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HomeMy WebLinkAboutCT 2017-0003; LA COSTA TOWN SQUARE PARCEL 3; HYDROLOGY AND HYDRAULIC STUDY; 2019-10-14• - ---------------- ----- -----.. .. RECORD COPY La Costa Town Square Tentative Map Drainage Study Initial fc';2.f="-W ~ i ~RY TENTATIVE MAP HYDROLOGY & HYDRAULIC STUDY for LA COSTA TOWN SQUARE PARCEL3 2D2.P Date PUD 2017-0004/CT 2017-0003/AMEND 2017-0012 City of Carlsbad, California Prepared for: TRC Retail 4695 MacArthur Court, Suite 700 Newport Beach, CA 92660 (949)662-2144 Prepared by: Hunsaker & Associates 9707 Waples St. San Diego, CA 92121 (858) 558-4500 w.o. 3355-01 October 14th, 2019 10/14/2019 Date H ssociates San Diego, Inc. r.11204\&hydlreporlald\12 ___ 11Q..r2.docx w.o.2393-501 I0/10/20192:51 PM -----------------------------------.. -- La Costa Town Square Tentative Map Drainage Study TABLE OF CONTENTS Chapter 1 -Executive Summary 1.1 Introduction 1.2 Summary of Existing Conditions 1.3 Summary of Developed Condition 1.4 Summary of Results 1.5 References Chapter 2 -Methodology 2.1 County of San Diego Drainage Design Criteria 2.2 Runoff Coefficient Determination Chapter 3 -Soils Data SECTION II Ill Chapter 4-Site Hydrologic Analysis -100-Year Existing Condition V Chapter 5-Site Hydrologic Analysis -100-Year Developed Condition VI Chapter 6 -Attenuation Analysis VII Attachments Attachment A -Existing Condition Hydrology Map Attachment B -Developed Condition Hydrology Map Attachment C -O'Day excerpts for Basin 2 Attachment D -O'Day excerpts for Basin 1 r.11204\&hyd\reports\dr\1204-do-_worklng_r1 .docx w.o.2393-501 12127120181:40 PM .. -- - --------------- --.. ----- ----• -- La Costa Town Square Tentative Map Drainage Study CHAPTER 1 -EXECUTIVE SUMMARY 1.1 -Introduction The La Costa Town Square Parcel 3 is located on La Costa Avenue and across from Calle Timiteo within the City of Carlsbad, California (see Vicinity Map below). The site is approximately 7.2-acre and bounded to the south by La Costa Avenue, the existing Town Center Commercial development to the north, and the west and east by multi-purpose basins provided from the Town Center. The project site was previously graded out with the development of the Town Center Commercial site and so the westerly basin was sized to accommodate developed conditions flows from commercial development and approximately 2.4 acres of Parcel 3. This report will calculate and validate that there is enough storage in said basin to accommodate the 100-year flow and compare results from O'Day's Drainage Study dated August 2014. This study will analyze existing and developed conditions for the 100-year peak runoff rates from the proposed La Costa Town Square development. CITY CITY OF ENC/1 TAS VICINITY MAP NTS Y OF I SAN MARCOS I I\ ___ ...,.I. PROJECT 1 ---2S/TE I r.11204\&hyd\repor1sldr\1204-d-_WOO<lng_r1 .docx w.o.2393-501 12/27/20181:40 PM ----- ------- ------------------------ La Costa Town Square Tentative Map Drainage Study 1.2 -Summary of Existing Conditions The project site is currently a vacant lot that was previously graded by during the Town Center Commercial development of the Town Center to the north {DWG. No 409-4C). That drawing used NGVD29 Datum. Elevations from the plan should be raised by 2.23ft for use on this project with NAVO 88 Datum Runoff from the graded slopes flow south until they are intercepted by a ditch that routes the water to an offsite basin located west of the pad, Basin 2 for this report. Runoff from the graded pad is divided into the westerly drainage and an easterly drainage, the graded road to the pad acting as a divide. Flows from the pad both flow south into their respective desilting basins. The onsite westerly drainage then discharges into Basin 2 from the desilting basin, while the onsite easterly drainage discharges to a basin to the south, Basin 2, adjacent to La Costa Avenue from the desilting basin. Basin 2, according to the O'Day Drainage Study dated August 2014, has an inflow from the western drainage of the pad and the graded slope of 11.3 CFS. That flow however, uses a C factor for a general commercial area as it was originally proposed to be an office area. The basin in total, with the commercial area assumed, has a capacity of 110.7 cfs. Runoff that flows onto the graded street flow south towards La Costa Avenue until they are intercepted by a ditch that routes the runoff into Basin 2. Basin 2 is then routed to an existing 30-inch RCP storm drain. Hydrologic soils found onsite are C and D and can be found in Chapter 3. Per the 2003 County of San Diego criteria, runoff coefficients of 0.36 and 0.41 were assumed for the respective C and D soils. Peak flow from O'Day's, August 2014 report were adopted for existing site are taken from is summarized below in Table 1. TABLE 1 S -ummaryo f E . f C d"f XIS mg on I ions H d I ,, ro ogy B . 1 asm Node Outlet Location Area (Ac) 100 Year Peak Flow* (cfs) 3007-3010 Onsite -East 1.94 8.1 Total -1.94 - TABLE 2 S -ummaryo XIS mg on I ions f E. f C d"f H d I y ro ogy B . 2 asm Node Outlet Location 2062-2068 Offsite-Rancho Santa Fe Road/Commercial 2042-2068 Offsite -Commercial 2055-2068 Onsite -Parcel 3 Total - * total peak flow take Area (Ac) 27.6 4.4 3.5 35.2 100 Year Peak Flow* (cfs) 84.4 18.8 11.3 - r.11204\&hyd\reports\dl\1204-«_woodng_r2.docx w.o.2393-501 7/9120199:19 /W, -----------------------------------• -- La Costa Town Square Tentative Map Drainage Study 1.3 -Summary of Developed Conditions Development of the site will include the construction of 95 units with multi-family residences, clubhouse, and a recreational area, along with the associated streets, sidewalks, utilities and an internal storm drainage system. Runoff from the site will drain to two points of discharge, Basin 1 or Basin 2. Runoff from the area proposed for residential development is collected within the private street inlets into the storm drain system and routed into Basin 2. Based on the revised site plan an additional 2.1 acres was routed to Basin 2. Runoff flowing on the access road is intercepted by a curb inlet just before La Costa Avenue and diverted into Basin 1. For Storm Water Quality refer to the PDP SWQMP for La Costa Town Square Parcel 3. Peak flow from the La Costa Town Square project site is summarized below in Table 2. a e -T bl 3 S ummaryo fD Area Node Outlet Location (Ac) 1000 Basin 2 -Northwest 37.00 2006 Basin 1 -East 0.83 Total -37.83 * Peak flow taken from AES calculations. eve ope dC dT on I ions 100 Year Peak Flow (cfs)* 119.36 9.51 - Attenuated Flow (cfs) 51.07 - - r.\1204\&hyd\leports\dr\1204-«_worklng_r2.docx w.o.2393-501 10/11/20199:25 AM --------- ----------- ----------• --• - La Costa Town Square Tentative Map Drainage Study 1.4 -Summary of Results According to O'Day's Drainage Report dated August 2014, the unattenuated proposed 0100 for the Offsite West Basin is 110.7 CFS. This flow accounts for approximately 2.1 acres of the onsite area (Parcel 3) being developed into a commercial area with a coefficient of 0.82. In the H&A analysis, the runoff coefficient was changed to 0.71 to match the revised residential plan. The revised H&A unattenuated proposed flow per this study is 119.36 cfs and the attenuated flow from Basin 2 is 51.07 cfs. Based on this study the attenuated flow for the Offsite Basin 2 is less than O'day's existing conditions flow of 54.8 cfs before the commercial project was developed so the project does not increase the peak 0100. The peak 0100 flow to Basin 1 on the east (near La Costa Ave.) is also less than O'day's proposed conditions. Therefore, further attenuation analysis of the basin was not required. In existing conditions, Basin 2 receives approximately 34.5 acres from the commercial site and 2.5 acres from LCTS project site. As shown in Table 2 on the previous page, the rational method predicts an unattenuated developed condition peak flow of 118.91 cfs. Peak flow rates listed were generated based on criteria set forth in "San Diego County Hydrology Manual, 2003" (methodology presented in Chapter II of this report). Rational Method output is located in Chapter IV and V. Final storm drain, inlet and rip rap design details will be provided at the final engineering stage of the development. T bl a e4-s IC ummary ompaIrson o fE. . &D xIstmg eve ope dC d". on ItIons Existing Existing H&A O'Day's O'Day's H&A Proposed Existing Proposed Proposed 100 Node Node Outlet Location Area (O'day) (ac.) 3009 2006 Basin1-La Costa Ave. 6.00 2068 1000 Basin2 -West 35.5 Total --41.5 * Attenuated Flows Proposed 100 Year Area (ac.) (cfs) 0.83 73.4 37.00 54.8 37.83 - 100 Year Year flow from (cfs)* (cfs) 28 9.51 49.9 51.07* - - r.11204\&hyct.reports\dr\1204-dr_worklng_r2.docx w.o.2393-501 10/11/20199:25 AM -.. ----------- --- --- ----------• --• -- La Costa Town Square Tentative Map Drainage Study 1.5 -References "San Diego County Hydrology Manual': County of San Diego Department of Public Works -Flood Control Section; June 2003. "Hydrology Study for La Costa Town Square C. T. 01-09': O'Day Consultants, Inc.; August 2014. r.11204\&hyd'\leports\cl\1204-«_wo<ldng_r1.docx w.o.2393-501 12127120181:40 PM ... ------------------------------ • --- • - La Costa Town Square Tentative Map Drainage Study CHAPTER2 METHODOLOGY r.11204\&hyd\Aoports~1204-dr_wor1dng_r1 .docx w.o.2393-501 12/27120181:40 PM -----.. ---------------------- ------ La Costa Town Square Tentative Map Drainage Study Modified Rational Method Hydrologic Analysis Computer Software Package -AES-2015 Design Storm -100-year return interval Land Use -Multi-family residential onsite; Soil Type -Hydrologic soil group C & D was assumed for all areas. Group C soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D soils 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. Runoff Coefficient -In accordance with the County of San Diego standards, runoff coefficients were based on land use and slope. Rainfall Intensity-Initial time of concentration values were determined using the County of San Diego standards. The rainfall intensity-duration-frequency curve for the San Diego County was used to determine rainfall intensities. 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 0.5 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: r.11204\&hyd'veports\dr\ 1204-dl-_ wor1clng_r1 .docx w.o.2393-501 12/27/20181:40 PM ---.. -- -- ---.... -------•• -- ------• ----- La Costa Town Square Tentative Map Drainage Study (1) Subdivide the watershed into an initial subarea (generally 1 lot) and subsequent subareas, which are generally less than 10 acres in size. Assign upstream and downstream node numbers to each subarea. (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 =CI A. (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 Confluence analysis at node. 1. 2. 3. Initial subarea analysis (including time of concentration calculation). 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, r.l 1204\&hyd'veports\dr\120kl,-_worklng_r1 .docx w.o.2393-501 12127120181:40 PM --- ---.. - -- --• -• -.. .. ... - ---- ------- La Costa Town Square Tentative Map Drainage Study (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. (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. r:11204\&hydlrepo<tsldrl 1204-dr _ WOl1dng_r1 .dacx w.o.2393-501 12!27120181:40 PM - ----- ---• -----• ------------------• - La Costa Town Square Tentative Map Drainage Study CHAPTER2 METHODOLOGY -RATIONAL METHOD PEAK FLOWRATE DETERMINATION (ULTIMATE CONDITIONS) 2.1 -100-Year, 6-Hour Rainfall lsopluvial Map r.11204\&h)'dlreportsldr\ 1204-dr.doc w.o.2393-601 6/28/20172:03 PM ~ ~ e:: ~ f "' -:,-~ g ~ ~ ~ 33·~ ~·~-. I I . I H -t I I • r.rnmtv~~ . . . . _ + _ 33•30' t~~i~~~~~<::\ \ 33•15• C. .. :.-::./ /•·~.-.~-:::;1; ~ <:>) Cl -· -..ir--·•.:: ... •·····~--·-··<Kl '~ \"•·-~(J..;~:·:;~·::::)·· .... : ........ } ........ ::·<:<~'·. . 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N ,,.. ...... ~WITHOU'rW,-,«TTOFIM'flOIC),UTMOl~ 4 "'-'""""""""""'_,.,.,,.......,w_,.. s 0,lilBICN,IIHl'MUT'I/IIGFm«Ul'ORAl'NtTlCI.I.Nll'U¥OI€. °"""'9Na..cl$.M~..._._, n.,__....,(llOllllo~--NSNOIG,..._ E ~~...,,-•_......-... --~-$lr,IOIO, n....,..., ____ .... .,._,__ ....... ..,,.,.,n-........... 3 0 3Mlles ~ ----- -------------.. --------------• --- La Costa Town Square Tentative Map Drainage Study CHAPTER2 METHODOLOGY -RATIONAL METHOD PEAK FLOWRATE DETERMINATION (ULTIMATE CONDITIONS) 2.2 -Runoff Coefficient Determination r.11204\&hyd\n!ports\d~ 1204-dr.doc w.o.2393-601 6128/20172:03 PM I I I t (I • I I I I San Diego County Hydrology Manual Date: June 2003 I I I I I I I t I ! I I I I I I I I Section: Page: Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use I 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 (LOR) Residential, 1.0 DU/A or less 10 0.27 0.32 Low Density Residential (LOR) Residential, 2.0 DU/A or less 20 0.34 0.38 Low Density Residential (LOR) Residential, 2.9 DU/A or less 25 0.38 0.41 Medium Density Residential (MOR) Residential, 4.3 DU/A or less 30 0.41 0.45 Medium Density Residential (MOR) Residential, 7.3 DU/A or less 40 0.48 0.51 Medium Density Residential (MOR) Residential, I0.9 DU/A or less 45 0.52 0.54 Medium Density Residential (MOR) Residential, 14.5 DU/ A or less 50 0.55 0.58 High Density Residential (HOR) Residential, 24.0 DU/A or less 65 0.66 0.67 High Density Residential (HOR) 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 I I 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 I I I I 3 6of26 D 0.35 0.41 0.46 0.49 0.52 0.57 0.60 0.63 m!l 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 I I I I -----.. ... -------.. ----------------------- La Costa Town Square Tentative Map Drainage Study ~ .... ,_. __ CHAPTER3 SOILS DATA r.11204\&hi,l\repo,tsldr\1204-dr.doc w.o.2393,501 6128/20172:03 PM Hydrologic Soil Group-San Diego County Area, California 33" 4'53" N I I I· i 2 I fil I !il l3"4'4S"N I 4781!il 4781!D ~ i., ;!; 47818) 4711210 478340 4711210 478340 Map Scale: 1: 1,630 f prirte1 on A lan:!s:;4)e (11" x 8S) sheet. 478270 478:Dl 478:D) 478270 478:Dl 478lJ) ~ N ----=====-------=======~ 0 20 40 8J 120 ---====------=====feet 0 9J 100 a:x> :m A Map pojectia1: Wi!b Mert:allr Canenxxxdr.ates: WGS84 Edge tics: UTM Za1e 11N WGS84 USDA Natural Resources em Conservation Service Web Soil Survey National Cooperative Soil Survey 478l!IJ 478l!IJ 478l!IJ 47842) 478450 478l!IJ 47842) 478450 47848:) 4784B) ~ ~ tl ~ i!: ~ ti ~ I i I I i I fil I !il I 5/30/2017 Page 1 of4 33" 4'S3"N 33" 4'4S"N USDA --Hydrologic Soil Group-San Diego County Area, California MAP LEGEND MAP INFORMATION Area of Interest (AOI) D Area of Interest {AOI) Soils Soil Rating Polygons D A D AID DB D BID D C □ CID D D D Not rated or not available Soil Rating Lines -A -AID -B -BID -C -CID -D --Not rated or not available Soil Rating Points ■ A ■ AID ■ B ■ BID Natural Resources Conservation Service ■ C ■ CID ■ D C Not rated or not available Water Features ,,.._, Streams and Canals Transportation +++ Rails ,,.., Interstate Highways ,,.., US Routes Major Roads Local Roads Background • Aerial Photography Web Soil Survey National Cooperative Soil Survey The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: San Diego County Area, California Survey Area Data: Version 10, Sep 12, 2016 Soil map units are labeled (as space allows) for map scales 1 :50,000 or larger. Date(s) aerial images were photographed: Nov 3, 2014-Nov 22,2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 5/30/2017 Page 2 of 4 • .. • • - • • • -- ---------------------• -• -- Hydrologic Soil Group-San Diego County Area, California Hydrologic Soil Group Hydrologlc Soll Group-Summary by Map Unit-San Diego County Area, Callfomla (CA638) Map unit symbol Map unit name Rating AtE Altamont clay, 15 to 30 C percent slopes, warm MAAT, MLRA 20 HrO2 Huerhuero loam, 9 to 15 D percent slopes, eroded SnG San Miguel-Exchequer D rocky silt loams, 9 to 70 percent slopes Totals for Area of Interest Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey AcreslnAOI 3.3 3.7 0.1 7.1 Percent of AOI 46.3% 52.3% 1.4% 100.0% 5/30/2017 Page 3 of 4 .. - -- • --- --- -----------------• -- • Hydrologic Soil Group-San Diego County Area, California Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes {AID, B/D, and CID). The groups are defined as follows: Group A. Soils having a high infiltration rate {low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate {high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (AID, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/30/2017 Page4 of4 -• .. ... -.. .. ------------------------------- La Costa Town Square Tentative Map Drainage Study CHAPTER4 100 YEAR EXISTING CONDITIONS HYDROLOGY ANALYSIS r.\1204\&hyd\n,po,1slct\1204-dr_wor1dng.docx w.o.2393-501 4127/201812:34 PM ---.. --------... ------------------------ La Costa Town Square Tentative Map Drainage Study EXISITNG CONDTIONS HYDROLGY FOR THIS WAS ADOPTED FROM HYDROLOGY STUDY FOR LA COSTA TOWN SQUARE C.T. 01-09", O'DAY CONSULTANTS, INC.; AUGUST 2014. TO MATCH FLOWS FORM DEVELOPED CONDITIONS ANALYSIS FROM COMMERCIAL DEVELOPMENT SEE ANALYSIS IN ATTACHMENT C r.11204\&hymports\dr\1204-<r_worklng.docx w.o.2393-501 4127/201812:34 PM • --- -----------------------.. --- -• -- La Costa Town Square Tentative Map Drainage Study CHAPTER 5 100 YEAR DEVELOPED CONDITIONS HYDROLOGY ANALYSIS r.11204\&hyd\teports\dr\1204-dr.doc w.o.2393-501 6/28/20172:03 PM I I I I I I I ' • • I I PR-100 •••••••••••••••••••••••••••••••••• * •••• * •••••••••••••••••••••• * ••••••••••••• RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MM.JAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1239 Analysis prepared by: •••••• .. ••••********''""*"'*** DESCRIPTION OF SlUDY ************************** • PROPOSED CONDITIONS 100 YEAR * LA COSTA * ••••••••••••••••••••••••••••••• * •••••••••••••••••••••••• ** ••••••••••••••• FILE NAME: H: \AE52010\1204 \PRl \PR-100. DAT TIME/DATE OF STUDY: 09:16 10/11/2019 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.900 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "("-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) 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 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.* BEGIN 1000 SERIES ............................................................................ FLOW PROCESS FROM NODE 1002.00 TO NODE 1004.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< =======================================-=-======== NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.5. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 336.00 DOWNSTREAM ELEVATION(FEET) 330. 00 ELEVATION DIFFERENCE(FEET) = 6.00 Page 1 I j I • t • • • ' PR-100 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7 .430 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.918 SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) 0.29 FLOW PROCESS FROM NODE 1004.00 TO NODE 1006.00 IS CODE = 51 »>»COvtPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 330.00 DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) 787 .00 CHANNEL SLOPE = CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 1.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.863 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = • 3500 SOIL CLASSIFICATION IS "D" S.C.5. CURVE NUMBER (AMC II) = 88 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) AVERAGE FLOW DEPTH(FEET) = 0.31 TRAVEL TIME(MIN.) Tc(MIN.) = 10.08 0.94 4.96 2.65 ,. 309.00 0.0267 SUBAREA AREA(ACRES) = 0. 76 SUBAREA RUNOFF(CFS) 0.350 1. 29 AREA-AVERAGE RUNOFF COEFFICIENT = TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) 1.53 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH( FEET) = 0. 37 FLOW VELOCITY( FEET /SEC.) 5. 62 LONGEST FLOWPATH FROM NODE 1002.00 TO NODE 1006.00 = 887. 00 FEET • ........ ........ ... ...... ............................. .. ...... ........ ..... . FLOW PROCESS FROM NODE 1006. 00 TO NODE 1018. 00 IS CODE = 31 »»>CCJl'IPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ============================================:================== ELEVATION DATA: UPSTREAM(FEET) = 309.00 DOWNSTREAM(FEET) 279.90 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18. 0 INCH PIPE IS 2. 3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.85 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 1. 53 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 10.29 LONGEST FLOWPATH FROM NODE 1002.00 TO NOOE 1018.00 = 1037.00 FEET. FLOW PROCESS FROM NODE 1018.00 TO NODE 1018.00 IS CODE = »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ================-======--------------===========:==== TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10. 29 RAINFALL INTENSITY(INCH/HR) = 4. 80 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.53 ............................................................................ FLOW PROCESS FROM NODE 1010.00 TO NODE 1012.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ====================================-=------------*USER SPECIFIED(SUBAREA): RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT= .7100 S.C.S. CURVE NUMBER (AMC II) = 88 Page 2 r~ r-·"11 w·' ' 1 ' 1 ' 1 f PR-100 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80,00 UPSTREAM ELEVATION(FEET) = 320,00 001.\'!STREAM ELEVATION(FEET) = 299.60 ELEVATION DIFFERENCE(FEET) = 20,40 SUBAREA OVERLANO TIME OF FLOW(MIN,) = 2,915 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10,%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7,641 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0,60 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0,60 •••• * ••••••••• ** ••••••••••••••••••••••••••••••••••••••••••••• ** ••••••••••••• FLOW PROCESS FROM NODE 1012,00 TO NODE 1014,00 IS CODE = 62 »»>CCJl'IPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<« >»»(STREET TABLE SECTION # 1 USED)««< == === = ==== =--------== === == =------ -------== ====== ------UPSTREAM ELEVATION(FEET) = 299,60 DOWNSTREAM ELEVATION(FEET) = 294,00 STREET LENGTH(FEET) = 482,00 CURB HEIGHT(INCHES) = 6,0 STREET HALFWIDTH(FEET) = 30,00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 20,00 INSIDE STREET CROSSFALL(DECIMAL) = 0,018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0,018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0,020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 ''TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 8.13 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0,38 HALFSTREET FLOOD WIDTH(FEET) = 12.30 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.63 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.01 STREET FLOW TRAVEL TIME(MIN.) = 3.05 Tc(MIN,) = 5,97 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6,817 *USER SPECIFIED( 5UBAREA) : NEIGHBORHOOD CG'IMERCIAL RUNOFF COEFFICIENT = , 7100 5,C.5, CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0. 