343.223 0.082 2.788 4.820 2.788 22.500 25.3851 5.4 185.14 30.00 4.35 0.015 4938986.677 0.015 0.084 6604.342 0.084 2.904 7.164 2.904 27.022 30.0249 5.5 188.57 31.20 4.65 0.015 5416003.702 0.015 0.085 8092.659 0.085 3.015 11.052 3.015 31.813 34.9282 5.6 192.00 32.40 4.95 0.015 5929184.185 0.015 0.087 9837.525 0.087 3.122 17.067 3.122 36.857 40.0812 5.67 194.40 33.24 5.16 0.016 6311005.595 0.016 0.088 11228.491 0.088 3.195 22.908 3.195 40.532 43.8306 Vault #2 Discharge Riser depth area area (ac) elevation volume (cf) volume (acft) 0.0 611.5 0.0000 229.5 0 0.00 0.1 611.5 0.0140 229.6 61 0.00 0.2 611.5 0.0140 229.7 122 0.00 0.3 611.5 0.0140 229.8 183 0.00 0.4 611.5 0.0140 229.9 245 0.01 0.5 611.5 0.0140 230.0 306 0.01 0.6 611.5 0.0140 230.1 367 0.01 0.7 611.5 0.0140 230.2 428 0.01 0.8 611.5 0.0140 230.3 489 0.01 0.9 611.5 0.0140 230.4 550 0.01 1.0 611.5 0.0140 230.5 612 0.01 1.1 611.5 0.0140 230.6 673 0.02 1.2 611.5 0.0140 230.7 734 0.02 1.3 611.5 0.0140 230.8 795 0.02 1.4 611.5 0.0140 230.9 856 0.02 1.5 611.5 0.0140 231.0 917 0.02 1.6 611.5 0.0140 231.1 978 0.02 1.7 611.5 0.0140 231.2 1,040 0.02 1.8 611.5 0.0140 231.3 1,101 0.03 1.9 611.5 0.0140 231.4 1,162 0.03 2.0 611.5 0.0140 231.5 1,223 0.03 2.1 611.5 0.0140 231.6 1,284 0.03 2.2 611.5 0.0140 231.7 1,345 0.03 2.3 611.5 0.0140 231.8 1,407 0.03 2.4 611.5 0.0140 231.9 1,468 0.03 2.5 611.5 0.0140 232.0 1,529 0.04 2.6 611.5 0.0140 232.1 1,590 0.04 2.7 611.5 0.0140 232.2 1,651 0.04 2.8 611.5 0.0140 232.3 1,712 0.04 2.9 611.5 0.0140 232.4 1,773 0.04 3.0 611.5 0.0140 232.5 1,835 0.04 3.1 611.5 0.0140 232.6 1,896 0.04 3.2 611.5 0.0140 232.7 1,957 0.04 3.3 611.5 0.0140 232.8 2,018 0.05 3.4 611.5 0.0140 232.9 2,079 0.05 3.5 611.5 0.0140 233.0 2,140 0.05 3.6 611.5 0.0140 233.1 2,202 0.05 3.7 611.5 0.0140 233.2 2,263 0.05 3.8 611.5 0.0140 233.3 2,324 0.05 3.9 611.5 0.0140 233.4 2,385 0.05 4.0 611.5 0.0140 233.5 2,446 0.06 4.1 611.5 0.0140 233.6 2,507 0.06 4.2 611.5 0.0140 233.7 2,568 0.06 4.3 611.5 0.0140 233.8 2,630 0.06 4.4 611.5 0.0140 233.9 2,691 0.06 4.5 611.5 0.0140 234.0 2,752 0.06 4.6 611.5 0.0140 234.1 2,813 0.06 4.7 611.5 0.0140 234.2 2,874 0.07 4.8 611.5 0.0140 234.3 2,935 0.07 4.9 611.5 0.0140 234.4 2,996 0.07 5.0 611.5 0.0140 234.5 3,058 0.07 5.1 611.5 0.0140 234.6 3,119 0.07 5.2 611.5 0.0140 234.7 3,180 0.07 5.3 611.5 0.0140 234.8 3,241 0.07 5.4 611.5 0.0140 234.9 3,302 0.08 5.5 611.5 0.0140 235.0 3,363 0.08 5.6 611.5 0.0140 235.1 3,425 0.08 5.67 611.5 0.0140 235.2 3,467 0.08 Vault #2 Stage Storage Aviara East Vault #2 1718- POC1-PR-Mit.INP [TITLE] ;;Project Title/Notes POST DEVELOPMENT AVIARA APARTMENTS (EAST) [OPTIONS] ;;Option Value FLOW_UNITS CFS INFILTRATION GREEN_AMPT FLOW_ROUTING KINWAVE LINK_OFFSETS DEPTH MIN_SLOPE 0 ALLOW_PONDING NO SKIP_STEADY_STATE NO START_DATE 08/28/1951 START_TIME 05:00:00 REPORT_START_DATE 08/28/1951 REPORT_START_TIME 05:00:00 END_DATE 05/23/2008 END_TIME 23:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 01:00:00 WET_STEP 00:15:00 DRY_STEP 04:00:00 ROUTING_STEP 0:01:00 RULE_STEP 00:00:00 INERTIAL_DAMPING PARTIAL NORMAL_FLOW_LIMITED BOTH FORCE_MAIN_EQUATION H-W VARIABLE_STEP 0.75 LENGTHENING_STEP 0 MIN_SURFAREA 12.557 MAX_TRIALS 8 HEAD_TOLERANCE 0.005 SYS_FLOW_TOL 5 LAT_FLOW_TOL 5 MINIMUM_STEP 0.5 THREADS 1 [EVAPORATION] ;;Data Source Parameters ;;-------------- ---------------- MONTHLY 0.06 0.08 0.110 0.15 0.17 0.19 0.19 0.18 0.15 0.11 0.08 0.06 DRY_ONLY NO [RAINGAGES] ;;Name Format Interval SCF Source ;;-------------- --------- ------ ------ ---------- Oceanside INTENSITY 1:00 1.0 TIMESERIES Oceanside [SUBCATCHMENTS] ;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ---------------- ;Area Draining to Vault #2. Soil type D DMA2-D Oceanside Vault-2 0.19 91 25 1 0 ;Area Draining to Vault #1. Soil type D DMA1-D Oceanside Vault-1 0.07 61 35 1 0 ;Area Draining to Vault #2. Soil type A DMA2-A Oceanside Vault-2 0.14 97 50 1 0 ;Area Draining to Vault #1. Soil type A DMA1-A Oceanside Vault-1 1.02 86 37 1 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- DMA2-D 0.012 0.05 0.05 0.10 25 OUTLET DMA1-D 0.012 0.05 0.05 0.10 25 OUTLET DMA2-A 0.012 0.05 0.05 0.10 25 OUTLET Page 1 1718- POC1-PR-Mit.INP DMA1-A 0.012 0.05 0.05 0.10 25 OUTLET [INFILTRATION] ;;Subcatchment Suction Ksat IMD ;;-------------- ---------- ---------- ---------- DMA2-D 9 0.01875 0.3 DMA1-D 9 0.01875 0.3 DMA2-A 1.5 0.225 0.33 DMA1-A 1.5 0.225 0.33 [OUTFALLS] ;;Name Elevation Type Stage Data Gated Route To ;;-------------- ---------- ---------- ---------------- -------- ---------------- POC1PR 0 FREE NO Out-1 0 FREE NO Out-2 0 FREE NO [STORAGE] ;;Name Elev. MaxDepth InitDepth Shape Curve Name/Params N/A Fevap Psi Ksat IMD ;;-------------- -------- ---------- ----------- ---------- ---------------------------- -------- -------- -------- -------- Vault-2 0 6.5 0 TABULAR Vault-2 0 0 9 0.01 0.33 Vault-1 0 5.67 0 TABULAR Vault-1 0 0 9 0.01 0.33 Detention-Vault1 0 5.67 1.8 TABULAR Vault-1 0 0 Detention-Vault2 0 5.67 0 TABULAR Vault-2 0 0 [OUTLETS] ;;Name From Node To Node Offset Type QTable/Qcoeff Qexpon Gated ;;-------------- ---------------- ---------------- ---------- --------------- ---------------- ---------- -------- Vault2-outlet Vault-2 POC1PR 0 TABULAR/DEPTH HMP\DETENTION-VAULT2 NO Vault1-outlet(WQ+HMP) Vault-1 POC1PR 0 TABULAR/DEPTH WQ+HMP\DETENTION-VAULT1 NO Vault2-Discharge-Table Detention-Vault2 Out-2 0 TABULAR/DEPTH HMP\DETENTION-VAULT2 NO Vault1-Discharge-Table Detention-Vault1 Out-1 0 TABULAR/DEPTH WQ+HMP\DETENTION-VAULT1 NO [INFLOWS] ;;Node Constituent Time Series Type Mfactor Sfactor Baseline Pattern ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- Detention-Vault1 FLOW Vault1-Inflow-100YR-Hydrograph FLOW 1.0 1.0 Detention-Vault2 FLOW Vault2-Inflow-100YR-Hydrograph FLOW 1.0 1.0 [CURVES] ;;Name Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- WQ+HMP\DETENTION-VAULT1 Rating 0.0 0.000 WQ+HMP\DETENTION-VAULT1 0.1 0.006 WQ+HMP\DETENTION-VAULT1 0.2 0.009 WQ+HMP\DETENTION-VAULT1 0.3 0.011 WQ+HMP\DETENTION-VAULT1 0.4 0.013 WQ+HMP\DETENTION-VAULT1 0.5 0.014 WQ+HMP\DETENTION-VAULT1 0.6 0.016 WQ+HMP\DETENTION-VAULT1 0.7 0.017 WQ+HMP\DETENTION-VAULT1 0.8 0.018 WQ+HMP\DETENTION-VAULT1 0.9 0.020 WQ+HMP\DETENTION-VAULT1 1.0 0.021 WQ+HMP\DETENTION-VAULT1 1.1 0.022 WQ+HMP\DETENTION-VAULT1 1.2 0.023 WQ+HMP\DETENTION-VAULT1 1.3 0.024 WQ+HMP\DETENTION-VAULT1 1.4 0.024 WQ+HMP\DETENTION-VAULT1 1.5 0.025 WQ+HMP\DETENTION-VAULT1 1.6 0.026 WQ+HMP\DETENTION-VAULT1 1.7 0.027 WQ+HMP\DETENTION-VAULT1 1.8 0.028 Page 2 1718- POC1-PR-Mit.INP WQ+HMP\DETENTION-VAULT1 1.9 0.029 WQ+HMP\DETENTION-VAULT1 2.0 0.029 WQ+HMP\DETENTION-VAULT1 2.1 0.030 