710 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) 15,00 TOTAL AREA(ACRES) = 3.2 PEAK FLOW RATE(CFS) 15,54 END OF 5UBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.21 FLOW VELOCITY(FEET/SEC.) = 3.06 DEPTH*VELOCITY(FT*FT/SEC.) = 1.38 LONGEST FLOWPATH FROM NODE 1010,00 TO NODE 1014,00 = 562,00 FEET. •••••• * ••••••••••••••••••••••••••• ** ••• * •••••••••••••••••••••••••••••• *. ** •• FLOW PROCESS FROM NODE 1014,00 TO NODE 1018,00 IS CODE = 31 »»>Co-tPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ================:::==============:=============================== ELEVATION DATA: UPSTREAM(FEET) = 294.00 DOWNSTREAM(FEET) 279.90 FLOW LENGTH(FEET) = 488,00 MANNING'S N = 0,013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13,3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.13 ESTIMATED PIPE DIAMETER(INCH) = 18,00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 15,54 PIPE TRAVEL TIME(MIN,) = 0,73 Tc(MIN,) = 6,70 LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1018,00 = 1050,00 FEET, **************************************************************************** FLOW PROCESS FROM NOOE 1018, 00 TO NODE 1018, 00 IS CODE = 1 Page 3 I r I I I I I I I I I • I i I I • ' • PR-100 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ========================:====================:======= TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6, 70 RAINFALL INTENSITY(INCH/HR) = 6.33 TOTAL STREAM AREA(ACRES) = 3.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15,54 FLOW PROCESS FROM NODE 1015, 00 TO NOOE 1016, 00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ========================-------------============-*USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = , 7100 5.C.5. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 45,00 UPSTREAM ELEVATION(FEET) = 291.00 DOWNSTREAM ELEVATION(FEET) = 290,S0 ELEVATION DIFFERENCE(FEET) = 0,50 SUBAREA OVERLAND TIME OF FLOW(MIN,) = 4,547 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7 .641 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE, SUBAREA RUNOFF(CFS) = 0,11 TOTAL AREA(ACRES) = 0,02 TOTAL RUNOFF(CFS) = 0,11 FLOW PROCESS FROM NODE 1016,00 TO NODE 1017 ,00 IS CODE = 62 »»>C~PUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »>»(STREET TABLE SECTION # 1 USED)««< ====================================================== UPSTREAM ELEVATION(FEET) = 290,50 DOWNSTREAM ELEVATION(FEET) 290,00 STREET LENGTH(FEET) = 80.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30,00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 20,00 INSIDE STREET CROSSFALL(DECIMAL) = 0,018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0,020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 '*TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 1.47 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0,27 HALFSTREET FLOOD WIDTH(FEET) = 5.84 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.47 PRODUCT OF DEPTH&VELOCITY(FT'FT /SEC.) = 0, 39 STREET FLOW TRAVEL TIME(MIN.) = 0.91 Tc(MIN,) = 5,45 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7,225 'USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = , 7100 5.C.5. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0, 710 SUBAREA AREA(ACRES) = 0,53 SUBAREA RUNOFF(CFS) 2, 72 TOTAL AREA(ACRES) = 0,S PEAK FLOW RATE(CFS) 2,82 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0,32 HALFSTREET FLOOD WIDTH(FEET) 8.66 FLOW VELOCITY(FEET/SEC.) = 1.63 DEPTH*VELOCITY(FT*FT/SEC.) 0.52 LONGEST FLOWPATH FROM NODE 101S,00 TO NOOE 1017.00 = 125.00 FEET. Page 4 ,i • I • & r'I w-· 11 W I f I ' 1 PR-100 ~-·· ... I 1 FLOW PROCESS FROM NOOE 1017.00 TO NOOE 1018.00 IS CODE 31 »»>(0,,PUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ========:::====================================================== f ELEVATION DATA: UPSTREAM(FEET) = 285.00 DOWNSTREAM(FEET) 279.90 FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.011 ESTIMATED PIPE OIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6. 76 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 2.82 PIPE TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 6.19 LONGEST FLOWPATH FROM NODE 1015.00 TO NODE 1018.00 = 425.00 FEET. ............................................................................ FLOW PROCESS FROM NOOE 1018.00 TO NOOE 1018.00 IS CODE »»>DESIGNATE It-OEPENDENT STREAM FOR CONFLUENCE«<« >»»Afll> Co-'IPUTE VARIOUS CONFLUENCED STREAM VALUES««< ===================================================== TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 6.19 RAINFALL INTENSITY(INCH/HR) = 6.66 TOTAL STREAM AREA(ACRES) = 0.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.82 ** CONFLUENCE DATA "'* STREAM RUNOFF NUMBER (CFS) 1.53 15.54 2.82 TC (MIN.) 10.29 6. 70 6.19 INTENSITY (INCH/HOOR) 4.798 6.327 6.656 AREA (ACRE) 0.90 3.21 0.55 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK STREAM NUMBER 1 2 3 FLOW RATE TABLE ** RUNOFF Tc (CFS) (MIN.) 18.11 6.19 19.22 6. 70 15.3S 10.29 INTENSITY (INCH/HOOR) 6.656 6.327 4.798 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.22 Tc(MIN.) = 6.70 TOTAL AREA(ACRES) = 4. 7 LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1018.00 = 1050 .00 FEET. •••••••••• ** ••• * •••••••••••••••••••••• * •••••••••••••••• * •••••••••••••••••••• FLOW PROCESS FROM NODE 1018. 00 TO NODE 1000. 00 IS CODE 31 »>»CCNPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ===== === =-=----------=== ===---------- -----====== == === === =-=----ELEVATION DATA: UPSTREAM(FEET) = 279.90 DOWNSTREAM(FEET) 270.40 FLOW LENGTH(FEET) = 67.00 MANNING'S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 24.69 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 19.22 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 6. 74 LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1000.00 = 1117 .00 FEET. Page 5 I I I f I I I I I I I I I • I ' • PR-100 , ..... ~ FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS COOE = »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ===================================================== TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6. 74 RAINFALL INTENSITY(INCH/HR) = 6.30 TOTAL STREAM AREA(ACRES) = 4.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.22 THE FOLLOWING CODE 7 IS FROM ODAY DRAINAGE REPORT NOOE 2042 TO 2068 FLOW PROCESS FROM NODE 2042.00 TO NODE 2068.00 IS CODE = »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< ====================================:::==:=:::===;;;========= USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.62 RAIN INTENSITY(INCH/HOUR) = 5.38 TOTAL AREA(ACRES) = 4. 39 TOTAL RUNOFF(CFS) = 18. 75 ,i FLOW PROCESS FROM NODE 2068.00 TO NODE 1000.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< -----------------------------------------------------TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.62 RAINFALL INTENSITY(INCH/HR) = 5.38 TOTAL STREAM AREA(ACRES) = 4.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18. 75 THE FOLLOWING CODE 7 IS FROM ODAY DRAINAGE REPORT NODE 2067 TO 2068 FLOW PROCESS FROM NODE 2067. 00 TO NODE 2068. 00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NOOE««< ------------------------------------------------------USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 9.23 RAIN INTENSITY(INCH/HOOR) = 5.15 TOTAL AREA(ACRES) = 27.62 TOTAL RUNOFF(CFS) = 84.38 FLOW PROCESS FROM NODE 2068.00 TO NOOE 1000.00 IS CODE = »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STRE.N-1 VALUES<«« ===================================================== TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR IM'.JEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.23 RAINFALL INTENSITY(INCH/HR) = 5.15 TOTAL STREAM AREA(ACRES) = 27.62 PEAK FLOW RATE(CFS) AT CONFLUENCE = 84.38 Page 6 I i • • • .. .. r·, r'W I I r I I I PR-100 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 19.22 6. 74 6.300 4.66 2 18.75 8.62 5.377 4.39 3 84.38 9.23 5.145 27 .62 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORPIJLA USED FOR 3 STREAMS. •• PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 95.54 6. 74 113.96 118.02 8.62 9.23 INTENSITY (INCH/HOUR) 6.300 5.377 5.145 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 118.02 Tc(MIN.) = 9.23 TOTAL AREA(ACRES) = 36. 7 ' 1 f LONGEST FLOWPATH FROM OODE 1010.00 TO NODE 1000.00 = 1117 .00 FEET • ............................................................................ FLOW PROCESS FROM OODE 1000. 00 TO NODE 1000. 00 IS CODE = 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEt-ORY BANK # 1 ««< FLOW PROCESS FROM NOOE 1003. 00 TO NOOE 1005. 00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ===================================-----========== 'USER SPECIFIED(SUBAREA): NEIGHBORHOOO COMMERCIAL RUOOFF COEFFICIENT = • 7100 5.C.5. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 48.00 UPSTREAM ELEVATION(FEET) = 291.00 DOWNSTREAM ELEVATION(FEET) = 288.00 ELEVATION DIFFERENCE(FEET) = 3.00 SUBAREA OVERLAND TIME OF FLOW{MIN.) = 2.641 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7 .641 OOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.11 ••••••••••••••••••••••• * •••••••••••••••••••••••••••••••••••••••••••••••••••• FLOW PROCESS FROM OODE 1005. 00 TO OODE 1007. 00 IS CODE = 52 >»»CC»lPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ==============-------========================= ELEVATION DATA: UPSTREAM(FEET) = 288.00 DOWNSTREAM(FEET) = 280.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 242.00 CHANNEL SLOPE = 0.0331 OOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.11 FLOW VELOCITY(FEET /SEC) = 2. 73 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.48 Tc(MIN.) = 4.12 LONGEST FLOWPATH FROM OODE 1003.00 TO NODE 1007.00 = 290.00 FEET. ............................................................................ FLOW PROCESS FROM OODE 1005. 00 TO NODE 1007. 00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< == == = === == === === == =====: == == == == == == == == == === = ===--100 YEAR RAINFALL INTENSITY( INCH/HOUR) = 7. 641 OOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. Page 7 I I I f I I I I I I I l I • PR-100 'USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = • 7100 5.C.5. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0. 7100 SUBAREA AREA(ACRES) 0.04 SUBAREA RUOOFF(CFS) TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = TC(MIN.) = 4.12 I 0.22 0.33 ' • FLOW PROCESS FROM NOOE 1007 .00 TO NOOE 1021.00 IS CODE = 31 »»>C0'1PUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATEO PIPESIZE (OON-PRESSURE FLOW)«<« =============================================================== ELEVATION DATA: UPSTREAM(FEET) = 280.00 DOWNSTREAM(FEET) 276.00 FLOW LENGTH(FEET) = 185.00 MANNING"S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1. 7 INCHES PIPE-FLOW VELOCITY(FEET /SEC.) = 3 .87 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 0.33 PIPE TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) = 4.92 LONGEST FLOWPATH FROM NOOE 1003.00 TO NODE 1021.00 = 475.00 FEET. FLOW PROCESS FROM NODE 1021.00 TO NOOE 1021.00 IS CODE = »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ===================================================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR It-DEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 4.92 RAINFALL INTENSITY(INCH/HR) = 7 .64 TOTAL STREAM AREA(ACRES) = 0. 06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.33 FLOW PROCESS FROM NODE 1019.00 TO NODE 1020.00 IS COOE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« ================================================== 'USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = • 7100 5.C.5. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 45.00 UPSTREAM ELEVATION(FEET) = 295.00 DOWNSTREAM ELEVATION(FEET) = 294.00 ELEVATION DIFFERENCE(FEET) = 1.00 5UBAREA OVERLAND TIME OF FLOW(MIN.) = 3.609 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7 .641 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.03 TOTAL RUOOFF(CFS) = 0.15 FLOW PROCESS FROM NODE 1020. 00 TO NOOE 1021. 00 IS CODE = 62 »»>C<l-1PUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)«<« ====================================================== UPSTREAM ELEVATION(FEET) = 294.00 DOWNSTREAM ELEVATION(FEET) 276.00 STREET LENGTH(FEET) = 193.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 Page 8 20.00 ~ • • • .. • rw 1r~. • • I 1 I I PR-100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 I 1 I Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 0.91 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOO WIDTH(FEET) = 2.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6. 63 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.31 STREET FLOW TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 4.09 100 YEAR RAINFALL INTENSITY(INCH/fOUR) = 7 .641 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): NEIGHBORHOOO C~ERCIAL RUNOFF COEFFICIENT = • 7100 S. C. S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0. 710 SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) 1.52 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) 1.67 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) 2.00 FLOW VELOCITY(FEET /SEC.) = 6.63 DEPTH*VELOCITY(FT*FT/SEC.) = 1. 31 LONGEST FLOWPATH FROM NODE 1019.00 TO NODE 1021.00 = 238.00 FEET. FLOW PROCESS FROM NODE 1021. 00 TO NODE 1021. 00 IS CODE = 1 »>»DESIGNATE U.DEPENDENT 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.) = 4.09 RAINFALL INTENSITY(INCH/HR) = 7. 64 TOTAL STREAM AREA(ACRES) = 0.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.67 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 0.33 1.67 Tc (MIN.) 4.92 4.09 INTENSITY (INCH/HOUR) 7 .641 7 .641 AREA (ACRE) 0.06 0.31 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. *"' PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1.94 4.09 1.99 4.92 INTENSITY (INCH/HOUR) 7 .641 7 .641 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.99 TC(MIN.) = TOTAL AREA(ACRES) = 0.4 LONGEST FLOWPATH FROM NODE 1003.00 TO NODE 4.92 1021.00 = 475. 00 FEET • •• •• • • • • • • •• •• • • • • • • * •••••••••••••••••••••••••••••••••• * •••••••••••• * * ••• * •• FLOW PROCESS FROM NODE 1021. 00 TO NODE 1000. 00 IS CODE = 31 »>»CG1PUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< == == - ---------------------------------------------------- ------ELEVATION DATA: UPSTREAM(FEET) = 276.00 DOWNSTREAM(FEET) = 270.40 Page 9 I I I I I I I I I I I I I t I i I j PR-100 FLOW LENGTH(FEET) = 35.00 MANNING"S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.5 INCHES PIPE-FLOW VELOCITY(FEET /SEC.) = 13 .46 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 1.99 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 4.96 LONGEST FLOWPATH FROM NODE 1003.00 TO NODE 1000.00 = 510.00 FEET. FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY«<« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 1.99 4.96 7.641 LONGEST FLOWPATH FROM NODE 1003.00 TO NODE ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 118.02 9.23 5.145 LONGEST FLOWPATH FROM NODE 1010.00 TO NODE •• PEAK FLOW RATE TABLE •• STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 65.40 4.96 119.36 9.23 INTENSITY (INCH/HOUR) 7 .641 5.145 AREA (ACRE) 0.37 1000.00 = AREA (ACRE) 36.67 1000.00 = COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 119.36 Tc(MIN.) = 9.23 TOTAL AREA(ACRES) = 37 .0 BEGIN DRAINAGE AREA 2 510.00 FEET. 1117.00 FEET. FLOW PROCESS FROM NODE 2002.00 TO NODE 2004.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< --------------------------------------------------'USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = . 8500 5.C.5. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 54.00 UPSTREAM ELEVATION(FEET) = 293.00 DOWNSTREAM ELEVATION(FEET) = 290.00 ELEVATION DIFFERENCE(FEET) = 3.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.867 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7 .641 NOTE: RAINFALL INTENSITY IS BASED ON TC = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.32 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.32 FLOW PROCESS FROM NODE 2004.00 TO NODE 2005.00 IS CODE = 62 »»>CC"1PUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< Page 10 j • • • ... .. ar·· I I" I I" I • • I I I I I PR-100 UPSTREAM ELEVATION(FEET) = 290.00 DOi.t-lSTREAM ELEVATION(FEET) = 275.00 STREET LENGTH(FEET) = 75.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSS FALL (DECIMAL) = 0. 018 SPECIFIED NLMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 0.65 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 2.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 9.71 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.93 STREET FLOW TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) 2 .00 100 YEAR RAINFALL INTENSITY(INCH/IOUR) = 7. 641 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = • 7100 S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0. 751 SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.65 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) 0.98 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) 2.00 FLOW VELOCITY(FEET/SEC.) = 9.71 DEPTH*VELOCITY(FT*FT/SEC.) = 1.93 LONGEST FLOWPATH FROM NODE 2002.00 TO NODE 2005.00 = 129.00 FEET. .,.. .................................... ,.. .................................... . FLOW PROCESS FROM NODE 2005. 00 TO NODE 2006. 00 IS CODE 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »»>USH,Xj COMPUTER-ESTIMATED PIPESIZE (OON-PRESSURE FLOW)««< ========:====================================================== ELEVATION DATA: UPSTREAM(FEET) = 275.00 DOWNSTREAM(FEET) 269.00 FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.33 ESTIMATED PIPE OIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 0,98 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 2.33 LONGEST FLOWPATH FROM NOOE 2002.00 TO NOOE 2006.00 = 254.00 FEET. •••••••••••••••••••••• ** •••••••• ** ** •••••••••••••••••••••••••••••••••••••••• FLOW PROCESS FROM NODE 2005.00 TO NOOE 2006.00 IS CODE 81 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« ==================================================== 100 YEAR RAINFALL INTENSITY(INCH/IOUR) = 7.641 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. RESIDENTIAL (1. OU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4799 SUBAREA AREA(ACRES) = 0.66 SUBAREA RUNOFF(CFS) = 2.07 TOTAL AREA(ACRES) = 0.8 TOTAL RUNOFF(CF5) = 3.04 TC(MIN.) = 2.33 ** ** * * * * * * * * * * *. ** *. * * * * ** ** * * * * ** ** ** * * * * * * ** * * * * * * *** * *. ** * ••• * * * * * * *. * * * * FLOW PROCESS FROM NODE 2006.00 TO NODE 2000.00 IS CODE = 31 Page 11 I I I I I I I I I I I I I ' I I I I I PR-100 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< =============================================================== ELEVATION DATA: UPSTREAM(FEET) = 269.00 OOWNSTREAM(FEET) 260.00 FLOW LENGTH(FEET) = 340.00 MANNING'S N = 0.013 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.) = 7 .17 ESTIMATED PIPE OIAMETER(INCH) = 18.00 NLMBER OF PIPES = PIPE-FLOW(CFS) = 3.04 PIPE TRAVEL TIME(MIN.) = 0.79 TC(MIN.) = 3.12 LONGEST FLOWPATH FROM NOOE 2002.00 TO NODE 2000.00 = 594.00 FEET. FLOW PROCESS FROM NOOE 2000.00 TO NOOE 2000.00 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.) = 3.12 RAINFALL INTENSITY(INCH/HR) = 7. 64 TOTAL STREAM AREA(ACRES) = 0.83 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.04 FLOW PROCESS FROM NODE 2010.00 TO NODE 2012.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« ================================================== RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = • 7100 SOIL CLASSIFICATION IS "D" 5.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 97 .00 UPSTREAM ELEVATION(FEET) = 280.00 DOWNSTREAM ELEVATION(FEET) = 279.50 ELEVATION DIFFERENCE(FEET) = 0.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.219 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 50.46 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.637 SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.66 FLOW PROCESS FROM NODE 2012. 00 TO NODE 2000. 00 IS CODE = 62 >»»CC"1PUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >»»(STREET TABLE SECTION # 1 USED)««< ------------------------------------------------------UPSTREAM ELEVATION(FEET) = 279.50 DOWNSTREAM ELEVATION(FEET) 263.00 STREET LENGTH(FEET) = 891.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(OECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = Page 12 4.30 I .. a ... • W I .. . ■ I I I I I PR-100 STREET FLOW MCJOEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOO WIDTH(FEET) = 11.37 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3 .19 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 1.17 I STREET FLOW TRAVEL TIME(MIN.) = 4.65 Tc(MIN.) = 10.87 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.629 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. 785 1 SUBAREA AREA(ACRES) = 1.97 SUBAREA RUNOFF(CFS) 7.20 I TOTAL AREA(ACRES) = 2.1 PEAK FLOW RATE(CFS) 7.66 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.65 FLOW VELOCITY(FEET /SEC.) = 3.63 DEPTH'VELOCITY(FT'FT/SEC.) = 1. 54 LONGEST FLOWPATH FROM NODE 2010.00 TO NODE 2000.00 = 988.00 FEET. •• ** ** •••••••••••••••••••••••••••••••••••• * ••• * •••• * ** •••• * * •••••••••••• ** •• .. FLOW PROCESS FROM NODE 2000.00 TO NODE 2000.00 IS CODE = 1 »»>DESIGNATE Hl)EPENDENT STREAM FOR CONFLUENCE«<« »>»AID CCJ-1PUTE VARIOUS CONFLUENCED STREAM VALUES««< ===================================================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.87 RAINFALL INTENSITY(INCH/HR) = 4.63 TOTAL STREAM AREA(ACRES) = 2.