WQ+HMP\DETENTION-VAULT1 2.2 0.031 WQ+HMP\DETENTION-VAULT1 2.3 0.031 WQ+HMP\DETENTION-VAULT1 2.4 0.032 WQ+HMP\DETENTION-VAULT1 2.5 0.033 WQ+HMP\DETENTION-VAULT1 2.6 0.033 WQ+HMP\DETENTION-VAULT1 2.7 0.034 WQ+HMP\DETENTION-VAULT1 2.8 0.035 WQ+HMP\DETENTION-VAULT1 2.9 0.035 WQ+HMP\DETENTION-VAULT1 3.0 0.041 WQ+HMP\DETENTION-VAULT1 3.1 0.126 WQ+HMP\DETENTION-VAULT1 3.2 0.172 WQ+HMP\DETENTION-VAULT1 3.3 0.207 WQ+HMP\DETENTION-VAULT1 3.4 0.235 WQ+HMP\DETENTION-VAULT1 3.5 0.260 WQ+HMP\DETENTION-VAULT1 3.6 0.283 WQ+HMP\DETENTION-VAULT1 3.7 0.304 WQ+HMP\DETENTION-VAULT1 3.8 0.323 WQ+HMP\DETENTION-VAULT1 3.9 0.369 WQ+HMP\DETENTION-VAULT1 4.0 0.536 WQ+HMP\DETENTION-VAULT1 4.1 0.635 WQ+HMP\DETENTION-VAULT1 4.2 0.713 WQ+HMP\DETENTION-VAULT1 4.3 0.805 WQ+HMP\DETENTION-VAULT1 4.4 0.945 WQ+HMP\DETENTION-VAULT1 4.5 1.040 WQ+HMP\DETENTION-VAULT1 4.6 1.123 WQ+HMP\DETENTION-VAULT1 4.7 1.440 WQ+HMP\DETENTION-VAULT1 4.8 3.452 WQ+HMP\DETENTION-VAULT1 4.9 6.474 WQ+HMP\DETENTION-VAULT1 5.0 10.231 WQ+HMP\DETENTION-VAULT1 5.1 14.597 WQ+HMP\DETENTION-VAULT1 5.2 19.495 WQ+HMP\DETENTION-VAULT1 5.3 24.873 WQ+HMP\DETENTION-VAULT1 5.4 30.690 WQ+HMP\DETENTION-VAULT1 5.5 36.915 WQ+HMP\DETENTION-VAULT1 5.6 43.522 WQ+HMP\DETENTION-VAULT1 5.67 48.363 ; HMP\DETENTION-VAULT2 Rating 0.0 0.0000 HMP\DETENTION-VAULT2 0.1 0.0019 HMP\DETENTION-VAULT2 0.2 0.0028 HMP\DETENTION-VAULT2 0.3 0.0035 HMP\DETENTION-VAULT2 0.4 0.0041 HMP\DETENTION-VAULT2 0.5 0.0046 HMP\DETENTION-VAULT2 0.6 0.0050 HMP\DETENTION-VAULT2 0.7 0.0054 HMP\DETENTION-VAULT2 0.8 0.0058 HMP\DETENTION-VAULT2 0.9 0.0062 HMP\DETENTION-VAULT2 1.0 0.0065 HMP\DETENTION-VAULT2 1.1 0.0068 HMP\DETENTION-VAULT2 1.2 0.0071 HMP\DETENTION-VAULT2 1.3 0.0074 HMP\DETENTION-VAULT2 1.4 0.0077 HMP\DETENTION-VAULT2 1.5 0.0080 HMP\DETENTION-VAULT2 1.6 0.0082 HMP\DETENTION-VAULT2 1.7 0.0085 HMP\DETENTION-VAULT2 1.8 0.0087 HMP\DETENTION-VAULT2 1.9 0.0090 HMP\DETENTION-VAULT2 2.0 0.0092 HMP\DETENTION-VAULT2 2.1 0.0094 HMP\DETENTION-VAULT2 2.2 0.0097 HMP\DETENTION-VAULT2 2.3 0.0099 HMP\DETENTION-VAULT2 2.4 0.0101 HMP\DETENTION-VAULT2 2.5 0.0103 HMP\DETENTION-VAULT2 2.6 0.0105 HMP\DETENTION-VAULT2 2.7 0.0107 HMP\DETENTION-VAULT2 2.8 0.0109 HMP\DETENTION-VAULT2 2.9 0.0111 HMP\DETENTION-VAULT2 3.0 0.0242 Page 3 1718- POC1-PR-Mit.INP HMP\DETENTION-VAULT2 3.1 0.0327 HMP\DETENTION-VAULT2 3.2 0.0388 HMP\DETENTION-VAULT2 3.3 0.0438 HMP\DETENTION-VAULT2 3.4 0.0482 HMP\DETENTION-VAULT2 3.5 0.0521 HMP\DETENTION-VAULT2 3.6 0.0557 HMP\DETENTION-VAULT2 3.7 0.0591 HMP\DETENTION-VAULT2 3.8 0.0622 HMP\DETENTION-VAULT2 3.9 0.0652 HMP\DETENTION-VAULT2 4.0 0.0972 HMP\DETENTION-VAULT2 4.1 0.3130 HMP\DETENTION-VAULT2 4.2 0.6884 HMP\DETENTION-VAULT2 4.3 1.1566 HMP\DETENTION-VAULT2 4.4 1.4425 HMP\DETENTION-VAULT2 4.5 1.6674 HMP\DETENTION-VAULT2 4.6 43.8306 HMP\DETENTION-VAULT2 4.7 4.3767 HMP\DETENTION-VAULT2 4.8 6.8778 HMP\DETENTION-VAULT2 4.9 9.8523 HMP\DETENTION-VAULT2 5.0 13.2300 HMP\DETENTION-VAULT2 5.1 16.9652 HMP\DETENTION-VAULT2 5.2 21.0253 HMP\DETENTION-VAULT2 5.3 25.3851 HMP\DETENTION-VAULT2 5.4 30.0249 HMP\DETENTION-VAULT2 5.5 34.9282 HMP\DETENTION-VAULT2 5.6 40.0812 HMP\DETENTION-VAULT2 5.67 43.8306 ; Vault-1 Storage 0.0 1744.3 Vault-1 5.67 1744.3 ; Vault-2 Storage 0.0 611.5 Vault-2 5.67 611.5 [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- ;From County Oceanside