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7 .66 ** CONFLUENCE DATA *"' STREAM RUNOFF NUMBER (CFS) 1 3.04 2 7 .66 Tc (MIN.) 3.12 10.87 INTENSITY (INCH/HOUR) 7.641 4.629 AREA (ACRE) 0.83 2.11 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FOR14JLA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 5.24 3.12 9.51 10.87 INTENSITY (INCH/HOUR) 7 .641 4.629 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.51 Tc(MIN.) = 10.87 TOTAL AREA(ACRES) = 2.9 LONGEST FLOWPATH FROM NODE 2010.00 TO NODE 2000.00 = END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 2.9 TC(MIN.) 9. 51 END OF RATIONAL METHOD ANALYSIS 10. 87 Page 13 988 .00 FEET. I I I I I l I I I I I • I I I • I I • & • lil I ,& • ---------------- ---------- --------• - La Costa Town Square Tentative Map Drainage Study CHAPTER 6 ATTENUATION ANALYSIS r.11204\&h)'d\n!portB\d~ 1204-dr.doc w.o.2393,501 6/28/20172:03 PM 6/4/2019 https://www.ngs.noaa.gov/cgi-binNERTC0N/vert_con2.prl Questions concerning the VERTCON process may be mailed to ~ Latitude: 33.080844 Longitude: 117.23230 NGVO 29 height: 268 .S FT Oat um 5 hi ft ( NAVO 88 minus NGVD 29) : 2.2 feet Converted to NAVO 88 height: 270.7 feet I https://www.ngs.noaa.gov/cgi-binN ERTCON/vert_con2.pr1 1/1 RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 10/11/2019 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 9 MIN. 6 HOUR RAINFALL 2.9 INCHES BASIN AREA 37 ACRES RUNOFF COEFFICIENT 0.71 PEAK DISCHARGE 119.36 CFS TIME (MIN)= 0 TIME (MIN)= 9 TIME (MIN)= 18 TIME (MIN)= 27 TIME (MIN) = 36 TIME (MIN)= 45 TIME (MIN) = 54 TIME (MIN)= 63 TIME (MIN) = 72 TIME (MIN)= 81 TIME (MIN)= 90 TIME (MIN)= 99 TIME (MIN) = 108 TIME (MIN)= 117 TIME (MIN)= 126 TIME (MIN)= 135 TIME (MIN)= 144 TIME (MIN)= 153 TIME (MIN)= 162 TIME (MIN)= 171 TIME (MIN)= 180 TIME (MIN) = 189 TIME (MIN)= 198 TIME (MIN)= 207 TIME (MIN)= 216 TIME (MIN)= 225 TIME (MIN)= 234 TIME (MIN)= 243 TIME (MIN)= 252 TIME (MIN)= 261 TIME (MIN)= 270 TIME (MIN)= 279 TIME (MIN)= 288 TIME (MIN)= 297 TIME (MIN) = 306 TIME (MIN)= 315 TIME (MIN)= 324 TIME (MIN)= 333 TIME (MIN)= 342 TIME (MIN)= 351 TIME (MIN)= 360 TIME (MIN)= 369 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS)= 4.6 DISCHARGE (CFS)= 4.7 DISCHARGE (CFS) = 4.9 DISCHARGE (CFS) = 5 DISCHARGE (CFS) = 5.2 DISCHARGE (CFS) = 5.3 DISCHARGE (CFS) = 5.5 DISCHARGE (CFS) = 5.6 DISCHARGE (CFS) = 5.9 DISCHARGE (CFS) = 6 DISCHARGE (CFS) = 6.4 DISCHARGE (CFS)= 6.5 DISCHARGE (CFS) = 7 DISCHARGE (CFS)= 7.2 DISCHARGE (CFS)= 7.7 DISCHARGE (CFS)= 8 DISCHARGE (CFS)= 8.7 DISCHARGE (CFS)= 9.1 DISCHARGE (CFS)= 10.1 DISCHARGE (CFS)= 10.7 DISCHARGE (CFS)= 12.3 DISCHARGE (CFS)= 13.3 DISCHARGE (CFS)= 16.3 DISCHARGE (CFS)= 18.5 DISCHARGE (CFS)= 27.2 DISCHARGE (CFS)= 56.4 DISCHARGE (CFS)= 119.36 DISCHARGE (CFS)= 21.8 DISCHARGE (CFS)= 14.6 DISCHARGE (CFS)= 11.4 DISCHARGE (CFS)= 9.6 DISCHARGE (CFS)= 8.3 DISCHARGE (CFS)= 7.4 DISCHARGE (CFS)= 6.7 DISCHARGE (CFS)= 6.2 DISCHARGE (CFS)= 5.8 DISCHARGE (CFS)= 5.4 DISCHARGE (CFS)= 5.1 DISCHARGE (CFS) = 4.8 DISCHARGE (CFS) = 0 1 Watershed Mode I sch em ati C Hydraflow Hydrographs Extension for AutoCAD® Civil 30® 2014 by Autodesk, Inc. v10.3 V Project: BASIN 2-June2019.gpw I Friday, 10/11/2019 2 Hydrograph Return Period Re~!PowHydrographs ExtensionforAutoCAD®Civil 3D®2014byAutodesk, Inc. v10.3 Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 Manual -----------------119.36 Inflow Basin 2 2 Reservoir 1 --------------51.07 Outflow Basin 2 Proj. file: BASIN 2-June2019.gpw 1 Friday, 10 / 11 / 2019 3 Hydrograph Summary Report . . . Hydraflow Hydrographs Extension for AutoCAD® CIVIi 3D® 2014 by Autodesk, Inc. v10.3 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Manual 119.36 9 252 272,462 -----Inflow Basin 2 2 Reservoir 51.07 9 261 272,454 1 272.13 63,720 Outflow Basin 2 BASIN 2-June2019.gpw Return Period: 100 Year Friday, 10 /11/2019 4 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Friday, 10 / 11 / 2019 Hyd. No. 1 Inflow Basin 2 Hydrograph type Storm frequency Time interval Q (cfs) 120.00 100.00 - 80.00 60.00 40.00 20.00 0.00 0.0 / -HydNo.1 1.0 = Manual = 100 yrs = 9 min 2.1 Peak discharge Time to peak Hyd. volume Inflow Basin 2 Hyd . No. 1 --100 Year ) -V '-- = 119.36 cfs = 4.20 hrs = 272,462 cuft " Q (cfs) 120.00 100.00 80.00 60.00 40.00 20.00 3.2 4.2 5.3 0.00 6.3 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Hyd. No. 2 Outflow Basin 2 Hydrograph type Storm frequency Time interval Inflow hyd. No. Reservoir name Storage Indication method used. Q (cfs) 120.00 100.00 80.00 60.00 40.00 20.00 0.00 0.0 ./i I I I L ..Y 1.0 = Reservoir = 100 yrs = 9 min = 1 -Inflow Basin 2 = Basin 2 Peak discharge Time to peak Hyd. volume Max. Elevation Max. Storage Outflow Basin 2 Hyd. No. 2 --100 Year J I\ I \ ' J ---/ \.L ~ ' 2.1 3.2 4.2 5.3 6.3 = = = = = 5 Friday, 10 / 11 / 2019 51.07 cfs 4.35 hrs 272,454 cuft 272.13 ft 63,720 cuft Q (cfs) 120.00 100.00 80.00 60.00 40.00 20.00 7.3 0.00 8.4 -HydNo.2 -HydNo.1 [[[[[[[Il Total storage used= 63,720 cuft Time (hrs) Pond Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Pond No. 1 -Basin 2 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 266.00 ft Stage I Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Iner. Storage (cuft) Total storage (cuft) 0.00 266.00 5,170 0 0 1.00 267.00 5,387 5,278 5,278 2.00 268.00 11,229 8,130 13,408 2.50 268.50 12,121 5,835 19,243 3.00 269.00 13,013 6,282 25,525 4.00 270.00 14,074 13,539 39,064 5.00 271 .00 15,168 14,616 53,680 6.00 272.00 16,300 15,729 69,409 7.00 273.00 17,491 16,890 86,299 Culvert / Orifice Structures Weir Structures [AJ (BJ [CJ [PrfRsrJ [AJ [BJ Rise (In) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 Span (In) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 No. Barrels = 0 0 0 0 WelrCoeff. = 3.33 3.33 Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type -- Length (ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No Slope(%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfll.(ln/hr) = 0.000 (by Wet area) Multi-Stage = n/a No No No TW Elev. (ft) = 0.00 6 Friday, 10/11/2019 [CJ [DJ 0.00 0.00 0.00 0.00 3.33 3.33 No No Note: CulverVOrifice outflows are analyzed under Inlet (le) and ouUet (oc) control. Weir risers checl<ed for orifice conditions (le) and submergence (s). Stage (ft) 8.00 6.00 4.00 2.00 ( 0.00 0.00 6.00 -TotalQ 12.00 Stage I Discharge V V _, 18.00 24.00 30.00 36.00 V V ~ ~/ Elev (ft) 274.00 272.00 270.00 268.00 42.00 48.00 54.00 266.00 60.00 Discharge (cfs) --7 Hydraflow Rainfall Report --Hydraflow Hydrographs Extension for AutoCAO® Civil 30® 2014 by Autodesk, Inc. v10.3 Friday, 10 / 1112019 -Return Intensity-Duration-Frequency Equation Coefficients (FHA) -Period (Yrs) B D E (NIA) -1 0.0000 0.0000 0.0000 ---2 69.8703 13.1000 0.8658 ---3 0.0000 0.0000 0.0000 ---5 79.2597 14.6000 0.8369 -- 10 88.2351 15.5000 0.8279 ---25 102.6072 16.5000 0.8217 ---50 114.8193 17.2000 0.8199 ----100 127.1596 17.8000 0.8186 -- • File name: SampleFHA.idf -Intensity = B / (Tc + D)AE -Return Intensity Values (In/hr) -Period (Yrs) 5min 10 15 20 25 30 35 40 45 50 55 60 -1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .... 2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70 -3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15 -10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46 -25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91 -50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25 -100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60 -Tc = time in minutes. Values may exceed 60. -P . fil s rec10. ename: amo1e.occ -Rainfall Precipitation Table (in) Storm -Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr -SCS 24-hour 0.00 2.20 0.00 3.30 4.25 5.77 6.80 7.95 -SCS 6-Hr 0.00 1.80 0.00 0.00 2.60 0.00 0.00 4.00 Huff-1st 0.00 1.55 0.00 2.75 4.00 5.38 6.50 8.00 • Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •• Custom 0.00 1.75 0.00 2.80 3.90 5.25 6.00 7.10 • - - ------------- - ----- • • • • • • --.. • La Costa Town Square Tentative Map Drainage Study ATTACHMENTS r.11204\&hydlreporls\drl 1204-dr.doc w.o.2393-501 6128/20172:03 PM ------------------------- -• -----• - • • La Costa Town Square Tentative Map Drainage Study ATTACHMENT A Existing Condition Hydrology Map 3025 eueie feet r.l 1204\&h)'d\lepor1sldrl 1204-dr.doc w.o.2393-501 6/28/20172:03 PM LEGEND NOTE: SEE PAGE 2 FOR BASIN (?ETAIL WATERSHED BOUNDARY \ I WATERSHED FLOWLINE NODES SUB-BOUNDARY -···--···-···--···--------· 0 I I I 1 , ~-r \ \ \ \ \ \\_ . \. --·:;,. •.. / /;~--~~ 'N ..::.---.;:_:· --,; , I j 40 80 120 / i SCALE 1" =40. ;>""··· -_-.-c"~~~,c;" c<--:::~'t-;~--;-__ ,......,.------~ ,,., ,I I j 0 PREPARED BY: PLANNING ENGINEERING SURVEYING HUNSAIZER & AS SOCIA TES SA N DIEGO, INC '3lfJ1 Waples Street San Diego, Ca 92121 PH(858)558-4500· FX(858)558·1414 Q,,,, = 10. 4cfs. 8 200 A= 5.5ac. Tc= 9.8 min. EXISTING CONDITIONS LA COST A TOWN SQAURE PARCEL 3 CITY OF CARLSBAD, CALIFORNIA R:\ 1204\&Hyd\ACAD\ 1204_DR.dwgOJan-09-2019:13:06 )" -~,:::. .·· ',,;,-:~ _)-:> ·,/''' \ \ \ SHEET 1 OF 2 - • .. -.. • • • ---• -- • • • • • -.. -.. • - -.. -... La Costa Town Square Tentative Map Drainage Study ATTACHMENT B Proposed Condition Hydrology Map r.11204\&h)/d\loports\dr\1204-0r.doc w.o.2393-501 6/28/20172:03 PM LEGEND WATERSHED BOUNDARY WATERSHED SUB-BOUNDARY FLOWLINE NODES INLET CLEAN OUT \ \ \ \ \ """"" ..,,,,.,, IWt'G-m'E" ~ l>-34 CF SDRSO PER ,.,_,,, """"'""""""""' m'E'G'CUllfmslHPfR t>-aB OF'stRStl PER "'9-<C 1/r PWfflNG lliX ,SIN/HR IIJN PERC Rl41E TYPICAL BIOFIL TEJfJf2!jJASIN DETAIL (Pfi (BASIN fL Nf'AE E1.£YA'110NS SHOWN ARE ON ~ 64. aE!Ol110HS & TO SCltE OH ~ G-4C Nf.£. ON NfMJ 2!J (2.17 LOIU) □ 0 """"'-aEN11JW"1H LOCXABlE CAP AT fHE .EMJ OF F)Q,I SfJBOiWN. EXlE1ID AB:M" FINISH QWE. V (r(PfCNJ ---~1 ;;.1it--"._~, ; ' ' 1Z'~~LAIER: W.SS21'£Mll:ABlEPER GilUIWIS 9'!C" tJB-1.0'25 l'11H 3' f£,I GIMM:l nJER a:uiSE lA'l'm .t.FJHEJlll".ct.cssJ-"!1!11ElaEII: PEA ~ S1MI.L IE IIWISl ND "" '""" Nodes 1002 to 1004 1004 to 1006 1003 to 1005 1005 to 1007 1010 to 1012 1012 to 1014 1015 to 1016 1016 to 1017 1019 to 1020 1020 to 1021 2002 to 2004 2004 to 2006 2010 to 2012 2012 to 2000 Surface Flow Flow Length (feet) 100 787 48 242 80 482 45 80 45 193 54 285 97 891 Travel Time (mins) ,, --,., . - 5.76 2.65 2.64 1.48 2.91 8.13 4.54 1.47 3.61 0.91 1.86 0.65 6.21 Runoff C-Factors 0.35 0.35 0.71 0.71 0.71 0.71 0.71 0.71 0.71 Nodes 1006 to 1018 1014 to 1018 1017 to 1018 1018 to 1000 1007 to 1021 1021 to 1000 2005 to 2006 2006 to 2010 -------- Pipes Flow Lengthjfeet) 150 488 300 67 185 35 125 340 Trayel Time(mins) 0.26 0.85 0.74 0.04 0.8 0.04 0.33 0.79 VERTTCAI. CLEANO//T WrrH LOCKABLE CAP AT TH£ £ND OF EACH SUBORA/N. EXTEND ABOVE RN/SH Gf?f,J)£ (TYPICAL) Bf]~ 31/.·11, ,UU,t1 --,~=---'---'- 12: AEGREGAT£ S10RAGE LAYER: 9' CLASS 2 PERMEABlE PER CAL.TRANS SPEC 68-1.025 WfrH Y--J PEA GRAVE1. FILTER COURSE LAYER AT THE TOP. CLASS 3 PERMEABLE & PEA GRAVE1. SH'J.I. BE WASHED AND FREE OF FINES. ' \ ,, . \ \ ' . . , . \ ',,' 18' PLANTING MIX 51N/HR MIN PERC RAT£ EXISTING BASIN Ol/Tl£T FOR BASIN 1 TOP OF BASIN .JO MIL P\lt" l/NCR (IMPERMEABtE). MIN. :Y AGGREGATE BELOW SUBDRAIN ISTING18" HOP£ OUTFLOW 261.8 FL PER DWG 474-lA UPDTAED TO NGVD 88 BOTTOM TYPICAL BIOFILTRATION BASIN DETAIL (PVT) (BASIN 1) NOTE: ELEVATIONS SHOWN AR£ ON NAVO 88. ELEVATIONS ON DRAWING 474-lA ARE ON NGVD 29 (2.17' LOWER) NOT TO SCALE PREPARED BY: DEVELOPED CONDITIONS LA COSTA TOWN SQAURE PARCEL 3 P!ANNING ENGINEERING SURVEYING HUNSAI<ER & ASSOCIATES SAN DIEGO. INC <JlfJl Waples Street San Diego. Ca 92121 PH(858)558-4500· FX(858)558·1414 CITY OF CARLSBAD, CALIFORNIA R:\ 1204\&Hyd\ACAD\ 1204_DR.dwg[]Oct-31-2019:09:26 SHEET 2 OF 2 --- ---• -- --------- ---• ------------- La Costa Town Square Tentative Map Drainage Study ATTACHMENT C O'Day excerpts for Basin 2 r.11204~portslm\12044_woo<lng_r1.docx w.o.2393-501 12127/20181:40 PM O'day's Basin 2 is H&A's Basin 2 ©2013 O'Day Consultants, Inc. ,., .---------------,' ~ rf<oft>5C::V (UNl7~1~) ~ 1/o,7 c.r::-.s Q ff<o?o;;ED (~IN&i?) ~ #,9 lr> 84.4 els @ ------- t.91 Ac. total Q= 110. 7 els --- -= ---- --------------------.· -------- 1.62 Ac. 2.-18 Ac. 0.82 ------------- ----, \ 0' 60' E-I 30' SCALE: 1' = 60' LA COSTA TOWN SOUAHE PROPOSED CONDITIONS DRAINAGE MAP 2710 Loker Avenue Wost Suite 100 CGrtsbCKI, COlifornio 92010 760-931-nOO Fax: 760-931-8680 OOoyConsultonts.com Civil Engineering Plonnlng Processing Surve-Jing SHEET 2 OF 2 DESIGNED BY: J.T.,N.F.,A.M. DA1E: MARCH 2012 DRAWN BY: G.M.. J.S. SCALE: 1 • = 60' PROJECT MGR.: T,C, JOB NO.: 101290-03 ENGINEER or WORK: DA1E: TIMOTHY O. CARROLL, JR. RC8 55381 l:\001017\_Commerclol\Stormwoter\Orainage\Proposed Drainage Area Mop.dwg r;~G~g, ~'.3,g~~~:D-PH2· 1090ng-t:d· l090fgrd; 1090fstr; 1090KGRD; 1090KUTL Xrefs: 1017TP01; t090nstr; 1090NGRD; 1090nutl; 10177UTL; 1090NUTL-PH2; 109 -, --- -• ----- -• --• -------------• -.. .. - San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 04/27/12 La Costa Town Square Developed Condition Hydrology Basin No. 2 ********* Hydrology Study Control Information********** Program License Serial Number 5014 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 5.100 P6/P24 = 54.9% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2000.000 to Point/Station 2001.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (General Commercial group group group group Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 A= 0.000 B = 0.000 C = 0.000 D = 1.000 Initial subarea total flow distance = 306.000(Ft.) Highest elevation= 334.?00(Ft.) Lowest elevation= 331.JOO(Ft.) Elevation difference= 3.400(Ft.) Slope= 1.111 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.11 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration= 3.77 minutes TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [1.8*(1.1-0.8200)*( 60.000A.5)/( 1.lllA(l/3)]= 3. 77 The initial area total distance of 306.00 (Ft.) entered leaves a remaining distance of 246.00 (Ft.) Using Figure 3-4, the travel time for this distance is for a distance of 246.00 (Ft.) and a slope of 1.11 % 3.06 minutes with an elevation difference of 2.73(Ft.) from the end of the top area Tt = [ll.9*length(Mi)A3)/(elevation change(Ft.))JA.385 *60(min/hr) = 3.062 Minutes Tt=({ll.9*0.0466A3)/{ 2.73)]A.385= 3.06 Total initial area Ti= 3.77 minutes from Figure 3-3 formula plus 3.06 minutes from the Figure 3-4 formula= 6.83 minutes Rainfall intensity (I) = 6.032(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff= 4.402(CFS) Total initial stream area= 0.890(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2001.000 to Point/Station 2002.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 329.000(Ft.) Downstream point/station elevation= 325.000(Ft.) Pipe length = 120.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 4.402(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 4.402(CFS) Normal flow depth in pipe= 6.51(In.) Flow top width inside pipe= 11.96(In.) Critical Depth= 10.56(In.) Pipe flow velocity= 10.12(Ft/s) Travel time through pipe= 0.20 min. Time of concentration (TC)_= 7.03 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2002.000 to Point/Station 2002.000 **** SUBAREA FLOW ADDITION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (General Commercial group group group group Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 A= 0.000 B = 0.000 C = 0.000 D = 1. 000 Time of concentration= 7.03 min. Rainfall intensity= 5.922(In/Hr) for a 100.0 Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 1.066 Subarea runoff= 1.91l(CFS) for 0.410(Ac.) Total runoff= 6.313(CFS) Total area= year storm 1.300 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2002.000 to Point/Station 2002.000 **** SUBAREA FLOW ADDITION**** user specified 'C' value of 0.850 given for subarea Time of concentration= 7.03 min. Rainfall intensity= 5.922(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.850 CA= 1.454 Subarea runoff= 2.295(CFS) for 0.410(Ac.) Total runoff= 8.608(CFS) Total area= 1.710(Ac.) -------------------.. ---• • ------- -.. • -.. -• -• .. .. • -• --.. --• • • ---------• -• -• - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2002.000 to Point/Station 2003.000 **** PIPEFLOW TRAVEL TIME {Program estimated size) **** Upstream point/station elevation= 325.000(Ft.) Downstream point/station elevation= 324.400{Ft.) Pipe length = 30.00{Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 8.608(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 8.608(CFS) Normal flow depth in pipe= 10.13(In.) Flow top width inside pipe= 14.05{In.) · Critical Depth= 13.70(II'l.) Pipe flow velocity= 9.77(Ft/s) Travel time through pipe= 0.05 min . Time of concentration (TC) = 7.08 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2003.000 to Point/Station 2003.000 **** SUBAREA FLOW ADDITION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (General Commercial group group group group Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 A= 0.000 B = 0.000 C = 0.000 D = 1. 000 Time of concentration= 7.08 min . Rainfall intensity= 5.895(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.849 CA= 1.527 Subarea runoff= 0.395(CFS) for 0.090{Ac.) Total runoff= 9.003{CFS) Total area= 1.800 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2003.000 to Point/Station 2004.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 324.400(Ft.) Downstream point/station elevation= 323.lOO(Ft.) Pipe length 62.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 9.003(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 9.003{CFS) Normal flow depth in pipe= 10.29(In.) Flow top width inside pipe= 13.92(In.) Critical Depth= 13.86(In.) Pipe flow velocity= 10.04(Ft/s) Travel time through pipe= 0.10 min. Time of concentration (TC) = 7.18 min . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2004.000 to Point/Station 2004.000 **** SUBAREA FLOW ADDITION**** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value= 0.820 Time of concentration= 7.18 min. Rainfall intensity= 5.840(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.846 CA= 1.650 Subarea runoff= 0.635(CFS) for 0.150(Ac.) Total runoff= 9.638(CFS) Total area= l.950(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2004.000 to Point/Station 2005.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 323.l00(Ft.) Downstream point/station elevation= 321.l00(Ft.) Pipe length = 99.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 9.638(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 9.638(CFS) Normal flow depth in pipe= 11.00(In.) Flow top width inside pipe= 13.26(In.) Critical Depth= 14.l0(In.) Pipe flow velocity= 9.99(Ft/s) Travel time through pipe= 0.17 min. Time of concentration (TC) = 7.35 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2005.000 to Point/Station 2005.000 **** SUBAREA FLOW ADDITION**** Decimal fraction soil group A= Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D (COMMERCIAL area type (General Commercial Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 0.000 0.000 0.000 1. 000 Time of concentration= 7.35 min. Rainfall intensity= 5.755(In/Hr) for a 100.0 Effective runoff coefficient used for total area (Q=KCIA) is C = 0.844 CA= 1.773 Subarea runoff= 0.568(CFS) for 0.150 (Ac.) Total runoff= 10.205(CFS) Total area= year storm 2 .100 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2005.000 to Point/Station 2006.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 321.l00(Ft.) Downstream point/station elevation= 318.800(Ft.) Pipe length = 115.00(Ft.) Manning's N = 0.011 --- ------- -------..., ---• --- --------- ---• • • • • -• - ----------- ---- • -- No. of pipes= 1 Required pipe flow = 10.205(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 10.205(CFS) Normal flow depth in pipe= ll.63(In.) Flow top width inside pipe= 12.53(In.) Critical depth could not be calculated. Pipe flow velocity= 10.0l(Ft/s) Travel time through pipe= 0.19 min . Time of concentration (TC) = 7.54 min . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2000.000 to Point/Station 2006.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 2.lOO(Ac.) Runoff from this stream= 10.205(CFS) Time of concentration= 7.54 min. Rainfall intensity= 5.660(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2006.100 to Point/Station 2006.200 **** INITIAL AREA EVALUATION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (General Commercial group group group group Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 A= 0.000 B = 0.000 C = 0.000 D = 1.000 Initial subarea total flow distance = 110.000(Ft.) Highest elevation= 330.400(Ft.) Lowest elevation= 329.SOO(Ft.) Elevation difference= 0.900(Ft.) Slope= 0.818 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 0.82 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration= 4.17 minutes TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)) TC= [1.8*(1.1-0.8200)*( 60.000A.5)/( 0.818A(l/3))= 4.17 The initial area total distance of 110.00 (Ft.) entered leaves a remaining distance of 50.00 (Ft.) Using Figure 3-4, the travel time for this distance is for a distance of 50.00 (Ft.) and a slope of 0.82 % 1.01 minutes with an elevation difference of 0.41(Ft.) from the end of the top Tt = [ll.9*length(Mi)A3)/(elevation change(Ft.))JA.385 *60(min/hr) = 1.010 Minutes Tt=[(ll.9*0.0095A3)/( 0.41))A.385= 1.01 Total initial area Ti= 4.17 minutes from Figure 3-3 formula plus 1.01 minutes from the Figure 3-4 formula= 5.18 minutes Rainfall intensity (I) = 7.207(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff= 1.182(CFS) area Total initial stream area= 0. 200 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2006.200 to Point/Station 2006.300 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 323.700(Ft.) Downstream point/station elevation= 320.900(Ft.) Pipe length = 119.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 1.182(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.182(CFS) Normal flow depth in pipe= 3.93(In.) Flow top width inside pipe= 8.93(In.) Critical Depth= 6.00(In.) Pipe flow velocity= 6.39(Ft/s) Travel time through pipe= 0.31 min. Time of concentration (TC) = 5.50 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2006.300 to Point/Station 2006.300 **** SUBAREA FLOW ADDITION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (General commercial group group group group Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 A= 0.000 B = 0.000 C = 0.000 D = 1. 000 Time of concentration= 5.50 min. Rainfall intensity= 6.94l(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 0.443 Subarea runoff= 1.892{CFS) for 0. 340 {Ac.) Total runoff= 3.074{CFS) Total area= 0. 540 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2006.300 to Point/Station 2006.400 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 320.900(Ft.) Downstream point/station elevation= 319.200(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 3.074(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 3.074(CFS) Normal flow depth in pipe= 5.88(In.) Flow top width inside pipe= 8.56(In.) Critical depth could not be calculated. Pipe flow velocity= 10.04(Ft/s) Travel time through pipe= 0.07 min. Time of concentration (TC) = 5.56 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2006.400 to Point/Station 2006.400 ---.. -----------------.. -• -------------- -• ----• - • -• -• • --------• • .. • -- **** SUBAREA FLOW ADDITION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (General Commercial group group group group Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 A= 0.000 B = 0.000 C = 0.000 D = 1. 000 Time of concentration= 5.56 min. Rainfall intensity= 6.888(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 0.566 Subarea runoff= 0.823(CFS) for 0.150(Ac.) Total runoff= 3.897(CFS) Total area= 0. 690 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2006.400 to Point/Station 2006.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 319.200(Ft.) Downstream point/station elevation= 318.800(Ft.) Pipe length = 14.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 3.897(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.897(CFS) Normal flow depth in pipe= 6.33(In.) Flow top width inside pipe= ll.98(In.) Critical Depth= 10.06(In.) Pipe flow velocity= 9.27(Ft/s) Travel time through pipe= 0.03 min. Time of concentration (TC) = 5.59 min . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2006.400 to Point/Station 2006.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 0.690(Ac.) Runoff from this stream= 3.897(CFS) Time of concentration= 5.59 min. Rainfall intensity= 6.868(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. {CFS) (min) (In/Hr) 1 10.205 7.54 5.660 2 3.897 5.59 6.868 Qmax(l) = 1.000 * 1. 000 * 10.205) + 0.824 * 1.000 * 3.897) + = 13 .417 Qmax(2) = 1.000 * 0.741 * 10.205) + 1.000 * 1.000 * 3.897) + = 11. 459 Total of 2 main streams to confluence: Flow rates before confluence point: 10.205 3.897 Maximum flow rates at confluence using above data: 13.417 11.459 Area of streams before confluence: 2.100 0.690 Results of confluence: Total flow rate= 13.417(CFS) Time of concentration= 7.540 min. Effective stream area after confluence = 2. 790 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2006.000 to Point/Station 2007.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 318.800(Ft.) Downstream point/station elevation= 317.400(Ft.) Pipe length = 66.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 13.417(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 13.417(CFS) Normal flow depth in pipe= 13.08(In.) Flow top width inside pipe= 16.05(In.) Critical Depth= 16.38(In.) Pipe flow velocity= 9.76(Ft/s) Travel time through pipe= 0.11 min. Time of concentration (TC) = 7.65 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2007.000 to Point/Station 2007.000 **** SUBAREA FLOW ADDITION**** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1. 000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value= 0.820 Time of concentration= 7.65 min. Rainfall intensity= 5.606(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.837 CA= 2.487 Subarea runoff= 0.524(CFS) for 0.180(Ac.) Total runoff= 13.941(CFS) Total area= 2.970(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2000.000 to Point/Station 2007.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 2.970(Ac.) Runoff from this stream= 13.941(CFS) -----------.. -----.. -- -- • ------------ 411 - ----.. • • ---• -• --------- - - - -- Time of concentration= 7.65 min. Rainfall intensity= 5.606{In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2007.100 to Point/Station 2007.200 **** INITIAL AREA EVALUATION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (General Commercial group group group group Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 A= 0.000 B = 0.000 C = 0.000 D = 1.000 Initial subarea total flow distance = Highest elevation= 329.900(Ft.) Lowest elevation= 328.800{Ft.) 62.000(Ft.) Elevation difference= 1.l00(Ft.) Slope= 1.774 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.77 %, in a development type of General Commercial In Accordance With Table 3-2 Initial Area Time of Concentration= (for slope value of 2.00 %) 3.60 minutes Calculated TC of 3.600 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area {Q=KCIA) is C = 0.820 Subarea runoff= 0.665(CFS) Total initial stream area= 0.ll0(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2007.200 to Point/Station 2007.300 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 324.400(Ft.) Downstream point/station elevation= 317.600(Ft.) Pipe length = 76.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 0.665{CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow 0.665(CFS) Normal flow depth in pipe= 2.40(In.) Flow top width inside pipe= 5.88(In.) Critical Depth= 4.95(In.) Pipe flow velocity= 9.ll(Ft/s) Travel time through pipe= 0.14 min. Time of concentration (TC) = 3.74 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2007.300 to Point/Station 2007.300 **** SUBAREA FLOW ADDITION**** Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 Time of concentration= 3.74 min. Rainfall intensity= 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 0.180 Subarea runoff= 0.665(CFS) for 0.ll0(Ac.) Total runoff= l.33l(CFS) Total area= 0.220(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2007.300 to Point/Station 2007.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 317.600(Ft.) Downstream point/station elevation= 317.400(Ft.) Pipe length = 14.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = l.331(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = l.33l(CFS) Normal flow depth in pipe= 4.86(In.) Flow top width inside pipe= 8.97(In.) Critical Depth= 6.38(In.) Pipe flow velocity= 5.46(Ft/s) Travel time through pipe= 0.04 min. Time of concentration (TC) = 3.78 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2007.300 to Point/Station 2007.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 0.220(Ac.) Runoff from this stream= l.33l(CFS) Time of concentration= 3.78 min. Rainfall intensity= 7.377(In/Hr) Swnmary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 13 .941 7.65 5.606 2 1. 331 3.78 7 .377 Qmax(l) = 1.000 * 1. 000 * 13.941) + 0.760 * 1. 000 * 1. 331) + = 14.953 Qmax(2) = 1. 000 * 0.494 * 13. 941) + 1.000 * 1.000 * 1.331) + = 8.221 Total of 2 main streams to confluence: Flow rates before confluence point: 13.941 1.331 Maximum flow rates at confluence using above data: 14.953 8.221 -.. -.. ----------------------------.. - • - - - -.. -- -• .. • -• --- - ----- ---• ----- Area of streams before confluence: 2.970 0.220 Results of confluence: Total flow rate= 14.953(CFS) Time of concentration= 7.653 min. Effective stream area after confluence = 3 .190 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2007.000 to Point/Station 2008.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 317.400(Ft.) Downstream point/station elevation= 313.300(Ft.) Pipe length = 271.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 14.953(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 14.953(CFS) Normal flow depth in pipe= 13.78(In.) Flow top width inside pipe= 19.95(In.) Critical Depth= 17.19(In.) Pipe flow velocity= 8.93(Ft/s) Travel time through pipe= 0.51 min. Time of concentration (TC) = 8.16 min. \/\be-~CA-<O ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2000.000 to Point/Station 2008.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 3.190(Ac.) Runoff from this stream= 14.953(CFS) Time of concentration= 8.16 min. Rainfall intensity= 5.380(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2008.100 to Point/Station 2008.200 **** INITIAL AREA EVALUATION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil group A group B group C 0.000 = 0.000 = 0.000 1.000 Decimal fraction soil group D = [COMMERCIAL area type (General Commercial ) Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 Initial subarea total flow distance = 180.000(Ft.) Highest elevation= 329.700(Ft.) Lowest elevation= 326.200(Ft.) Elevation difference= 3.500(Ft.) Slope= 1.944 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.94 %, in a development General Commercial type of In Accordance With Figure 3-3 Initial Area Time of Concentration= 3.50 minutes TC= [l.8*(1.1-C}*distance(Ft.}A.5}/(% slopeA(l/3}] TC= [l.8*(1.1-0.8200}*( 75.000A.5)/( 1.944A(l/3}]= 3.50 The initial area total distance of 180.00 (Ft.) entered leaves a remaining distance of 105.00 (Ft.} Using Figure 3-4, the travel time for this distance is 1.28 minutes for a distance of 105.00 (Ft.) and a slope of 1.94 % with an elevation difference of 2.04(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.})JA.385 *60(min/hr} = 1.282 Minutes Tt=[(ll.9*0.0l99A3)/( 2.04))A.385= 1.28 Total initial area Ti= 3.50 minutes from Figure 3-3 formula plus 1.28 minutes from the Figure 3-4 formula= 4.78 minutes Calculated TC of 4.779 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA} is C = 0.820 Subarea runoff= 1.028(CFS) Total initial stream area= 0.170(Ac.} ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2008.200 to Point/Station 2008.300 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 322.200(Ft.) Downstream point/station elevation= 320.400(Ft.) Pipe length = 131.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 1.028(CFS} Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.028(CFS} Normal flow depth in pipe= 4.66(In.} Flow top width inside pipe= 8.99(In.) Critical Depth = 5 ."59 (In.) Pipe flow velocity= 4.45(Ft/s} Travel time through pipe= 0.49 min. Time of concentration (TC) = 5.27 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2008.300 to Point/Station 2008.300 **** SUBAREA FLOW ADDITION**** Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 Time of concentration= 5.27 min. Rainfall intensity= 7.132(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 0.353 Subarea runoff= 1.486(CFS) for 0.260(Ac.} Total runoff= 2.515(CFS) Total area= 0.430(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ---.. ------------.. --• -.. ----- .. .. ---- .. -- .. -• -• -• • • • ----------- -- • • -• - ---- Process from Point/Station 2008.300 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 320.400(Ft.) Downstream point/station elevation= 319.000(Ft.) Pipe length = 90.00(Ft.) Manning"s N = 0.013 No. of pipes= 1 Required pipe flow = 2.515(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.515(CFS) Normal flow depth in pipe= 6.46(In.) Flow top width inside pipe= 11.96(In.) Critical Depth= 8.15(In.) Pipe flow velocity= 5.83(Ft/s) Travel time through pipe= 0.26 min. Time of concentration (TC) = 5.53 min . 2008.400 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2008.400 to Point/Station 2008.500 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel= Depth of flow= 0.llO(Ft.), Average velocity= ******* Irregular Channel Data*********** Information entered for subchannel number 1 : 2.546(CFS) l.017(Ft/s) Point number 'X' coordinate 1 0.00 'Y' coordinate 4.70 2 10.00 0.00 3 32.60 0.00 4 56.30 Manning's 'N' friction factor= 12.00 0.035 Sub-Channel flow = 2.546(CFS) flow top width= 23.050(Ft.) velocity= 1.017(Ft/s) area= 2.503(Sq.Ft) Froude number= 0.544 Upstream point elevation= Downstream point elevation= Flow length= 36.000(Ft.) Travel time = 0.59 min. 319.000(Ft.) 318.600(Ft.) Time of concentration= 6.12 min. Depth of flow= 0.ll0(Ft.) Average velocity= 1.017(Ft/s) Total irregular channel flow= 2.546(CFS) Irregular channel normal depth above invert elev. = Average velocity of channel(s) = 1.017(Ft/s) Adding area flow to channel User specified 'C' value of 0.490 given for subarea The area added to the existing stream causes a a lower flow rate of Q = 2.444(CFS) 0.110 (Ft.) therefore the upstream flow rate of Q = 2.515(CFS) is being used Rainfall intensity= 6.478(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA= 0.377 Subarea runoff= 0.000(CFS) for 0.340(Ac.) Total runoff= 2.515(CFS) Total area= Depth of flow= 0.109(Ft.), Average velocity= 0. 770 (Ac.) 1. 012 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2008.500 to Point/Station 2008.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 314.500(Ft.) Downstream point/station elevation= 313.300(Ft.) Pipe length = 99.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 2.515(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.515(CFS) Normal flow depth in pipe= 6.30(In.) Flow top width inside pipe= 11.99(In.) Critical Depth= 8.15(In.) Pipe flow velocity= 6.02(Ft/s) Travel time through pipe= 0.27 min. Time of concentration (TC) = 6.39 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2008.500 to Point/Station 2008.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 0.770(Ac.) Runoff from this stream= 2.515(CFS) Time of concentration= 6.39 min. Rainfall intensity= 6.298(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 14.953 8.16 5.380 2 2.515 6.39 6.298 Qmax(l) = 1.000 * 1.000 * 14.953) + 0.854 * 1.000 * 2.515) + = 17.101 Qmax(2) = 1.000 * 0.783 * 14.953) + 1.000 * 1.000 * 2.515) + = 14.227 Total of 2 main streams to confluence: Flow rates before confluence point: 14.953 2.515 Maximum flow rates at confluence using above data: 17.101 14.227 Area of streams before confluence: 3.190 0.770 Results of confluence: Total flow rate= 17.l0l(CFS) Time of concentration= 8.158 min. Effective stream area after confluence = 3.960(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2008.000 to Point/Station 2009.000 ---------------------• --------------- • -• ----• -• ----... - • -• ---------------- **** PIPEFLOW TRAVEL TIME (Program estimated size} **** Upstream point/station elevation= 313.300(Ft.) Downstream point/station elevation= 312.400(Ft.) Pipe length = 89.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 17.l0l(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 17.l0l(CFS) Normal flow depth in pipe= 15.54(In.) Flow top width inside pipe= 22.93(In.) Critical Depth= 17.89(In.) Pipe flow velocity= 7.95(Ft/s} Travel time through pipe= 0.19 min. Time of concentration (TC) = 8.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2009.000 to Point/Station 2009.000 **** SUBAREA FLOW ADDITION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (General Commercial group A group B group C group D Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 = 0.000 = 0.000 = 0.000 = 1. 000 The area added to the existing stream causes a a lower flow rate of Q = 16.749(CFS) therefore the upstream flow rate of Q = 17.l0l(CFS} is being used Time of concentration= 8.34 min. Rainfall intensity= 5.302(In/Hr} for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.771 CA= 3.159 Subarea runoff= 0.000(CFS) for 0.140(Ac.) Total runoff= 17.l0l(CFS} Total area= 4 .100 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2009.000 to Point/Station 2010.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 312.400(Ft.) Downstream point/station elevation= 312.200(Ft.) Pipe length = 13.40{Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 17.l0l(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 17.l0l(CFS) Normal flow depth in pipe= 15.33(In.) Flow top width inside pipe= 18.65(In.) Critical Depth= 18.19(In.) Pipe flow velocity= 9.08(Ft/s) Travel time through pipe= 0.02 min. Time of concentration (TC} = 8.37 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2010.000 to Point/Station 2010.000 **** SUBAREA FLOW ADDITION**** Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 Time of concentration= 8.37 min. Rainfall intensity= 5.292(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.773 CA= 3.323 Subarea runoff= 0.485(CFS) for 0.200(Ac.) Total runoff= 17.585(CFS) Total area= 4.300(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2010.000 to Point/Station 2011.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 312.200(Ft.) Downstream point/station elevation= 311.960(Ft.) Pipe length = 26.80(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 17.585(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 17.585(CFS) Normal flow depth in pipe= 16.55(In.) Flow top width inside pipe= 22.21(In.) Critical Depth= 18.13(In.) Pipe flow velocity= 7.60(Ft/s) Travel time through pipe= 0.06 min. Time of concentration (TC) = 8.43 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2000.000 to Point/Station 2011.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 4.300(Ac.) Runoff from this stream 17.585(CFS) Time of concentration= 8.43 min. Rainfall intensity= 5.268(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2011.100 to Point/Station 2011.200 **** INITIAL AREA EVALUATION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (General Commercial group group group group Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 A= 0.000 B = 0.000 C = 0.000 D = 1.000 Initial subarea total flow distance Highest elevation= 329.200(Ft.) 214. 000 (Ft.) ------------------.. -- ---------------- -• .. - --• -• -• - -• -------.. - --- -- ---- Lowest elevation= 324.G00(Ft.) Elevation difference= 4.600(Ft.) Slope= 2.150 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.15 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration= 3.38 minutes TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)) TC= [1.8*(1.1-0.8200)*{ 75.000A.5)/( 2.150A(l/3)]= 3.38 The initial area total distance of 214.00 (Ft.) entered leaves a remaining distance of 139.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.53 minutes for a distance of 139.00 (Ft.) and a slope of 2.15 % with an elevation difference of 2.99(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))JA.385 *60(min/hr) = 1.530 Minutes Tt=({ll.9*0.0263A3)/( 2.99))A.385= 1.53 Total initial area Ti 3.38 minutes from Figure 3-3 formula plus 1.53 minutes from the Figure 3-4 formula= 4.91 minutes Calculated TC of 4.912 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff= 1.633(CFS) Total initial stream area= 0.270(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2011.200 to Point/Station 2011.300 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 319.G00(Ft.) Downstream point/station elevation= 317.700(Ft.) Pipe length = 73.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 1.633(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.633(CFS) Normal flow depth in pipe= 4.59(In.) Flow top width inside pipe= 9.00(In.) Critical Depth= 7.05(In.) Pipe flow velocity= 7.20(Ft/s) Travel time through pipe= 0.17 min. Time of concentration (TC) = 5.08 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2011.300 to Point/Station 2011.300 **** SUBAREA FLOW ADDITION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (General Commercial group A group B group C group D Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 = 0.000 = 0.000 = 0.000 = 1.000 Time of concentration= 5.08 min. Rainfall intensity= 7.301(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area CA= 0.312 0.642(CFS) for (Q=KCIA) is C = 0.820 Subarea runoff= Total runoff= 2. 275 (CFS) Total 0 .110 (Ac.) area= 0. 380 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2011.300 to Point/Station 2011.400 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 317.700(Ft.) Downstream point/station elevation= 312.600(Ft.) Pipe length = 137.50(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 2.275(CFS) Nearest computed pipe diameter = 9.00(In.) calculated individual pipe flow = 2.275(CFS) Normal flow depth in pipe= 5.04(In.) Flow top width inside pipe= 8.93(In.) Critical Depth= 8.08(In.) Pipe flow velocity= 8.92(Ft/s) Travel time through pipe= 0.26 min. Time of concentration (TC) = 5.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2011.400 to Point/Station 2011.400 **** SUBAREA FLOW ADDITION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (General Commercial group group group group Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 A= 0.000 B = 0.000 C = 0.000 D = 1. 000 Time of concentration= 5.34 min. Rainfall intensity= 7.073(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 0.443 Subarea runoff= 0.857(CFS) for 0.160(Ac.) Total runoff= 3.132(CFS) Total area= 0.540(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2011.400 to Point/Station 2011.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 312.600(Ft.) Downstream point/station elevation= 311.960(Ft.) Pipe length = 15.40(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 3.132(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 3.132(CFS) Normal flow depth in pipe= 6.0l(In.) Flow top width inside pipe= 8.48(In.) Critical depth could not be calculated. Pipe flow velocity= 9.99(Ft/s) Travel time through pipe= 0.03 min. Time of concentration (TC) = 5.36 min. --------.. ---------- -----• --------- -- -------• • --• • - ----------- --- .. ---- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2011.400 to Point/Station 2011.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 0.540{Ac.) Runoff from this stream= 3.132{CFS) Time of concentration= 5.36 min. Rainfall intensity= 7.051{In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. {CFS) {min) (In/Hr) 1 17.585 8.43 5.268 2 3.132 5.36 7.051 Qmax{l) = 1. 000 * 1. 000 * 17.585) + 0.747 * 1. 000 * 3 .132) + = 19.925 Qmax(2) = 1.000 * 0.636 * 17.585) + 1.000 * 1. 000 * 3 .132) + = 14.323 Total of 2 main streams to confluence: Flow rates before confluence point: 17.585 3.132 Maximum flow rates at confluence using above data: 19.925 14.323 Area of streams before confluence: 4.300 0.540 Results of confluence: Total flow rate= 19.925(CFS) Time of concentration= 8.428 min. Effective stream area after confluence 4. 840 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2011.000 to Point/Station 2012.