FILE "R:\1718\Hyd\HMP\Calcs\SWMM\ACG\OCEANSIDE.prn" ; Vault1-Inflow-100YR-Hydrograph 8/28/1951 5:00 0 Vault1-Inflow-100YR-Hydrograph 8/28/1951 5:06 0.1 Vault1-Inflow-100YR-Hydrograph 8/28/1951 5:12 0.1 Vault1-Inflow-100YR-Hydrograph 8/28/1951 5:18 0.1 Vault1-Inflow-100YR-Hydrograph 8/28/1951 5:24 0.1 Vault1-Inflow-100YR-Hydrograph 8/28/1951 5:30 0.1 Vault1-Inflow-100YR-Hydrograph 8/28/1951 5:36 0.1 Vault1-Inflow-100YR-Hydrograph 8/28/1951 5:42 0.1 Vault1-Inflow-100YR-Hydrograph 8/28/1951 5:48 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 5:54 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 6:00 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 6:06 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 6:12 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 6:18 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 6:24 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 6:30 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 6:36 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 6:42 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 6:48 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 6:54 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 7:00 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 7:06 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 7:12 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 7:18 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 7:24 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 7:30 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 7:36 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 7:42 0.3 Vault1-Inflow-100YR-Hydrograph 8/28/1951 7:48 0.3 Vault1-Inflow-100YR-Hydrograph 8/28/1951 7:54 0.3 Vault1-Inflow-100YR-Hydrograph 8/28/1951 8:00 0.3 Page 4 1718- POC1-PR-Mit.INP Vault1-Inflow-100YR-Hydrograph 8/28/1951 8:06 0.3 Vault1-Inflow-100YR-Hydrograph 8/28/1951 8:12 0.3 Vault1-Inflow-100YR-Hydrograph 8/28/1951 8:18 0.4 Vault1-Inflow-100YR-Hydrograph 8/28/1951 8:24 0.4 Vault1-Inflow-100YR-Hydrograph 8/28/1951 8:30 0.5 Vault1-Inflow-100YR-Hydrograph 8/28/1951 8:36 0.5 Vault1-Inflow-100YR-Hydrograph 8/28/1951 8:42 0.6 Vault1-Inflow-100YR-Hydrograph 8/28/1951 8:48 0.7 Vault1-Inflow-100YR-Hydrograph 8/28/1951 8:54 1 Vault1-Inflow-100YR-Hydrograph 8/28/1951 9:00 1.1 Vault1-Inflow-100YR-Hydrograph 8/28/1951 9:06 5.6 Vault1-Inflow-100YR-Hydrograph 8/28/1951 9:12 0.8 Vault1-Inflow-100YR-Hydrograph 8/28/1951 9:18 0.6 Vault1-Inflow-100YR-Hydrograph 8/28/1951 9:24 0.4 Vault1-Inflow-100YR-Hydrograph 8/28/1951 9:30 0.4 Vault1-Inflow-100YR-Hydrograph 8/28/1951 9:36 0.3 Vault1-Inflow-100YR-Hydrograph 8/28/1951 9:42 0.3 Vault1-Inflow-100YR-Hydrograph 8/28/1951 9:48 0.3 Vault1-Inflow-100YR-Hydrograph 8/28/1951 9:54 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 10:00 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 10:06 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 10:12 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 10:18 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 10:24 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 10:30 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 10:36 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 10:42 0.2 Vault1-Inflow-100YR-Hydrograph 8/28/1951 10:48 0.1 Vault1-Inflow-100YR-Hydrograph 