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 311.960{Ft.) Downstream point/station elevation= 311.l00(Ft.) Pipe length = 37.00(Ft.) Manning"s N = 0.013 No. of pipes= 1 Required pipe flow = 19.925{CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 19.925(CFS) Normal flow depth in pipe= 14.53(In.) Flow top width inside pipe= 19.39(In.) Critical Depth= 19.16(In.) Pipe flow velocity= 11.22(Ft/s) Travel time through pipe= 0.05 min. Time of concentration (TC) = 8.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2012.000 to Point/Station 2012.000 **** SUBAREA FLOW ADDITION**** Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai= 0.850 Sub-Area C value= 0.820 Time of concentration= 8.48 min. Rainfall intensity= 5.246(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.779 CA= 3.840 Subarea runoff= 0.218{CFS) for 0.090(Ac.) Total runoff= 20.143{CFS) Total area= 4.930(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2012.000 to Point/Station 2013.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 311.lOO(Ft.) Downstream point/station elevation= 310.000(Ft.) Pipe length = 96.SO(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 20.143(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 20.143(CFS) Normal flow depth in pipe= 16.76(In.) Flow top width inside pipe= 22.03(In.) Critical Depth= 19.33(In.) Pipe flow velocity= 8.60(Ft/s) Travel time through pipe= 0.19 min. Time of concentration (TC) = 8.67 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2013.000 to Point/Station 2013.000 **** SUBAREA FLOW ADDITION**** Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type {General Commercial Impervious value, Ai= 0.850 Sub-Area C value= 0.820 Time of concentration= 8.67 min. Rainfall intensity= 5.173(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.781 CA= 4.110 Subarea runoff= 1.119(CFS) for 0.330(Ac.) Total runoff= 21.261(CFS) Total area= 5.260(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2013.000 to Point/Station 2014.000 **** PIPEFLOW TRAVEL TIME {Program estimated size) **** Upstream point/station elevation= Downstream point/station elevation= 310.000(Ft.) 305.300(Ft.) --------------.. -.. --.. -• -• --- -------- -.. .. -- .. -• -• • • --------- --- • .. -.. Pipe length = 89.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 21.261(CFS) Nearest computed pipe diameter 18.00(In.) Calculated individual pipe flow = 21.261(CFS) Normal flow depth in pipe= 13.ll(In.) Flow top width inside pipe= 16.0l(In.) Critical depth could not be calculated. Pipe flow velocity= 15.41(Ft/s) Travel time through pipe= 0.10 min. Time of concentration (TC} = 8.77 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2000.000 to Point/Station 2014.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 5.260(Ac.) Runoff from this stream= 21.26l(CFS) Time of concentration= 8.77 min. Rainfall intensity= 5.136(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2014.100 to Point/Station 2014.200 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A= Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D = [COMMERCIAL area type (General Commercial Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 0.000 0.000 0.000 1.000 Initial subarea total flow distance = 234.000(Ft.) Highest elevation= 330.200(Ft.) Lowest elevation= 325.000(Ft.) Elevation difference= 5.200(Ft.) Slope= 2.222 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.22 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration= 3.34 minutes TC= (1.8*(1.l-C}*distance(Ft.)A.5)/(% slopeA(l/3)] TC= (1.8*(1.1-0.8200)*( 75.000A.5}/( 2.222A(l/3}]= 3.34 The initial area total distance of 234.00 (Ft.) entered leaves a remaining distance of 159.00 (Ft.) Using Figure 3-4, the travel time for this distance is for a distance of 159.00 (Ft.) and a slope of 2.22 % 1.68 minutes with an elevation difference of 3.53(Ft.) from the end of the top Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 1.676 Minutes Tt=[{ll.9*0.0301A3)/{ 3.53)]A.385= 1.68 Total initial area Ti= 3.34 minutes from Figure 3-3 formula plus 1.68 minutes from the Figure 3-4 formula= 5.02 minutes Rainfall intensity {I) = 7.358{In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 area Subarea runoff= 1.931(CFS) Total initial stream area= 0.320 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2014.200 to Point/Station 2014.300 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 320.000(Ft.) Downstream point/station elevation= 316.500(Ft.) Pipe length = 29.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 1.931(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 1.931(CFS) Normal flow depth in pipe= 4.20(In.) Flow top width inside pipe= 5.50(In.) Critical depth could not be calculated. Pipe flow velocity= 13.14(Ft/s) Travel time through pipe= 0.04 min. Time of concentration (TC) = 5.06 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2014.300 to Point/Station 2014.300 **** SUBAREA FLOW ADDITION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (General Commercial group A group B group C group D Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 = 0.000 = 0.000 = 0.000 = 1.000 Time of concentration= 5.06 min. Rainfall intensity= 7.323(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 0.279 Subarea runoff= 0.lll(CFS) for 0.020(Ac.) Total runoff= 2.042(CFS) Total area= 0.340 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2014.300 to Point/Station 2014.400 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 316.500(Ft.) Downstream point/station elevation= 312.500(Ft.) Pipe length = 122.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 2.042(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 2.042(CFS) Normal flow depth in pipe= 4.90(In.) Flow top width inside pipe= 8.96(In.) Critical Depth= 7.77(In.) Pipe flow velocity= 8.30(Ft/s) Travel time through pipe= 0.25 min. Time of concentration (TC) = 5.30 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ -------- -----.. ------- ---- -----.. ---• - -,. .. --.. • • ---• -----... WI --• -- - .. .. • Process from Point/Station 2014.400 to Point/Station 2014.400 **** SUBAREA FLOW ADDITION**** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value= 0.820 Time of concentration= 5.30 min. Rainfall intensity= 7.103(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 0.927 Subarea runoff= 4.540(CFS) for 0.790(Ac.) Total runoff= 6.582(CFS) Total area= 1.130(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2014.400 to Point/Station 2014.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 312.500(Ft.) Downstream point/station elevation= 305.300(Ft.) Pipe length = 15.40(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 6.582(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 6.582(CFS) Normal flow depth in pipe= 4.46(In.) Flow top width inside pipe= 9.00(In.) Critical depth could not be calculated. Pipe flow velocity= 30.14(Ft/s) Travel time through pipe= 0.01 min. Time of concentration (TC) = 5.31 min. ++++++++++++~+++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2014.400 to Point/Station 2014.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 1.130(Ac.) Runoff from this stream= 6.582(CFS) Time of concentration= 5.31 min. Rainfall intensity= 7.096(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2014.500 to Point/Station 2014.600 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value= 0.820 Initial subarea total flow distance = 208.000(Ft.) Highest elevation= 320.700(Ft.) Lowest elevation= 318.000(Ft.) Elevation difference= 2.700(Ft.) Slope= 1.298 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.30 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration= 3.58 minutes TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [1.8*(1.1-0.8200)*( 60.000A.5)/( l.298A(l/3)]= 3.58 The initial area total distance of 208.00 (Ft.) entered leaves a remaining distance of 148.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.95 minutes for a distance of 148.00 (Ft.) and a slope of 1.30 % with an elevation difference of 1.92(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))JA.385 *60(min/hr) = 1.950 Minutes Tt=[(ll.9*0.0280A3)/( 1.92)JA.385= 1.95 Total initial area Ti= 3.58 minutes from Figure 3-3 formula plus 1.95 minutes from the Figure 3-4 formula= 5.53 minutes Rainfall intensity (I) = 6.914(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area {Q=KCIA) is C = 0.820 Subarea runoff= 3.005(CFS) Total initial stream area= 0.530(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2014.600 to Point/Station 2014.700 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 313.700(Ft.) Downstream point/station elevation= 306.700(Ft.) Pipe length = 89.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 3.005(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 3.005(CFS) Normal flow depth in pipe = 4. 7 5 (In . .) Flow top width inside pipe= 8.99(In.) Critical depth could not be calculated. Pipe flow velocity= 12.69(Ft/s) Travel time through pipe= 0.12 min. Time of concentration (TC) = 5.65 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2014.700 to Point/Station 2014.700 **** SUBAREA FLOW ADDITION**** group group group group A= 0.000 B = 0.000 C = 0.000 D = 1. 000 Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (General Commercial Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 Time of concentration= Rainfall intensity= 5.65 min. 6.82l(In/Hr) for a 100.0 year storm ----------------- .. - - .. -·----- --... - -• -... - -• -• .. • -• • • • ----------.. .. ---- --- Effective runoff coefficient used for total area {Q=KCIA) is C = 0.820 CA= 1.845 Subarea runoff= 9.580{CFS) for 1.720{Ac.) Total runoff= 12.585{CFS) Total area= 2 .250 {Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2014.700 to Point/Station 2014.000 **** PIPEFLOW TRAVEL TIME {Program estimated size) **** Upstream point/station elevation= 306.700{Ft.) Downstream point/station elevation= 305.300(Ft.) Pipe length = 222.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 12.585(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 12.585(CFS) Normal flow depth in pipe= 17.22(In.) Flow top width inside pipe= 16.14(In.) Critical Depth= 15.86{In.) Pipe flow velocity= 5.96(Ft/s) Travel time through pipe= 0.62 min. Time of concentration {TC) = 6.27 min . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2014.700 to Point/Station 2014.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area= 2.250(Ac.) Runoff from this stream= 12.585(CFS) Time of concentration= 6.27 min. Rainfall intensity= 6.378{In/Hr) Summary of stream data: Stream Flow rate No. (CFS) TC (min) Rainfall Intensity {In/Hr) 1 21.261 8. 77 2 6.582 5.31 3 12.585 6.27 Qmax{l) = 1.000 * 1. 000 * 21. 261) o. 724 * 1.000 * 6.582) 0.805 * 1. 000 * 12.585) Qmax(2) = 1.000 * 0.606 * 21. 261) 1. 000 * 1.000 * 6.582) 1.000 * 0.848 * 12.585) Qmax{3) = 1. 000 * 0. 715 * 21.261) 0.899 * 1.000 * 6.582) 1.000 * 1.000 * 12.585) Total of 3 main streams to confluence: Flow rates before confluence point: 21.261 6.582 12.585 5.136 7.096 6.378 + + + = + + + = + + + = 36.160 30.128 33.699 Maximum flow rates at confluence using above data: 36.160 30.128 33.699 Area of streams before confluence: 5.260 1.130 2.250 Results of confluence: Total flow rate= 36.160(CFS) Time of concentration= 8.766 min. Effective stream area after confluence = 8.640(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2014.000 to Point/Station 2014.000 **** SUBAREA FLOW ADDITION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (General Commercial group group group group Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 A= 0.000 B = 0.000 C = 0.000 D = 1. 000 The area added to the existing stream causes a a lower flow rate of Q = 35.893(CFS) therefore the upstream flow rate of Q = 36.160(CFS) is being used Time of concentration= 8.77 min. Rainfall intensity= 5.136(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.797 CA= 6.989 Subarea runoff= 0.000(CFS) for 0.130(Ac.) Total runoff= 36.160(CFS) Total area= 8. 770 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2014.000 to Point/Station 2015.000 **** PIPEFLOW TRAVEL TI~ {Program estimated size) **** Upstream point/station elevation= 305.300(Ft.) Downstream point/station elevation= 284.200(Ft.) Pipe length = 48.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 36.160(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 36.160(CFS) Normal flow depth in pipe= 10.57(In.) Flow top width inside pipe= 13.69(In.) Critical depth could not be calculated. Pipe flow velocity= 39.14(Ft/s) Travel time through pipe= 0.02 min. Time of concentration (TC) = 8.79 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2015.000 to Point/Station 2016.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 284.200(Ft.) Downstream point/station elevation= 283.500(Ft.) Pipe length = 39.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 36.160(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 36.160(CFS) --.. -------- ----- -- ... .. --- ---- --.. - -- .,,, -- ----• - • -• - -• ---------... -.. --.. - Normal flow depth in pipe= Flow top width inside pipe= Critical Depth= 24.41(In.) 19.50(In.) 24.19 (In.) Pipe flow velocity= 11.76(Ft/s) Travel time through pipe= 0.06 min. Time of concentration (TC) = 8.84 min. \J \ f)c NY.:)~~--U-o ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2000.000 to Point/Station 2016.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 8.770(Ac.) Runoff from this stream= 36.160(CFS) Time of concentration= 8.84 min. Rainfall intensity= 5.107(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2019.500 to Point/Station 2020.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (General Commercial group group group group Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 A= 0.000 B = 0.000 C = 0.000 D = 1. 000 Initial subarea total flow distance = 162.000(Ft.) Highest elevation= 342.lOO(Ft.) Lowest elevation=· 338.800(Ft.) Elevation difference= 3.300(Ft.) Slope= 2.037 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.04 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration= 3.44 minutes TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [l.8*(1.1-0.8200)*( 75.000A.5)/( 2.037A(l/3)]= 3.44 The initial area total distance of 162.00 (Ft.) entered leaves a remaining distance of 87.00 (Ft.) Using Figure 3-4, the travel time for this distance is for a distance of 87.00 (Ft.) and a slope of 2.04 % 1.09 minutes with an elevation difference of 1.77(Ft.) from the end of the top Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))JA.385 *60(min/hr) = 1.089 Minutes Tt=[(ll.9*0.0165A3)/( l.77)]A.385= 1.09 Total initial area Ti= 3.44 minutes from Figure 3-3 formula plus 1.09 minutes from the Figure 3-4 formula= 4.53 minutes Calculated TC of 4.532 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff= 0.726(CFS) Total initial stream area= 0.120(Ac.) area ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from ~oint/Station 2020.000 to Point/Station 2021.000 **** PIPEFLOW TRAVEL TIME {Program estimated size) **** Upstream point/station elevation= 329.800{Ft.) Downstream point/station elevation= 328.900{Ft.) Pipe length = 277.50{Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 0.726{CFS) Nearest computed pipe diameter = 9.00{In.) Calculated individual pipe flow = 0.726{CFS) Normal flow depth in pipe= · 5.93{In.) Flow top width inside pipe = 8. 53 {In. ·i Critical Depth= 4.65{In.) Pipe flow velocity= 2.35{Ft/s) Travel time through pipe= 1.97 min. Time of concentration {TC) = 6.50 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2021.000 to Point/Station 2021.000 **** SUBAREA FLOW ADDITION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type {General Commercial group group group group Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 A= 0.000 B = 0.000 C = 0.000 D = 1.000 Time of concentration= 6.50 min. Rainfall intensity= 6.230{In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 0.312 Subarea runoff= l.215{CFS) for 0.260{Ac.) Total runoff= l.941{CFS) Total area= 0.380 {Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2021.000 to Point/Station 2022.000 **** PIPEFLOW TRAVEL TIME {Program estimated size) **** Upstream point/station elevation= 328.900{Ft.) Downstream point/station elevation= 327.900{Ft.) Pipe length = 63.00{Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = l.941{CFS) Nearest computed pipe diameter = 9.00{In.) Calculated individual pipe flow = l.94l(CFS) Normal flow depth in pipe= 6.88{In.) Flow top width inside pipe= 7.64{In.) Critical Depth= 7.61(In.) Pipe flow velocity= 5.36{Ft/s) Travel time through pipe= 0.20 min. Time of concentration {TC) = 6.69 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2022.000 to Point/Station 2022.000 **** SUBAREA FLOW ADDITION**** -------------.... ---.. - ------------- ---- • -• ---• .. • -• --.. - • -------.. ---.. -... - Decimal fraction soil Decimal fraction soil Decimal fraction soil group A group B group C = 0.000 = 0.000 = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 Time of concentration= 6.69 min. Rainfall intensity= 6.112(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 0.385 Subarea runoff= 0.414(CFS) for 0. 090 (Ac.) Total runoff= 2.356(CFS) Total area= 0 .470 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2022.000 to Point/Station 2023.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 327.900(Ft.) Downstream point/station elevation= 327.200(Ft.) Pipe length = 48.40(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 2.356(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.356(CFS) Normal flow depth in pipe= 6.35(In.) Flow top width inside pipe= ll.98(In.) Critical Depth= 7.88(In.) Pipe flow velocity= 5.59(Ft/s) Travel time through pipe= 0.14 min. Time of concentration (TC) = 6.84 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2023.000 to Point/Station 2023.000 **** SUBAREA FLOW ADDITION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (General Commercial group group group group Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 A= 0.000 B = 0.000 C = 0.000 D = 1. 000 Time of concentration= 6.84 min. Rainfall intensity= 6.028(In/Hr) for a 100.0 Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 0.640 Subarea runoff l.500(CFS) for 0.310(Ac.) Total runoff= 3.856(CFS) Total area= year storm 0. 780 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2023.000 to Point/Station 2024.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= Downstream point/station elevation= 327.200(Ft.) 325.900(Ft.) Pipe length = 83.60(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 3.856(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.856(CFS) Normal flow depth in pipe= 8.64(In.) Flow top width inside pipe= 10.78(In.) Critical Depth= 10.0l(In.) Pipe flow velocity= 6.37(Ft/s) Travel time through pipe= 0.22 min. Time of concentration (TC) = 7.06 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2024.000 to Point/Station 2024.000 **** SUBAREA FLOW ADDITION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (General Commercial group group group group Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 A= 0.000 B = 0.000 C = 0.000 D = 1. 000 Time of concentration= 7.06 min. Rainfall intensity= 5.907(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 0.845 Subarea runoff= 1.133(CFS) for 0.250(Ac.) Total runoff= 4.989(CFS) Total area= 1.030(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2024.000 to Point/Station 2025.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 325.900(Ft.) Downstream point/station elevation= 323.800(Ft.) Pipe length = 80.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 4.989(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow 4.989(CFS) Normal flow depth in pipe= 8.61(In.) Flow top width inside pipe= 10.80(In.) Critical Depth= 11.00(In.) Pipe flow velocity= 8.27(Ft/s) Travel time through pipe= 0.16 min. Time of concentration (TC) = 7.22 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2025.000 to Point/Station 2025.000 **** SUBAREA FLOW ADDITION**** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 ----------------... .. ------------------- .. -.. ----- -• • -• -----• • -------.. -- ----- Sub-Area C Value= 0.820 Time of concentration= 7.22 min. Rainfall intensity= 5.822(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 0.943 Subarea runoff= 0.501(CFS) for 0.120(Ac.) Total runoff= 5.490(CFS) Total area= l.150(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2025.000 to Point/Station 2026.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 323.800(Ft.) Downstream point/station elevation= 323.200(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 5.490(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 5.490(CFS) Normal flow depth in pipe= 9.77(In.) Flow top width inside pipe= 9.33(In.) Critical Depth= ll.26(In.) Pipe flow velocity= 8.0l(Ft/s) Travel time through pipe= 0.05 min. Time of concentration (TC) = 7.27 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2026.000 to Point/Station 2026.000 **** SUBAREA FLOW ADDITION**** Decimal fraction soil Decimal fraction soil Decimal fraction s·o'il Decimal fraction soil [COMMERCIAL area type (General Commercial group group group group Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 A= 0.000 B = 0.000 C = 0.000 D = 1. 000 Time of concentration= 7.27 min. Rainfall intensity= 5.795(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 1.689 Subarea runoff= 4.299(CFS) for 0.910(Ac.) Total runoff= 9.789(CFS) Total area= 2. 060 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2026.000 to Point/Station 2027.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 323.200(Ft.) Downstream point/station elevation= 322.?00(Ft.) Pipe length = 17.80(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 9.789(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 9.789(CFS) Normal flow depth in pipe= 11.17(In.) Flow top width inside pipe= 13.08(In.) Critical Depth= 14.14(In.) Pipe flow velocity= 9.99(Ft/s) Travel time through pipe= Time of concentration (TC) = 0.03 min. 7.30 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2020.000 to Point/Station 2027.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 2 in normal stream number 1 Stream flow area= 2.060(Ac.) Runoff from this stream= 9.789(CFS) Time of concentration= 7.30 min. Rainfall intensity= 5.780(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2027.100 to Point/Station 2027.200 **** INITIAL AREA EVALUATION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (General Commercial group group group group Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 A= 0.000 B = 0.000 C = 0.000 D = 1. 000 Initial subarea total flow distance = 175.000(Ft.) Highest elevation= 338.000(Ft.) Lowest elevation= 334.000(Ft.) Elevation difference= 4.000(Ft.) Slope= 2.286 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.29 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration= 3.31 minutes TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)) TC= [1.8*(1.1-0.8200)*( 75.000A.5)/( 2.286A(l/3)]= 3.31 The initial area total distance of 175.00 (Ft.) entered leaves a remaining distance of 100.00 (Ft.) Using Figure 3-4, the travel time for this distance is for a distance of 100.00 (Ft.) and a slope of 2.29 % 1.16 minutes with an elevation difference of 2.29(Ft.) from the end of the top Tt = [11.9*length(Mi)A3)/(elevation change(Ft.)JJA.385 *60(min/hr) = 1.160 Minutes Tt=[(ll.9*0.0189A3)/( 2.29))A.385= 1.16 Total initial area Ti= 3.31 minutes from Figure 3-3 formula plus 1.16 minutes from the Figure 3-4 formula= 4.47 minutes Calculated TC of 4.473 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff= 1.512(CFS) Total initial stream area= 0.250(Ac.) area ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2027.200 to Point/Station 2027.300 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** -------------------------------------.. -• .. -• ---• • -• .. • -• -- • ------------ -.. -- Upstream point/station elevation= 331.300(Ft.) Downstream point/station elevation= 326.600(Ft.) Pipe length = 115.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 1.512(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.512(CFS) Normal flow depth in pipe= 3.86(In.) Flow top width inside pipe= 8.91(In.) Critical Depth= 6.80(In.) Pipe flow velocity= 8.35(Ft/s) Travel time through pipe= 0.23 min. Time of concentration (TC) = 4.70 min . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2027.300 to Point/Station 2027.300 **** StJBAREA FLOW ADDITION**** Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 Time of concentration= 4.70 min. Rainfall intensity= 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 0.476 Subarea runoff= 1.996(CFS) for 0.330(Ac.) Total runoff= 3.509(CFS) Total area= 0.580(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2027.300 to Point/Station 2027.400 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 326.600(Ft.) Downstream point/station elevation= 323.600(Ft.) Pipe length = 74.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 3.509(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 3.509(CFS) Normal flow depth in pipe= 6.62(In.) Flow top width inside pipe= 7.94(In.) Critical depth could not be calculated. Pipe flow velocity= 10.07(Ft/s) Travel time through pipe= 0.12 min. Time of concentration (TC) = 4.83 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2027.400 to Point/Station 2027.400 **** SUBAREA FLOW ADDITION**** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1. 000 [COMMERCIAL area type (General Commercial Impervious value, Ai= 0.850 Sub-Area c value= 0.820 Time of concentration= 4.83 min. Rainfall intensity= 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 0.730 Subarea runoff= 1.875(CFS) for 0.310(Ac.) Total runoff= 5.384(CFS) Total area= 0.890(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2027.400 to Point/Station 2027.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 323.600(Ft.) Downstream point/station elevation= 322.700(Ft.) Pipe length = 20.60(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 5.384(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 5.384(CFS) Normal flow depth in pipe= 6.79(In.) Flow top width inside pipe= ll.90(In.) Critical Depth= ll.22(In.) Pipe flow velocity= 11.77(Ft/sl Travel time through pipe= 0.03 min. Time of concentration (TC) = 4.85 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2027.400 to Point/Station 2027.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 2 in normal stream number 2 Stream flow area= 0.890(Ac.) Runoff from this stream= 5.384(CFS) Time of concentration= 4.85 min. Rainfall intensity= 7.377(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.789 7.30 5.780 2 5.384 4.85 7 .377 Qmax(l) = 1. 000 * 1. 000 * 9.789) + 0.783 * 1.000 * 5. 384) + = 14.006 Qmax(2) = 1. 000 * 0.665 * 9.789) + 1. 000 * 1.000 * 5.384) + = 11. 893 Total of 2 streams to confluence: Flow rates before confluence point: 9.789 5.384 Maximum flow rates at confluence using above data: 14.006 11.893 Area of streams before confluence: 2.060 0.890 Results of confluence: -------------------.. .. - ----• ---------• - -- ---• • • • • • • • -------- - --- • Total flow rate= 14.006(CFS) Time of concentration= 7.300 min. Effective stream area after confluence= 2.950(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2027.000 to Point/Station 2027.000 **** SUBAREA FLOW ADDITION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil (COMMERCIAL area type (General Commercial group group group group Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 A= 0.000 B = 0.000 C = 0.000 D = 1.000 Time of concentration= 7.30 min. Rainfall intensity= 5.780(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 2.780 Subarea runoff= 2.060(CFS) for 0.440(Ac.) Total runoff= 16.066(CFS) Total area= 3.390(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2027.000 to Point/Station 2028.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 322.400(Ft.) Downstream point/station elevation= 316.600(Ft.) Pipe length = 150.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 16.066(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 16.066(CFS) Normal flow depth in pipe= 11.93(In.) Flow top width inside pipe= 17.02(In.) Critical depth could not be calculated. Pipe flow velocity= 12.92(Ft/s) Travel time through pipe= 0.19 min. Time of concentration (TC) = 7.49 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2028.000 to Point/Station 2028.000 **** SUBAREA FLOW ADDITION**** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value= 0.820 Time of concentration= 7.49 min. Rainfall intensity= 5.683(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 3.132 Subarea runoff= 1.735(CFS) for 0.430(Ac.) Total runoff= 17.80l(CFS) Total area= 3.820(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2028.000 to Point/Station 2029.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 316.300(Ft.) Downstream point/station elevation= 315.200(Ft.) Pipe length = 54.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 17.801(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 17.801{CFS) Normal flow depth in pipe= 14.04(In.) Flow top width inside pipe= 19.77{In.) Critical Depth= 18.46(In.) Pipe flow velocity= 10.41{Ft/s) Travel time through pipe= 0.09 min. Time of concentration {TC) = 7.58 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2029.000 to Point/Station 2029.000 **** SUBAREA FLOW ADDITION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type {General Commercial group group group group Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 A= 0.000 B = 0.000 C = 0.000 D = 1.000 Time of concentration= 7.58 min. Rainfall intensity= 5.64l{In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area {Q=KCIA) is C = 0.820 CA= 3.190 Subarea runoff= 0.193{CFS) for 0.070{Ac.) Total runoff= 17.994{CFS) Total area= 3. 890 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2029.000 to Point/Station 2030.000 **** PIPEFLOW TRAVEL TIME {Program estimated size) **** Upstream point/station elevation= 315.200{Ft.) Downstream point/station elevation 313.900{Ft.) Pipe length = 67.S0{Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 17.994{CFS) Nearest computed pipe diameter = 21.00{In.) Calculated individual pipe flow = 17.994{CFS) Normal flow depth in pipe= 14.44(In.) Flow top width inside pipe= 19.47{In.) Critical Depth= 18.52{In.) Pipe flow velocity= 10.20(Ft/s) Travel time through pipe= 0.11 min. Time of concentration (TC) = 7.69 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2030.000 to Point/Station 2030.000 **** SUBAREA FLOW ADDITION**** --- -------------------- -- ---------- -• -- • -• • • -• • • • -• • • --------------- Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (General Commercial group group group group Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 A= 0.000 B = 0.000 C = 0.000 D = 1.000 Time of concentration= 7.69 min. Rainfall intensity= 5.589(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 3.419 Subarea runoff= l.116(CFS) for 0.280(Ac.) Total runoff= 19.ll0(CFS) Total area= 4.170 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2030.000 to Point/Station 2031.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 313.900(Ft.) Downstream point/station elevation= 313.?00(Ft.) Pipe length = 10.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 19.ll0(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 19.ll0(CFS) Normal flow depth in pipe= 14.9l(In.) Flow top width inside pipe= 19.06(In.) Critical Depth= 18.92(In.) Pipe flow velocity= 10.46(Ft/s) Travel time through pipe= 0.02 min . Time of concentration (TC) = 7.71 min. VI/\ MoN~ LL v ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2020.000 to Point/Station 2031.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 2 in normal stream number 1 Stream flow area= 4.170(Ac.) Runoff from this stream= 19.ll0(CFS) Time of concentration= 7.71 min. Rainfall intensity= 5.581(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2031.100 to Point/Station 2031.200 **** INITIAL AREA EVALUATION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (General Commercial group A group B group C group D Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 = 0.000 = 0.000 = 0.000 = 1. 000 Initial subarea total flow distance Highest elevation= 335.500(Ft.) Lowest elevation= 329.000(Ft.) 238.000(Ft.) Elevation difference= 6.500(Ft.) Slope= 2.731 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.73 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration= 3.32 minutes TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)) TC= [1.8*(1.1-0.8200)*( 85.000A.5)/( 2.731A(l/3)]= 3.32 The initial area total distance of 238.00 (Ft.) entered leaves a remaining distance of 153.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.50 minutes for a distance of 153.00 (Ft.) and a slope of 2.73 % with an elevation difference of 4.18(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))JA.385 *60(min/hr) = 1.503 Minutes Tt=[(ll.9*0.0290A3)/( 4.18)JA.385= 1.50 Total initial area Ti= 3.32 minutes from Figure 3-3 formula plus 1.50 minutes from the Figure 3-4 formula= 4.83 minutes Calculated TC of 4.827 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff= l.573(CFS) Total initial stream area= 0.260(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2031.200 to Point/Station 2031.300 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 324.500(Ft.) Downstream point/station·elevation = 320.300(Ft.) Pipe length = 85.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 1.573(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.573(CFS) Normal flow depth in pipe= 3.74(In.) Flow top width inside pipe= 8.87(In.) Critical Depth= 6.93(In.) Pipe flow velocity= 9.05(Ft/s) Travel time through pipe= 0.16 min. Time of concentration (TC) = 4.98 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2031.300 to Point/Station 2031.300 **** SUBAREA FLOW ADDITION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (General Commercial group A group B group C group D Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 = 0.000 = 0.000 = 0.000 = 1.000 Time of concentration= 4.98 min. Rainfall intensity= 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 0.418 --------... ----------.. ----------------- -- -- -• -• • • • -• • • • ---------- • ---- Subarea runoff= Total runoff= l.512(CFS) for 0.250(Ac.) 3.085(CFS) Total area= 0.Sl0(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2031.300 to Point/Station 2031.400 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 320.300(Ft.) Downstream point/station elevation= 316.900(Ft.) Pipe length = 65.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 3.085(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 3.085(CFS) Normal flow depth in pipe= 5.S0(In.) Flow top width inside pipe= 8.78(In.) Critical depth could not be calculated. Pipe flow velocity= 10.92(Ft/s) Travel time through pipe= 0.10 min. Time of concentration (TC) = 5.08 min . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2031.400 to Point/Station 2031.400 **** SUBAREA FLOW ADDITION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (General Commercial group group group group Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 A= 0.000 B = 0.000 C = 0.000 D = 1.000 Time of concentration= 5.08 min. Rainfall intensity= 7.300(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 0.697 Subarea runoff= 2.003(CFS) for 0.340(Ac.) Total runoff= 5.088(CFS) Total area= 0.850(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2031.400 to Point/Station 2031.700 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 317.S00(Ft.) Downstream point/station elevation= 314.300(Ft.) Pipe length = 61.S0(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 5.088(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 5.088(CFS) Normal flow depth in pipe= 6.2l(In.) Flow top width inside pipe= 11.99(In.) Critical Depth= 11.0S(In.) Pipe flow velocity= 12.4l(Ft/s) Travel time through pipe= 0.08 min. Time of concentration (TC) = 5.17 min . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2031.700 to Point/Station **** SUBAREA FLOW ADDITION**** Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 Time of concentration= 5.17 min. 2031.700 Rainfall intensity= 7.224(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 1.214 Subarea runoff= 3.679(CFS) for 0.630(Ac.) Total runoff= 8.767(CFS) Total area= 1.480(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2031.700 to Point/Station 2031.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 314.300(Ft.) Downstream point/station elevation= 313.700(Ft.) Pipe length = 11.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 8.767(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 8.767(CFS) Normal flow depth in pipe= 8.84(In.) Flow top width inside pipe= 10.57(In.) Critical depth could not be calculated. Pipe flow velocity= 14.15(Ft/s) Travel time through pipe= 0.01 min. Time of concentration (TC) = 5.18 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2031.700 to Point/Station 2031.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 2 in normal stream number 2 Stream flow area= 1.480(Ac.) Runoff from this stream= 8.767(CFS) Time of concentration= 5.18 min. Rainfall intensity= 7.212(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 19 .110 7. 71 5.581 2 8.767 5.18 7.212 Qmax(l) = 1. 000 * 1.000 * 19.110) + o. 774 * 1.000 * 8.767) + = 25.894 Qmax(2) = 1.000 * 0.672 * 19 .110) + 1.000 * 1.000 * 8.767) + = 21. 608 -------.. --------------- -- ----------- - • .. ---• • • • -------------- -- ----... Total of 2 streams to confluence: Flow rates before confluence point: 19.110 8.767 Maximum flow rates at confluence using above data: 25.894 21.608 Area of streams before confluence: 4.170 1.480 Results of confluence: Total flow rate= 25.894(CFS) Time of concentration= 7.706 min. Effective stream area after confluence= 5. 650 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2031.000 to Point/Station 2032.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 313.300(Ft.) Downstream point/station elevation= 287.600(Ft.) Pipe length = 347.00(Ft.} Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 25.894(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 25.894(CFS) Normal flow depth in pipe= 13.43(In.) Flow top width inside pipe= 15.67(In.) Critical depth could not be calculated. Pipe flow velocity= 18.32(Ft/s) Travel time through pipe= 0.32 min. Time of concentration (TC) = 8.02 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2032.000 to Point/Station 2016.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 287.200(Ft.) Downstream point/station elevation= 283.400(Ft.) Pipe length = 68.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 25.894(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 25.894(CFS) Normal flow depth in pipe= 12.84(In.) Flow top width inside pipe= 20.47(In.) Critical depth could not be calculated. Pipe flow velocity= 16.81(Ft/s) Travel time through pipe= 0.07 min. Time of concentration (TC) = 8.09 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2032.000 to Point/Station 2016.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 5.650(Ac.) Runoff from this stream= 25.894(CFS) Time of concentration= 8.09 min. Rainfall intensity= 5.409(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 36.160 8.84 5.107 2 25.894 8.09 5.409 Qmax(l) = 1. 000 * 1. 000 * 36.160) + 0.944 * 1. 000 * 25.894) + = 60.610 Qmax(2) = 1. 000 * 0.915 * 36.160) + 1. 000 * 1. 000 * 25.894) + = 58.975 Total of 2 main streams to confluence: Flow rates before confluence point: 36.160 25.894 Maximum flow rates at confluence using above data: 60.610 58.975 Area of streams before confluence: 8.770 5.650 Results of confluence: Total flow rate= 60.610(CFS) Time of concentration= 8.842 min. Effective stream area after confluence = 14.420(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2016.000 to Point/Station 2016.000 **** SUBAREA FLOW ADDITION**** Decimal fraction soil group A= Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction-soil group D = [COMMERCIAL area type (General Commercial Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 0.000 0.000 0.000 1.000 Time of concentration= 8.84 min. Rainfall intensity= 5.107(In/Hr) for a 100.0 Effective runoff coefficient used for total area {Q=KCIA) is C = 0.807 CA= 12.466 Subarea runoff= 3.06l(CFS) for 1.030(Ac.) Total runoff= 63.671(CFS) Total area= year storm 15.450(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2016.000 to Point/Station 2065.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 283.400(Ft.) Downstream point/station elevation= 272.700{Ft.) Pipe length = 120.00{Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 63.671{CFS) Nearest computed pipe diameter = 24.00{In.) Calculated individual pipe flow = 63.671(CFS) Normal flow depth in pipe= 18.54(In.) Flow top width inside pipe= 20.12(In.) Critical depth could not be calculated. ------- -------- -.. --------• ---------- ------------ ---- -------------• • ----- Pipe flow velocity= 24.45(Ft/s) Travel time through pipe= 0.08 min. Time of concentration (TC) = 8.92 min. ~ GD~ kJt '91 V\bc M-=,t.J-n:==-~-o ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2000.000 to Point/Station 2065.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 15.450(Ac.) Runoff from this stream= 63.671(CFS) Time of concentration= 8.92 min. Rainfall intensity= 5.077(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2060.000 to Point/Station 2061.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type group A group B group C group D (General Commercial ) Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 = 0.000 = 0.000 = 0.000 = 1. 000 Initial subarea total flow distance = 397.000(Ft.) Highest elevation= 326.000(Ft.) Lowest elevation= 319.400(Ft.) Elevation difference= 6.600(Ft.) Slope= 1.662 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.66 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration= 3.68 minutes TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)) TC= [1.8*(1.1-0.8200)*( 75.000A.5)/( l.662A(l/3)]= 3.68 The initial area total distance of 397.00 (Ft.) entered leaves a remaining distance of 322.00 (Ft.) Using Figure 3-4, the travel time for this distance is for a distance of 322.00 (Ft.) and a slope of 1.66 % 3.23 minutes with an elevation difference of 5.35(Ft.) from the end of the top Tt = (11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 3.226 Minutes Tt=[(ll.9*0.0610A3)/( 5.35)JA.385= 3.23 Total initial area Ti= 3.68 minutes from Figure 3-3 formula plus 3.23 minutes from the Figure 3-4 formula= 6.91 minutes Rainfall intensity (I) = 5.987(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff= 2.946(CFS) Total initial stream area= 0. 600 (Ac.) area ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2061.000 to Point/Station 2062.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 314.800{Ft.) Downstream point/station elevation= 307.200{Ft.) Pipe length = 92.00{Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 2.946{CFS) Nearest computed pipe diameter = 9.00{In.) Calculated individual pipe flow = 2.946{CFS) Normal flow depth in pipe= 5.13{In.) Flow top width inside pipe= 8.9l{In.) Critical depth could not be calculated. Pipe flow velocity= 11.33{Ft/s) Travel time through pipe= 0.14 min. Time of concentration (TC) = 7.05 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2060.000 to Point/Station 2062.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 2 in normal stream number 1 Stream flow area= 0.600(Ac.) Runoff from this stream= 2.946{CFS) Time of concentration= 7.05 min. Rainfall intensity= 5.913(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2062.000 to Point/Station 2062.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** group group group group Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil (COMMERCIAL area type (General Commercial Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 A= 0.000 B = 0.000 C = 0.000 D = 1. 000 Rainfall intensity (I) = 3.350(In/Hr) for a User specified values are as follows: 100.0 year storm TC= 17.00 min. Rain intensity= 3.35(In/Hr) Total area= 10.800(Ac.) Total runoff= 32.500(CFS), ,ey_fyt1tv <:, ~••<;2c? ~ ~CHO SAN~~ '\ZJ ~ LA ~S'T"A ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2062.000 to Point/Station 2062.