8/28/1951 10:54 0.1 Vault1-Inflow-100YR-Hydrograph 8/28/1951 11:00 0.1 Vault1-Inflow-100YR-Hydrograph 8/28/1951 11:06 0 ; Vault2-Inflow-100YR-Hydrograph 8/28/1951 5:00 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 5:06 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 5:12 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 5:18 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 5:24 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 5:30 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 5:36 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 5:42 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 5:48 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 5:54 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 6:00 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 6:06 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 6:12 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 6:18 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 6:24 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 6:30 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 6:36 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 6:42 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 6:48 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 6:54 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 7:00 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 7:06 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 7:12 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 7:18 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 7:24 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 7:30 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 7:36 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 7:42 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 7:48 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 7:54 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 8:00 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 8:06 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 8:12 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 8:18 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 8:24 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 8:30 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 8:36 0.2 Vault2-Inflow-100YR-Hydrograph 8/28/1951 8:42 0.2 Vault2-Inflow-100YR-Hydrograph 8/28/1951 8:48 0.2 Page 5 1718- POC1-PR-Mit.INP Vault2-Inflow-100YR-Hydrograph 8/28/1951 8:54 0.3 Vault2-Inflow-100YR-Hydrograph 8/28/1951 9:00 0.4 Vault2-Inflow-100YR-Hydrograph 8/28/1951 9:06 1.64 Vault2-Inflow-100YR-Hydrograph 8/28/1951 9:12 0.2 Vault2-Inflow-100YR-Hydrograph 8/28/1951 9:18 0.2 Vault2-Inflow-100YR-Hydrograph 8/28/1951 9:24 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 9:30 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 9:36 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 9:42 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 9:48 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 9:54 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 10:00 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 10:06 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 10:12 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 10:18 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 