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 2 in normal stream number 2 Stream flow area= 10.800(Ac.) Runoff from this stream= 32.500(CFS) Time of concentration= 17.00 min. Rainfall intensity= 3.350(In/Hr) Summary of stream data: Stream No. 1 2 Flow rate (CFS) 2.946 32.500 TC (min) 7.05 17.00 Rainfall Intensity (In/Hr) 5.913 3.350 --------------------------- -.. -------.. - --- ---• • -- ---- • --------- ---- Qmax{l) = 1.000 * 1.000 * 2.946) + 1.000 * 0.414 * 32.500) + = 16.417 Qmax{2) = 0.567 * 1.000 * 2.946) + 1.000 * 1.000 * 32.500) + = 34.169 Total of 2 streams to confluence: Flow rates before confluence point: 2.946 32.500 Maximum flow rates at confluence using above data: 16.417 34.169 Area of streams before confluence: 0.600 10.800 Results of confluence: Total flow rate= 34.169{CFS) Time of concentration= 17.000 min. Effective stream area after confluence= 11.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2062.000 to Point/Station 2063.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 306.S00(Ft.) Downstream point/station elevation= 300.300{Ft.) Pipe length = 57.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 34.169{CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 34.169{CFS) Normal flow depth in pipe= 14.20{In.) Flow top width inside pipe= 14.69(In.) Critical depth could not be calculated. Pipe flow velocity= 22.86(Ft/s) Travel time through pipe= 0.04 min. Time of concentration (TC) = 17.04 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2063.000 to Point/Station 2064.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 300.000{Ft.) Downstream point/station elevation= 286.000(Ft.) Pipe length = 229.00{Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 34.169(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow 34.1?9(CFS) Normal flow depth in pipe= 15.19(In.) Flow top width inside pipe= 18.79(In.) Critical depth could not be calculated. Pipe flow velocity= 18.36(Ft/s) Travel time through pipe= 0.21 min. Time of concentration {TC) = 17.25 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2064.000 to Point/Station 2065.000 **** PIPEFLOW TRAVEL TIME {Program estimated size) **** Upstream point/station elevation= 285.700(Ft.) Downstream point/station elevation= 272.700(Ft.) Pipe length = 230.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 34.169(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 34.169(CFS) Normal flow depth in pipe= 15.68(In.) Flow top width inside pipe= 18.27(In.) Critical depth could not be calculated. Pipe flow velocity= 17.74(Ft/s) Travel time through pipe= 0.22 min. Time of concentration (TC) = 17.47 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2064.000 to Point/Station 2065.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= ll.400(Ac.) Runoff from this stream= 34.169(CFS) Time of concentration= 17.47 min. Rainfall intensity= 3.292(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 63.671 8.92 5.077 2 34.169 17.47 3.292 Qmax(l) = 1.000 * 1. 000 * 63.671) + 1.000 * 0.511 * 34.169) + = 81.129 Qmax(2) = 0.648 * 1. 000 * 63.671) + 1.000 * 1.000 * 34.169) + = 75.458 Total of 2 main streams to confluence: Flow rates before confluence point: 63.671 34.169 Maximum flow rates at confluence using above data: 81.129 75.458 Area of streams before confluence: 15.450 11.400 Results of confluence: Total flow rate= 81.129(CFS) Time of concentration= 8.924 min. Effective stream area after confluence = 26. 850 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2065.000 to Point/Station 2066.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 272.300(Ft.) Downstream point/station elevation= 268.l00(Ft.) Pipe length = 206.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 81.129(CFS) - ---------------------- -- ----- -- - -.. - -.. ----.. - ---• -• -.. -- ------- -- • • Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 81.129(CFS) Normal flow depth in pipe= 25.SS(In.) Flow top width inside pipe= 32.68(In.) Critical Depth= 33.37(In.) Pipe flow velocity= 15.13(Ft/s) Travel time through pipe= 0.23 min. Time of concentration (TC) = 9.15 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2066.000 to Point/Station 2067.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 267.700(Ft.) Downstream point/station elevation= 267.000(Ft.) Pipe length = 61.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 81.129(CFS) Nearest computed pipe diameter = 39.00(In.) Calculated individual pipe flow = 8l.129(CFS) Normal flow depth in pipe= 29.39(In.) Flow top width inside pipe= 33.61(In.) Critical Depth= 33.88(In.) Pipe flow velocity= 12.09(Ft/s) Travel time through pipe= 0.08 min. Time of concentration (TC) = 9.23 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2000.000 to Point/Station 2067.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 26.850(Ac.) Runoff from this stream= 81.129(CFS) Time of concentration= 9.23 min. Rainfall intensity= 4.966(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2067.000 to Point/Station 2067.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (General Commercial group A group B group C group D Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 = 0.000 = 0.000 = 0.000 = 1. 000 Rainfall intensity (I) = 4.968(In/Hr) for a User specified values are as follows: 100.0 year storm TC= 9.23 min. Rain intensity= 4.97(In/Hr) Total area= 0.770(Ac.) Total runoff= 3.250(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2067.000 to Point/Station 2067.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 0.770(Ac.) Runoff from this stream= 3.250(CFS) Time of concentration= 9.23 min. Rainfall intensity= 4.968(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 81.129 9.23 4.966 2 3.250 9.23 4.968 Qmax(l) = 1.000 * 1.000 * 81.129) + 1. 000 * 1.000 * 3.250) + = 84.378 Qmax(2) = 1.000 * 0.999 * 81.129) + 1. 000 * 1. 000 * 3 .250) + = 84.338 Total of 2 main streams to confluence: Flow rates before confluence point: 81.129 3.250 Maximum flow rates at confluence using above data: 84.378 84.338 Area of streams before confluence: 26.850 0.770 Results of confluence: Total flow rate= 84.378(CFS) Time of concentration= 9.235 min. Effective stream area after confluence = 27. 620 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2067.000 to Point/Station 2068.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 267.000(Ft.) Downstream point/station elevation= 266.l00(Ft.) Pipe length = 77.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 84.378(CFS) Nearest computed pipe diameter = 39.00(In.) Calculated individual pipe flow = 84.378(CFS) Normal flow depth in pipe= 30.19(In.) Flow top width inside pipe= 32.62(In.) Critical Depth= 34.40(In.) Pipe flow velocity= 12.24(Ft/s) Travel time through pipe= 0.10 min. Time of concentration (TC) = 9.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2000.000 to Point/Station 2068.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: ---------------------.. -- -- ---------- .. --------- -----.. -- ----- ---- ---.. -.. In Main Stream number: 1 Stream flow area= 27.620(Ac.) Runoff from this stream= 84.378(CFS) Time of concentration= 9.34 min. Rainfall intensity= 4.930(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2040.000 to Point/Station 2041.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (General Commercial group A group B group C group D Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 = 0.000 = 0.000 = 0.000 = 1.000 Initial subarea total flow distance = 770.000(Ft.) Highest elevation= 340.000(Ft.) Lowest elevation= 322.000(Ft.) Elevation difference= 18.000(Ft.) Slope= 2.338 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.34 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration= 3.29 minutes TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)) TC= [l.8*(1.1-0.8200)*( 75.000A.5)/( 2.338A(l/3)]= 3.29 The initial area total distance of 770.00 (Ft.) entered leaves a remaining distance of 695.00 (Ft.) Using Figure 3-4, tne travel time for this distance is for a distance of 695.00 (Ft.) and a slope of 2.34 % 5.12 minutes with an elevation difference of 16.25(Ft.) from the end of the top Tt = [ll.9*length(Mi)A3)/(elevation change(Ft.))JA.385 *60(min/hr) = 5.116 Minutes Tt=[(ll.9*0.1316A3)/{ 16.25))A.385= 5.12 Total initial area Ti= 3.29 minutes from Figure 3-3 formula plus 5.12 minutes from the Figure 3-4 formula= 8.40 minutes Rainfall intensity (I) = 5.277(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff= 10.732(CFS) Total initial stream area= 2 .480 (Ac.) area ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2041.000 to Point/Station 2042.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 318.000(Ft.) Downstream point/station elevation= 290.000(Ft.) Pipe length = 196.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 10.732(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 10.732(CFS) Normal flow depth in pipe= 8.l0(In.) Flow top width inside pipe= ll.24(In.) Critical depth could not be calculated . Pipe flow velocity= 19.04(Ft/s) Travel time through pipe= 0.17 min. Time of concentration (TC) = 8.58 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2042.000 to Point/Station 2042.000 **** SUBAREA FLOW ADDITION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (General Commercial group group group group Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 A= 0.000 B = 0.000 C = 0.000 D = 1.000 Time of concentration= 8.58 min. Rainfall intensity= 5.209(In/Hr) for a 100.0 year stdrm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 3.600 Subarea runoff= 8.019(CFS) for 1. 910 (Ac.) Total runoff= 18.752(CFS) Total area= 4.390(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2042.000 to Point/Station 2068.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 290.000(Ft.) Downstream point/station elevation= 266.000(Ft.) Pipe length = 76.70(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 18.752(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 18.752(CFS) Normal flow depth in pipe= 9.26(!n.) Flow top width inside pipe= 10.08(In.) Critical depth could not be calculated. Pipe flow velocity= 28.85(Ft/s) Travel time through pipe= 0.04 min. Time of concentration (TC) = 8.62 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2042.000 to Point/Station 2068.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 4.390(Ac.) Runoff from this stream= 18.752(CFS) Time of concentration= 8.62 min. Rainfall intensity= 5.192(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2049.000 to Point/Station 2050.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A= 0.000 ----- -----------.. ----.. • - .. ----------- -----------------• ---- -- -- - • -- group B group C group D Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (General Commercial Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 = 0.000 = 0.000 = 1.000 Initial subarea total flow distance = Highest elevation= 338.000(Ft.) Lowest elevation= 320.000{Ft.) 36.000(Ft.) Elevation difference= 18.000(Ft.) Slope= 50.000 % Top of Initial Area Slope adjusted by User to 0.010 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.01 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration= 16.54 minutes TC= [l.8*{1.l-C)*distance{Ft.)A.5)/(% slopeA{l/3)] TC= [1.8*(1.1-0.8200)*( 50.000A.5)/( 0.0l0A(l/3)]= 16.54 Rainfall intensity {I) = 3.410{In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff= 0.028(CFS) Total initial stream area= 0.0l0(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2050.000 to Point/Station 2051.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel= Depth of flow= 0.194(Ft.), Average velocity= ******* Irregular Channel Data*********** Information entered for subchannel number 1 : Point number 'X' coordinate 1 0.00 2 0.50 3 1.50 4 2.00 'Y' coordinate 1.00 0.00 0.00 1.00 Manning's 'N' friction factor= 0.015 Sub-Channel flow = 0.645(CFS) flow top width= 1.194{Ft.) velocity= 3.030(Ft/s) area= 0.213(Sg.Ft) Froude number 1.265 Upstream point elevation= Downstream point elevation= Flow length= 840.000{Ft.) Travel time = 4.62 min. 320.000(Ft.) 310.000(Ft.) Time of concentration= 21.16 min. Depth of flow= 0.194(Ft.) 0.645(CFS) Average velocity= 3.030(Ft/s) Total irregular channel flow= Irregular channel normal depth Average velocity of channel(s) above invert elev.= = 3.030(Ft/s) Adding area flow to channel user specified 'C' value of 0.490 given for subarea 0.645(CFS) 3.030(Ft/s) 0.194(Ft.) Rainfall intensity= 2.909(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA= 0.407 Subarea runoff= 1.155(CFS) for 0.820(Ac.) Total runoff= 1.183(CFS) Total area= 0.830(Ac.) Depth of flow= 0.283(Ft.), Average velocity= 3.668(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2051.000 to Point/Station 2054.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 302.000(Ft.) Downstream point/station elevation= 278.000(Ft.) Pipe length = 97.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 1.183(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 1.183(CFS) Normal flow depth in pipe= 2.48(In.) Flow top width inside pipe= 5.91(In.) Critical depth could not be calculated. Pipe flow velocity= 15.41(Ft/s) Travel time through pipe= 0.10 min. Time of concentration (TC) = 21.27 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2050.000 to Point/Station 2053.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 3 in normal stream number 1 Stream flow area= 0.830(Ac.) Runoff from this stream= l.183(CFS) Time of concentration= 21.27 min. Rainfall intensity= 2.900(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2052.000 to Point/Station 2053.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 Initial subarea total £low distance = 276.000(Ft.) Highest elevation= 293.000(Ft.) Lowest elevation= 287.000(Ft.) Elevation difference= 6.000(Ft.) Slope= 2.174 % INITIAL AREA TIME. OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.17 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration 3.37 minutes TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [l.8*(1.1-0.8200)*( 75.000A.5)/( 2.174A(l/3)]= 3.37 The initial area total distance of 276.00 (Ft.) entered leaves a ------.. -.. ------- -.. ----.. .. • ---------- - .. - -----• - ----- ----------- .. .. -.. remaining distance of 201.00 (Ft.) using Figure 3-4, the travel time for this distance is 2.02 minutes for a distance of 201.00 (Ft.) and a slope of 2.17 % with an elevation difference of 4.37(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 2.024 Minutes Tt=[(ll.9*0.0381A3)/( 4.37)JA.385= 2.02 Total initial area Ti= 3.37 minutes from Figure 3-3 formula plus 2.02 minutes from the Figure 3-4 formula= 5.39 minutes Rainfall intensity (I) = 7.026(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff= 9.333(CFS) Total initial stream area= 1.620(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2053.000 to Point/Station 2054.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 281.000(Ft.) Downstream point/station elevation= 278.000(Ft.) Pipe length = 252.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 9.333(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 9.333(CFS) Normal flow depth in pipe= 10.98(In.) Flow top width inside pipe= 17.56(In.) Critical Depth= 14.16(In.) Pipe flow velocity= 8.27(Ft/s) Travel time through pipe= 0.51 min. Time of concentration (TC) = 5.90 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205~.000 to Point/Station 2054.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 3 in normal stream number 2 Stream flow area= l.620(Ac.) Runoff from this stream= 9.333(CFS) Time of concentration= 5.90 min. Rainfall intensity= 6.629(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.183 21.27 2.900 2 9.333 5.90 6.629 Qmax(l) = 1. 000 * 1.000 * 1.183) + 0.437 * 1.000 * 9.333) + = 5.265 Qmax(2) = 1.000 * 0.277 * 1.183) + 1.000 * 1.000 * 9.333) + = 9.661 Total of 2 streams to confluence: Flow rates before confluence point: 1.183 9.333 Maximum flow rates at confluence using above data: 5.265 9.661 Area of streams before confluence: 0.830 1.620 Results of confluence: Total flow rate= Time of concentration Effective stream area 9.66l{CFS) = 5.901 min. after confluence= 2.450{Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2054.000 to Point/Station 2055.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 278.000(Ft.) Downstream point/station elevation= 268.000(Ft.) Pipe length = 67.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 9.661(CFS) Nearest computed pipe diameter = 12.00{In.) Calculated individual pipe flow = 9.661{CFS) Normal flow depth in pipe= 7.41(In.) Flow top width inside pipe= ll.66{In.) Critical depth could not be calculated. Pipe flow velocity= 18.97{Ft/s) Travel time through pipe= 0.06 min. Time of concentration (TC) = 5.96 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2055.000 to Point/Station 2055.000 **** SUBAREA FLOW ADDITION**** User specified 'C' value of 0.490 given for subarea Time of concentration= 5.96 min. Rainfall intensity= 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA= 1.720 Subarea runoff= 1.668(CFS) for 1.060(Ac.) Total runoff= 11.329(CFS) Total area= 3.510(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2055.000 to Point/Station 2068.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area= 3.510(Ac.) Runoff from this stream= 11.329(CFS) Time of concentration= 5.96 min. Rainfall intensity= 6.587{In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 84.378 9.34 4.930 2 18.752 8.62 5.192 3 ll,J22 5.96 6.587 Qmax{l) = 1.000 * 1.000 * 84.378) + --- -------- ------------- ----- ----- -- --• -• • • ---------• --------- -- - 0.950 * 1.000 * 18.752) + 0.748 * 1. 000 * 11.329) + = 110.665 Qmax(2) = 1. 000 * 0.923 * 84.378) + 1. 000 * 1. 000 * 18.752) + 0.788 * 1.000 * 11.329) + = 105.561 Qmax(3) = 1.000 * 0.638 * 84.378) + 1.000 * 0.691 * 18.752) + 1.000 * 1.000 * 11.329) + = 78.142 Total of 3 main streams to confluence: Flow rates before confluence point: 84.378 18.752 11.329 Maximum flow rates at confluence using above data: 110.665 105.561 78.142 Area of streams before confluence: 27.620 4.390 3.510 Results of confluence: flow rate= 110.665(CFS) Time of concentration= min. Effective stream area after confluence = End of computations, total study area= 35.520(Ac.) 3 5 . 5 2 0 ( Ac . ) ---------------------.. ---------------- O'day Basin 3 is H&A Basin 1 0..12 Ac. Ac. I - • ©2013 O'Day Consultants, In c. .,,,._ \ \ \ <.) \ ' \ \ . ; o· 60' j..j 30' SCALE: 1 ' = 60' LA COSTA TOWN SQUARE -OFFICE PROPOSED CONDITIONS ORA/NACE UAP 2710 Loker Avenue West Suite 100 Carlsbad, California 92010 760-931-7700 Fox: 760-931-8680 ODoyConsultonts.com Civil Engineering Planning Processing Surveying I: \001017\_0ffice\Stormwater\Drainoge\Proposed Drainage Area Mop -Basin 3.dwg Aug 01, 2013 7:51am Xrefs: SHEET 1 OF 1 DESIGNED BY: J.T .• N.F.AM. DATE: MARCH 2012 DRAWN BY: G.M. J.S. SCALE: 1" = 60" PROJECT MGR.: ~I=G~-__ JOB NO.: 101290-03 ENGINEER OF WORK: DATE: Tl!.40THY 0. CARROLL. JR. RCE: 55381 .. • -,. --.. ... -• -... -• .. ·• .. --.. .. ... ---- .... • .. .. -., -., - , .. .. - ! ) ') , -.• ~) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)l991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/16/08 LA COSTA TOWN SQUARE CENTRAL -OFFICE -BASIN 3 G:\ACCTS\001017\TMBSNl.OUT ********* Hydrology Study Control Information********** Program License Serial Number 5014 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 5.100 P6/P24 = 54.9% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3001.000 to Point/Station 3002.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial Impervious value, Ai= 0.950 Sub-Area C Value= 0.870 Initial subarea total flow distance 50.000(Ft.) Highest elevation= 322.500(Ft.) Lowest elevation= 322.000(Ft.) Elevation difference= 0.S00(Ft.) Slope= 1.000 % Top of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 2.00 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% TC= [l.8*(1.1-0.8700)*( 70.000A.S)/( 2.75 minutes slopeA(l/3)] 2.000"(1/3)]= 2.75 ) Calculated TC of 2.749 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calc~lations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff= 0.513(CFS) Total initial stream area= 0. 080 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3002.000 to Point/Station 3003.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 296.S00(Ft.) Downstream point elevation= 294.000(Ft.) Channel length thru subarea = 120.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank= 100.000 Slope or 'Z' of right channel bank= 100.000 Estimated mean flow rate at midpoint of channel= 0.93l(CFS) Manning's 1N1 = 0.015 Maximum depth of channel = 0.S00(Ft.) Flow(q) thru subarea = 0.93l(CFS) Depth of flow= 0.076(Ft.), Average velocity= l.615(Ft/s) Channel flow top width= 15.183(Ft.) Flow Velocity= l.6l(Ft/s) Travel time = 1.24 min. Time of concentration= 3.99 min. Critical depth= 0.088(Ft.) Adding area flow to channel Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C Decimal fraction soil group D (INDUSTRIAL area type (General Industrial Impervious value, Ai= 0.950 Sub-Area C Value= 0.870 0.000 1.000 Rainfall intensity= 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA= 0.183 Subarea runoff= 0.834(CFS) for 0.130(Ac.) Total runoff= l.348(CFS) Total area Depth of flow= 0.087(Ft.), Average velocity= Critical depth= 0.103(Ft.) 0 .210 (Ac.) 1. 772 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3003.000 to Point/Station 3004.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= Downstream point elevation= Channel length thru subarea channel base width = 294.000(Ft.) 289.000(Ft.) = 280.000(Ft.) 1.000(Ft.) Slope or 'Z' of left channel bank= 3.000 slope or 'Z' of right channel bank= 3.000 Estimated mean flow rate at midpoint of channel 2.332(CFS) - ----- -----.. ------ -- ----- ----.. --- - -.. ---.. -.. -.. -.. - .. -.. .. .. ----.. ,. .. • - -<Ii .. . ) ; ·.,• • .. ... • .. Manning's 'N' = 0.025 Maximum depth of channel = l.00O(Ft.) Flow(q) thru subarea = 2.332(CFS) Depth of flow= 0.368(Ft.), Average velocity= 3.007(Ft/s) Channel flow top width= 3.2ll(Ft.) Flow Velocity= 3.0l(Ft/s) Travel time = 1.55 min. Time of concentration= 5.54 min . Critical depth= 0.383(Ft.) Adding area flow to channel User specified 'C' value of 0.750 given for subarea Rainfall intensity= 6.905(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.750 CA= 0.473 Subarea runoff= l.915(CFS) for 0.420(Ac.) Total runoff= 3.263(CFS) Total area= Depth of flow= 0.432(Ft.), Average velocity= 0.630(Ac.) 3.285(Ft/s) Critical depth= 0.453(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3004.000 to Point/Station 3004.000 **** SUBAREA FLOW ADDITION**** User specified 'C' value of 0.800 given for subarea Time of concentration= 5.54 min. Rainfall intensity= 6.905(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA= 0.792 Subarea runoff= Total runoff= 2.206(CFS) for 0.360(Ac.) 5.469(CFS) Total area= 0. 