10:24 0.1 Vault2-Inflow-100YR-Hydrograph 8/28/1951 10:30 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 10:36 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 10:42 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 10:48 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 10:54 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 11:00 0 Vault2-Inflow-100YR-Hydrograph 8/28/1951 11:06 0 [REPORT] ;;Reporting Options SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ POC1PR 2429.435 1915.323 Out-1 6635.112 4173.838 Out-2 8812.392 4096.386 Vault-2 129.991 4428.969 Vault-1 -554.435 1612.903 Detention-Vault1 6652.324 5705.680 Detention-Vault2 8872.633 5636.833 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ DMA2-D -223.152 6164.575 DMA1-D -4598.214 1398.810 DMA2-A -1583.477 5456.110 DMA1-A -4687.500 3482.143 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ Oceanside 2633.391 8098.107 Page 6 1718- POC1-PR-Mit.rpt EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.014) -------------------------------------------------------------- POST DEVELOPMENT AVIARA APARTMENTS (EAST) ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... GREEN_AMPT Flow Routing Method ...... KINWAVE Starting Date ............ 08/28/1951 05:00:00 Ending Date .............. 05/23/2008 23:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 01:00:00 Wet Time Step ............ 00:15:00 Dry Time Step ............ 04:00:00 Routing Time Step ........ 60.00 sec ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 79.905 675.250 Evaporation Loss ......... 11.746 99.263 Infiltration Loss ........ 9.786 82.702 Surface Runoff ........... 58.899 497.739 Final Storage ............ 0.005 0.046 Continuity Error (%) ..... -0.666 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 58.899 19.193 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.240 0.078 External Outflow ......... 53.536 17.445 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 5.671 1.848 Initial Stored Volume .... 0.072 0.023 Final Stored Volume ...... 0.000 0.000 Continuity Error (%) ..... 0.007 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Page 1 1718- POC1-PR-Mit.rpt Routing Time Step Summary ************************* Minimum Time Step : 60.00 sec Average Time Step : 60.00 sec Maximum Time Step : 60.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 1.00 Percent Not Converging : 0.00 *************************** Subcatchment Runoff Summary *************************** ---------------------------------------------------------------------------------------------------------------- -------------- Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ---------------------------------------------------------------------------------------------------------------- -------------- DMA2-D 675.25 0.00 100.16 42.16 522.49 17.24 539.73 2.78 0.23 0.799 DMA1-D 675.25 0.00 70.91 182.46 356.89 74.74 431.64 0.82 0.08 0.639 DMA2-A 675.25 0.00 100.48 19.60 563.78 0.72 564.50 2.15 0.17 0.836 DMA1-A 675.25 0.00 100.88 92.07 482.86 2.43 485.29 13.44 1.19 0.719 ****************** Node Depth Summary ****************** --------------------------------------------------------------------------------- Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet --------------------------------------------------------------------------------- POC1PR OUTFALL 0.00 0.00 0.00 0 00:00 0.00 Out-1 OUTFALL 0.00 0.00 0.00 0 00:00 0.00 Out-2 OUTFALL 0.00 0.00 0.00 0 00:00 0.00 Vault-2 STORAGE 0.04 4.10 4.10 18857 12:05 4.10 Vault-1 STORAGE 0.04 4.42 4.42 15835 16:03 4.41 Detention-Vault1 STORAGE 0.00 4.66 4.66 0 04:12 3.96 Detention-Vault2 STORAGE 0.00 3.53 3.53 0 05:29 3.40 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- POC1PR OUTFALL 0.00 1.27 15835 16:01 0 17.3 0.000 Out-1 OUTFALL 0.00 1.32 0 04:12 0 0.0834 0.000 Out-2 OUTFALL 0.00 0.05 0 05:29 0 0.0181 0.000 Vault-2 STORAGE 0.40 0.40 18857 12:01 4.93 4.93 0.006 Vault-1 STORAGE 1.28 1.28 18857 12:01 14.3 14.3 0.006 Detention-Vault1 STORAGE 5.60 5.60 0 04:07 0.06 0.0835 0.113 Detention-Vault2 STORAGE 1.64 1.64 0 04:07 0.0181 0.0181 0.043 Page 2 1718- POC1-PR-Mit.rpt ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------------- Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------------- Vault-2 0.027 1 0 10 2.510 63 18857 12:05 0.33 Vault-1 0.070 1 0 9 7.703 78 15835 16:02 0.96 Detention-Vault1 0.001 0 0 0 8.134 82 0 04:12 1.32 Detention-Vault2 0.000 0 0 0 2.158 62 0 05:28 0.05 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- POC1PR 8.16 0.02 1.27 17.343 Out-1 0.02 0.03 1.32 0.083 Out-2 0.02 0.01 0.05 0.018 ----------------------------------------------------------- System 2.73 0.06 0.05 17.444 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- Vault2-outlet DUMMY 0.33 18857 12:05 Vault1-outlet(WQ+HMP) DUMMY 0.96 15835 16:03 Vault2-Discharge-Table DUMMY 0.05 0 05:29 Vault1-Discharge-Table DUMMY 1.32 0 04:12 ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. Analysis begun on: Tue Sep 13 15:00:33 2022 Analysis ended on: Tue Sep 13 15:01:22 2022 Total elapsed time: 00:00:49 Page 3 Drainage Study for Aviara Apartments (East) CHAPTER 7 HYDRAULIC MODELS Aviara Apartments East 1 2 Project File: Aviara Apartments SD system.stm 8 9 •• 11 12 3 10 ■ 5 4 Number of lines: 12 Date: 6/28/2022 Storm Sewers v10.30 MyReport Page 1 Line Flow Line Line Line Invert Invert Line HGL HGL Depth Depth Jump HGL HGL Jump Vel Vel Line No. Rate Size Type Length Dn Up Slope Dn Up Dn Up Loe Jmp Dn JmpUp Len Dn Up ID (cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) 1 1.32 18 Cir 240.110 85.99 87.68 0.70 87.55 88.11 j 1.50 0.43** 144.07 87.52 87.40 2.60 0.75 3.15 Line A 2 1.32 18 Cir 6.760 88.01 89.20 17.60 88.18 89.63 0.17 0.43** .... .... .... .... 11.79 3.15 Line A 3 3.89 18 Cir 31.070 89.20 89.57 1.19 93.87 93.91 1.50 1.50 .... .... .... .... 2.20 2.20 Line B 4 1.95 10 Cir 10.300 90.40 92.37 19.13 93.98 94.05 0.83 0.83 .... .... .... .... 3.58 3.58 Line B-1 5 1.95 12 Cir 139.430 90.07 90.79 0.52 93.98 94.34 1.00 1.00 .... .... .... .... 2.48 2.48 Line B 6 0.59 10 Cir 10.630 91.29 93.35 19.38 94.42 94.43 0.83 0.83 .... .... .... .... 1.08 1.08 Line B-2 7 1.35 10 Cir 75.040 91.12 91.75 0.84 94.42 94.66 0.83 0.83 .... .... .... .... 2.48 2.48 Line B 8 1.64 10 Cir 8.116 89.53 89.63 1.23 91.22 91.26 0.83 0.83 .... .... .... .... 3.01 3.01 Line C 9 1.64 10 Cir 1.180 92.15 92.25 8.47 92.43 92.82 0.28 0.57** .... .... .... .... 10.37 4.09 Line C 10 1.09 10 Cir 132.330 92.25 93.57 1.00 92.82 94.03j 0.57 0.46** 13.23 92.85 92.80 2.33 2.72 3.49 Line C 11 0.05 10 Cir 8.250 85.99 86.12 1.58 86.82 86.22 0.83 0.10** .... .... .... .... 0.09 1.45 Line D 12 0.05 10 Cir 6.350 86.45 86.55 1.57 86.53 86.65 0.08 0.10** .... .... .... .... 2.05 1.45 Line D Aviara Apartments East I Number of lines: 12 I Date: 6/28/2022 NOTES: ** Critical depth Storm Sewers Drainage Study for Aviara Apartments (East) CHAPTER 8 HYDROLOGY MAPS AVIARA PKWYL A U R E L T R E E L N CANYON DE LAS ENCINAS OF 2 1 PREPARED BY: CITY OF CARLSBAD, CALIFORNIA AVIARA APARTMENTS EXHIBIT NOTES 1. PER GEOTECH REPORT, GROUNDWATER ENCOUNTERED AT 21.5' 2. THE SITE DOES NOT CONTAIN ANY EXISTING NATURAL HYDROLOGIC FEATURES (WATERCOURSES, SEEPS, SPRINGS, WETLANDS). 3. THIS PROJECT DOES NOT DISTRUB CRITICAL COARSE SEDIMENT YIELD AREAS. PROJECT BOUNDARY DMA BOUNDARY SUBAREA ACREAGE LANDSCAPE /SELF TREATING AREAS HYDROLOGIC SOIL TYPE POINT OF COMPLIANCE STRUCTURAL BMP LEGEND SOIL TYPE BOUNDARY PRE-DEVELOPMENT HMP MAP if I /I I r I 1/ I I I 1/ I ) ) ) 1/ I I I ,----EX. 7 " io I ----- I I I I ' I I I \ I I I I I I I ------EXIST!Nlri-·tA-G- ~~__,.,-/~ rrr yy---,._,._ Q 100 1.49cfs. ,J>---s~:::===t------:---:;--::::-:;---, 202 A= 1.63 ac. Tc= 11.83 min. ~ -------------~ ----,-.. ---------------- -------- 20 0 20 40 60 ~~ SCALE 1 "= 20' ---- I 00.00 ACRES I I I (o\ \~/ 0 ~ 0-------;:- / II HUNSAKER & ASSOCIATES SAN DIEGO, INC PLANNING 'l707 Waples Street ENGINEERING San Diego, Ca 92121 SURVEYING PH(658)558-4500 • FX(658)556-1414 R:\ 1718\Hyd\DR\CAD\ 1718-Drainage Map-EX.dwg[]Jun-21-2022:12:02 MAP 0 ai AVIARA PKWYL A U R E L T R E E L N CANYON DE LAS ENCINAS VAULT #2 VAULT #1 BMP-1 BMP-2 OF 2 2 PREPARED BY: CITY OF CARLSBAD, CALIFORNIA DRAINAGE MAPAVIARA APARTMENTS LEGEND PROJECT BOUNDARY DRAINAGE BOUNDARY INITIAL SUBAREA FLOW DIRECTION AREA HYDROLOGIC SOIL TYPE NODE NUMBER SOIL TYPE BOUNDARY EXHIBIT NOTES 1. PER GEOTECH REPORT, GROUNDWATER ENCOUNTERED AT 21.5' 2. THE SITE DOES NOT CONTAIN ANY EXISTING NATURAL HYDROLOGIC FEATURES (WATERCOURSES, SEEPS, SPRINGS, WETLANDS). 3. THIS PROJECT DOES NOT DISTRUB CRITICAL COARSE SEDIMENT YIELD AREAS. AREA DRAINING AWAY FROM THE SITE SEE LEFTSEE RIGHT-- --------------- ---------- . ---.. --·-·--···--·· . 100.00 ACRES! ® 8 ~2§:J --------- 20 40 SCALE 1 "= 20' 60 I I I I 7 I I if 1; I I 1/ I I I I I I I ------------------I '9s I g'0 I ~ I ~ ~ Q,.,= 7.18CFS A= 1.41AC. I l: = 5.52MIN. 0,,..,. = 1.32 CFS A= 1.41AC. ~ Tc = 7.87 MIN. CONNECT 1 ,o EX. 18" SD 1 I I I I I I I /,--Ex zz Jo I I I I \ 11 \ I I <',1---1\ I I I I I I \ I I --------------- I I I I I I I I I I} I I I I l.. I 105 ,-lL----'-o-,.,-=-5--:. s-=--o -=cFS=--i \ \ .r , A= 1.09AC. \ T = 4.94MIN. 0,..., = 1.32 CFS A= 1.09AC. Tc = 7.00 MIN. \ >< .1 ,,_ I I I I I l'I I 11 L 11 I • I 'f YY:', ' CZn: HEAE/WAL -f I I '1 ~ -85- 90 97.9J FS I 0.12 ACRES I I ~ I ---------_,.._j -. - .... .... .. 97.67 FS 9B.4J RIM 97.J0 FL .... v .. .. .... .... ~ 92 __,, ~ ~ 8 ~ h, 0 .....__ ~ ---------- ~ \ I ~ ~ - I 0.07 ACR~I I I I I I I I I ===l=ta==:a---=+=- 8 \ I I \ \ ---------- ... I ----== -------------------- ---------- -----I I I I I I PLANNING ENGINEERING SURVEYING ----== ----== I I I HUNSAKER & ASSOCIATES SAN DIEGO, INC 'l707 Waples Street San Diego, Ca 92121 PH(658)558-4500 • FX(658)556-1414 I a.OB ACRES I I I I I I I I I "' -....... I / MAP R:\ 1718\Hyd\DR\CAD\ 1718$Drainage Map.dwg□Aug-16-2022:17:43 C 8 I " ~ ..., 0 ai