990 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3004.000 to Point/Station 3005.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 279.000(Ft.) Downstream point/station elevation= 264.800(Ft.) Pipe length = 72.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = S.469(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = S.469{CFS) Normal flow depth in pipe= 5.79(In.) Flow top width inside pipe= 8.62(In.) Critical depth could not be calculated. Pipe flow velocity= 18.23(Ft/s) Travel time through pipe 0.07 min. Time of concentration (TC) = 5.61 min . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3004.000 to Point/Station 3005.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 1 Stream flow area= 0.990(Ac.) Runoff from this stream= Time of concentration= Rainfall intensity= 5.469(CFS) 5.61 min. 6. 853 ( In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3011.000 to Point/Station 3012.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (INDUSTRIAL area type (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value= 0.870 Initial subarea total flow distance = 80.000(Ft.) Highest elevation= 294.l00(Ft.) Lowest elevation= 291.600(Ft.) Elevation difference= 2.500(Ft.) Slope= 3.125 t INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 3.13 t, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration= 2.53 minutes TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(t slopeA(l/3)] TC= [l.8*{1.1-0.8700)*{ 80.000A.5)/( 3.125A{l/3)]= 2.53 Calculated TC of 2.533 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity {I) = 7.377{In/Hr) for a 100.0 year storm Effective runoff coefficient used for area {Q=KCIA) is C = 0.870 Subarea runoff= 0.32l(CFS) Total initial stream area= 0. 050 {Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3012.000 to Point/Station 3013.000 **** STREET FLOW TRAVEL TIME+ SUBAREA FLOW ADDITION**** Top of street segment elevation= 291.600(Ft.) End of street segment elevation= 271.l00{Ft.) Length of street segment = 250.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 30.000{Ft.) Distance from crown to crossfall grade break 28.500{Ft.) Slope from gutter to grade break {v/hz) = 0.090 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width= l.500(Ft.) Gutter hike from flowline = l.330{In.) Manning's Nin gutter= 0.0150 Manning's N from gutter to grade break= 0.0150 Manning's N from grade break to crown= 0.0150 -----------• -.. ---• -.. - ---------- - -• - -.. • .. .. --- ----.. .. .. - -.. - .. - • .. .. - Estimated mean flow rate at midpoint of street= l.368(CFS) Depth of flow= 0.l82(Ft.), Average velocity= 4.356(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= 5.035(Ft.) Flow velocity= 4.36(Ft/s) Travel time= 0.96 min. TC= 3.49 min. Adding area flow to street User specified 'C' value of 0.700 given for subarea Rainfall intensity= 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.700 CA= 0.336 Subarea runoff= 2.l58(CFS) for 0.430(Ac.) Total runoff= 2.479(CFS) Total area= 0.480(Ac.) Street flow at end of street= 2.479(CFS) Half street flow at end of street= 2.479(CFS) Depth of flow= 0.213(Ft.), Average velocity= 4.956(Ft/s) Flow width (from curb towards crown)= 6.629(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3013.000 to Point/Station 3013.000 **** SUBAREA FLOW ADDITION**** User specified 'C' value of 0.700 given for subarea Time of concentration= 3.49 min. Rainfall intensity= 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.700 CA= 0.385 Subarea runoff= 0.36l(CFS) for 0.070(Ac.) Total runoff= 2.840(CFS) Total area= 0.550(Ac.} ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3013.000 to Point/Station 3005.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 265.000(Ft.) Downstream point/station elevation= 264.S00(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes= l Required pipe flow = 2.840(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 2.840(CFS) Normal flow depth in pipe= 8.57(In.) Flow top width inside pipe= 14.85(In.) Critical Depth= 8.12(In.) Pipe flow velocity= 3.92(Ft/s) Travel time through pipe= 0.17 min. Time of concentration (TC) = 3.66 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3013.000 to Point/Station 3005.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 2 Stream flow area= 0.550(Ac.) Runoff from this stream= 2.840(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 3.66 min. 7. 377 ( In/Hr) Stream Flow rate TC Rainfall Intensity No. (CFS) (min) ( In/Hr) l 5.469 5.61 6.853 2 2.840 3.66 7. 377 Qmax(l) = 1.000 * 1. 000 * 5. 469) + 0.929 * 1. 000 * 2.840) + = 8.107 Qmax(2) = 1.000 * 0.653 * 5.469) + 1.000 * 1.000 * 2.840) + = 6.410 Total of 2 streams to confluence: Flow rates before confluence point: 5.469 2.840 Maximum flow rates at confluence using above data: 8.107 6.410 Area of streams before confluence: 0.990 0.550 Results of confluence: Total flow rate= 8.l07(CFS) Time of concentration= 5.606 min. Effective stream area after confluence= 1.540 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3005.000 to Point/Station 3006.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 264.800(Ft.) Downstream point/station elevation= 264.000(Ft.) Pipe length = 70.00(Ft.) Manning's N = 0.013 No. of pipes= l Required pipe flow = 8.107(CFS) Nearest computed pipe diameter 18.00(In.) Calculated individual pipe flow 8.107(CFS) Normal flow depth in pipe= 11.33(In.) Flow top width inside pipe= 17.39(In.) Critical Depth= 13.23(In.) Pipe flow velocity= 6.92(Ft/s) Travel time through pipe= 0.17 min. Time of concentration (TC) = 5.77 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3006.000 to Point/Station 3007.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= Downstream point elevation= Channel length thru subarea Channel base width = 2 6 4 • 0 0 0 ( Ft . ) 261.600(Ft.) = 160.000(Ft.) 2.S00(Ft.) Slope or 'Z' of left channel bank= 3.000 --- -.. -----.. --• -• -• • -.. - ------• ---• -• -.. --- ---.. -------- • ----- .. --.. .. .. -.. Slope or 'Z' of right channel bank= 3.000 Estimated mean flow rate at midpoint of channel= Manning's 'N' = 0.035 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 8.140(CFS) 8.140(CFS) Depth of flow= 0.630(Ft.), Average velocity= 2.94S(Ft/s) Channel flow top width= 6.278(Ft.) Flow Velocity= 2.95(Ft/s) Travel time = 0.91 min. Time of concentration= 6.68 min. Critical depth= 0.SSl(Ft.) Adding area flow to channel User specified 'C' value of 0.500 given for subarea The area added to the existing stream causes a a lower flow rate of Q = 5.937(CFS) therefore the upstream flow rate of Q = 8.107(CFS) is being used Rainfall intensity= 6.120(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA} is C = 0.500 CA= 0.970 Subarea runoff= 0.000(CFS} for 0.400(Ac.) Total runoff= 8.107(CFS) Total area= Depth of flow= 0.628(Ft.), Average velocity= Critical depth= 0.547(Ft.) 1. 940 (Ac.) 2.942(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3007.000 to Point/Station 3008.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 261.600{Ft.) Downstream point/station elevation= 258.950{Ft.) Pipe length 200.00{Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 8.107(CFS) Nearest computed pipe diameter 18.00(In.) Calculated individual pipe flow = 8.107{CFS) Normal flow depth in pipe= 10.78{In.) Flow top width inside pipe= 17.64{In.) Critical Depth= l3.23{In.) Pipe flow velocity= 7.33{Ft/s) Travel time through pipe= 0.45 min. Time of concentration {TC) = 7.13 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3008.000 to Point/Station 3008.000 **** SUBAREA FLOW ADDITION**** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type {Limited Industrial Impervious value, Ai= 0.900 Sub-Area C Value= 0.850 The area added to the existing stream causes a a lower flow rate of Q = 7.335(CFS) therefore the upstream flow rate of Q = 8.107(CFS) is being used Time of concentration= 7.13 min. Rainfall intensity= 5.866(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.551 CA= 1.250 Subarea runoff= 0.000(CFS) for 0.330(Ac.) Total runoff= 8.107(CFS) Total area= 2.270(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3008.000 to Point/Station 3009.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 258.950(Ft.) Downstream point/station elevation= 257.700(Ft.) Pipe length = 95.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 8.107(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 8.107(CFS) Normal flow depth in pipe= 10.80(In.) Flow top width inside pipe= 17.63(In.) Critical Depth= 13.23(In.) Pipe flow velocity= 7.3l(Ft/s) Travel time through pipe= 0.22 min. Time of concentration (TC) = 7.35 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3009.000 to Point/Station 3009.000 **** SUBAREA FLOW ADDITION**** User specified 'C' value of 0.800 given for subarea Time of concentration= 7.35 min. Rainfall intensity= 5.754(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0. 800 CA = . 2. 072 Subarea runoff 3.815(CFS) for 0.320(Ac.) Total runoff= ll.922(CFS) Total area= 2.590(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3009.000 to Point/Station 3009.000 **** SUBAREA FLOW ADDITION**** User specified 'C' value of 0.500 given for subarea The area added to the existing stream causes a a lower flow rate of Q = 7.912(CFS) therefore the upstream flow rate of Q = ll.922(CFS) is being used Time of concentration= 7.35 min. Rainfall intensity= 5.754(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.500 CA= 1.375 subarea runoff 0.000(CFS) for 0.160(Ac.) Total runoff= ll.922(CFS) Total area= 2.750(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------·. -.. ---.. ----------• .. .. .. ------• -• -----• -• - -.. ---.. --- ---... ----.. -----.. -.. - • .. • - "" .. - ~ .,.,;:, ) ' Process from Point/Station 3009.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 257.500(Ft.) Downstream point/station elevation= 254.350(Ft.) Pipe length = 18.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = ll.922(CFS) Given pipe size= 30.00(In.) Calculated individual pipe flow = ll.922(CFS) Normal flow depth in pipe= 5.36(In.) Flow top width inside pipe= 22.98(In.) Critical Depth= 13.90(In.) Pipe flow velocity= 20.08(Ft/s) Travel time through pipe= 0.01 min. Time of concentration (TC) = 7.37 min. 3010.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3009.000 to Point/Station 3010.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 1 Stream flow area= 2.750(Ac.) Runoff from this stream ll.922(CFS) Time of concentration= Rainfall intensity= 7.37 min. 5.746(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3014.000 to Point/Station 3015.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance = 50.000(Ft.) Highest elevation= 294.000(Ft.) Lowest elevation= 277.600(Ft.) Elevation difference= 16.400(Ft.) Slope= 32.800 % Top of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 t, in a development type of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration= 1.80 minutes TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(t slopeA(l/3)] TC= [l.8*(1.1-0.7900)*( 100.000A.5)/( 30.000A(l/3)]= 1.80 Calculated TC of 1.796 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity {I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 :, .:J Subarea runoff= 0.408(CFS) Total initial stream area= 0 .070 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3015.000 to Point/Station 3010.000 **** STREET FLOW TRAVEL TIME+ SUBAREA FLOW ADDITION**** Top of street segment elevation= 277.600(Ft.) End of street segment elevation= 260.l00(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 70.000(Ft.) Distance from crown to crossfall grade break = 68.500(Ft.) Slope from gutter to grade break (v/hz) = 0.090 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 10.000(Ft.) slope from curb to property line (v/hz) = 0.020 Gutter width= l.500(Ft.) Gutter hike from flowline = l.330(In.) Manning's Nin gutter= 0.0150 Manning's N from gutter to grade break= 0.0150 Manning's N from grade break to crown= 0.0150 Estimated mean flow rate at midpoint of street= Depth of flow= 0.310(Ft.), Average velocity= Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= ll.450(Ft.) Flow velocity= 5.44(Ft/s) Travel time= 1.01 min. TC= 2.81 min. Adding area flow to street user specified 'C' value of 0.800 given for subarea 7.467(CFS) 5.444(Ft/s) Rainfall intensity= 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA= 1.976 Subarea runoff 14.170(CFS) for 2.400(Ac.) Total runoff= 14.577(CFS) Total area= 2.470(Ac.) Street flow at end of street= 14.577(CFS) Half street flow at end of street 14.577{CFS) Depth of flow= 0.378(Ft.), Average velocity= 6.4ll(Ft/s) Flow width (from curb towards crown)= 14.876(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3010.000 to Point/Station 3010.000 **** SUBAREA FLOW ADDITION**** User specified 'C' value of 0.700 given for subarea Time of concentration= 2.81 min. Rainfall intensity= 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.700 CA= 2.254 Subarea runoff= Total runoff= 2.05l(CFS) for 0.750{Ac.) 16.628(CFS) Total area= 3.220(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ -----------------• • • .. --------------• -• -• ---- .. --- -- -----.. -----.. --.. - • .. c..J --• -- Process from Point/Station 3015.000 to Point/Station 3010.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 2 Stream flow area= 3.220(Ac.) Runoff from this stream= 16.628(CFS) Time of concentration= 2.81 min . Rainfall intensity= 7.377(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 11. 922 7.37 5.746 2 16.628 2.81 7.377 Qmax(l) = 1.000 * 1.000 * 11. 922) + 0.779 * 1.000 * 16.628) + = 24.874 Qmax(2) = 1.000 * 0.381 * 11. 922) + 1.000 * 1.000 * 16.628) + 21.170 Total of 2 streams to confluence: Flow rates before confluence point: 11.922 16.628 Maximum flow rates at confluence using above data: 24.874 21.170 Area of streams before confluence: 2.750 3.220 Results of confluence: Total flow rate= 24.874(CFS) Time of concentration 7.365 min. Effective stream area after confluence= 5. 970 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3010.000 to Point/Station 3016.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 254.020(Ft.) Do~mstream point/station elevation= 250.540(Ft.) Pipe length 94.04(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow 24.874(CFS) Given pipe size= 30.00(In.) calculated individual pipe flow = 24.874(CFS) Normal flow depth in pipe= ll.58(In.) Flow top width inside pipe= 29.2l(In.) Critical Depth= 20.39(In.) Pipe flow velocity= 14.25(Ft/s) Travel time through pipe= 0.11 min. Time of concentration (TC) = 7.48 min . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3016.000 to Point/Station 3016.000 •*** SUBAREA FLOW ADDITION••** user specified 'C' value of 0.820 given for subarea Time of concentration= 7.48 min. Rainfall intensity= S.692(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 4.920 Subarea runoff= 3.l29(CFS) for 0.030(Ac.) Total runoff= 28.003(CFS) Total area= 6.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3016.000 to Point/Station 3017.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 250.210(Ft.) Downstream point/station elevation= 246.700(Ft.) Pipe length = 238.54(Ft.) Manning's N = 0.013 No. of pipes= l Required pipe flow = 28.003(CFS) Given pipe size= 30.00(In.) Calculated individual pipe flow = 28.003(CFS) Normal flow depth in pipe= 16.l0(In.) Flow top width inside pipe= 29.92(In.) Critical Depth= 2l.63(In.) Pipe flow velocity= l0.43(Ft/s) Travel time through pipe= 0.38 min. Time of concentration (TC) = 7.86 min. End of computations, total study area= 6.000 (Ac.) ----- --------... -.. • - - -----------• -• -• • -.. - • .. -• ---• • ----f ' - ~ --------• -• --9 t' r, - • -- San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)l991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/16/08 LA COSTA TOWN SQUARE CENTRAL -OFFICE -BASIN 3 G:\ACCTS\001017\TMBSNl.OUT ********* Hydrology Study Control Information********** Program License Serial Number 5014 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 5.100 P6/P24 = 54.9% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3001.000 to Point/Station 3002.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [INDUSTRIAL area type (General Industrial Impervious value, Ai= 0.950 Sub-Area C Value= 0.870 A B C D = 0.000 0.000 = 0.000 = 1.000 Initial subarea total flow distance Highest elevation= 322.500(Ft.) Lowest elevation= 322.000(Ft.) 50.000(Ft.) Elevation difference= 0.500(Ft.) Slope= 1.000 % Top of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 2.00 %, in a development type of General Industrial In Accordance With Figure 3~3 Initial Area Time of Concentration TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% TC= [l.8*(1.1-0.8700)*( 70.000A.5)/( 2.75 minutes slopeA(l/3)] 2.000A(l/3)]= 2.75 Calculated TC of 2.749 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff= 0.513(CFS) Total initial stream area= 0. 080 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3002.000 to Point/Station 3003.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 296.500(Ft.) Downstream point elevation= 294.000(Ft.) Channel length thru subarea = 120.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank= 100.000 Slope or 'Z' of right channel bank= 100.000 Estimated mean flow rate at midpoint of channel= 0.93l(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.500(Ft.) Flow(q) thru subarea = 0.93l(CFS) Depth of flow= 0.076(Ft.), Average velocity= l.615(Ft/s) Channel flow top width= 15.183(Ft.) Flow Velocity= l.6l(Ft/s) Travel time = 1.24 min. Time of concentration= 3.99 min. Critical depth= 0.088(Ft.) Adding area flow to channel Decimal fraction soil group A= 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial Impervious value, Ai= 0.950 Sub-Area C Value= 0.870 Rainfall intensity= 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA= 0.183 Subarea runoff= 0.834(CFS) for 0.130(Ac.) Total runoff= l.348(CFS) Total area= Depth of flow= 0.087(Ft.), Average velocity= Critical depth= 0.103(Ft.) 0.210(Ac.) l.772(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3003.000 to Point/Station 3004.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 294.000(Ft.) Downstream point elevation= 289.000(Ft.) Channel length thru subarea 280.000(Ft.) Channel base width l.000(Ft.) Slope or 'Z' of left channel bank= 3.000 Slope or 'Z' of right channel bank= 3.000 Estimated mean flow rate at midpoint of channel= 2.332(CFS) -----------------• -• .. -------- ------- • • ---.... -.. ---.. ---• ---8 ' - ,,,., --.. ------- • -,, •1 ' .. h~ "(' ·,• --.. ... Manning's 'N' = 0.025 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 2.332(CFS) Depth of flow= 0.368(Ft.), Average velocity= 3.007(Ft/s) Channel flow top width= 3.21l(Ft.) Flow Velocity= 3.0l(Ft/s) Travel time = 1.55 min . Time of concentration= 5.54 min. Critical depth= 0.383(Ft.) Adding area flow to channel user specified 'C' value of 0.750 given for subarea Rainfall intensity= 6.905(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.750 CA= 0.473 subarea runoff= l.915(CFS) for 0.420(Ac.) Total runoff= 3.263(CFS) Total area= Depth of flow= 0.432(Ft.), Average velocity= Critical depth= 0.453(Ft.) 0 .630 (Ac.) 3.285(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3004.000 to Point/Station 3004.000 **** SUBAREA FLOW ADDITION**** user specified 'C' value of 0.800 given for subarea Time of concentration= 5.54 min. Rainfall intensity= 6.905(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA= 0.792 Subarea runoff= 2.206(CFS) for 0.360(Ac.) Total runoff= 5.469(CFS) Total area= 0.990(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3004.000 to Point/Station 3005.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 279.000(Ft.) Downstream point/station elevation 264.800(Ft.) Pipe length = 72.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 5.469(CFS) Nearest computed pipe diameter = 9.00(In.) calculated individual pipe flow 5.469(CFS) Normal flow depth in pipe= 5.79(In.) Flow top width inside pipe= 8.62(In.) critical depth could not be calculated. Pipe flow velocity= 18.23(Ft/s) Travel time through pipe= 0.07 min. Time of concentration (TC) = 5.61 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3004.000 to Point/Station 3005.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 1 Stream flow area= 0.990(Ac.) Runoff from this stream= Time of concentration= Rainfall intensity= 5.469(CFS) 5.61 min. 6.853(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3011.000 to Point/Station 3012.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial Impervious value, Ai = 0.950 sub-Area C Value = 0.870 Initial subarea total flow distance = 80.000(Ft.) Highest elevation= 294.l00(Ft.) Lowest elevation= 291.600(Ft.) Elevation difference= 2.500(Ft.) Slope= 3.125 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 3.13 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration 2.53 minutes TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [l.8*(1.1-0.8700)*( 80.000A.5)/( 3.125A(l/3)]= 2.53 Calculated TC of 2.533 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 subarea runoff= 0.321(CFS) Total initial stream area= 0.050(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3012.000 to Point/Station 3013.000 **** STREET FLOW TRAVEL TIME+ SUBAREA FLOW ADDITION**** Top of street segment elevation= 291.600(Ft.) End of street segment elevation= 271.l00(Ft.) Length of street segment 250.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 30.000(Ft.) Distance from crown to crossfall grade break = 28.500(Ft.) Slope from gutter to grade break (v/hz) = 0.090 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width= l.500(Ft.) Gutter hike from flowline = l.330(In.) Manning's Nin gutter= 0.0150 Manning's N from gutter to grade break= 0.0150 Manning's N from grade break to crown= 0.0150 ----.. --------------.. • -• ----- -----• -• -.. - -• • --.. --.. -.. -.. -- -- -.. -• - - • - • --- Estimated mean flow rate at midpoint of street= l.368(CFS) Depth of flow= 0.182(Ft.), Average velocity= 4.356(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= 5.035(Ft.) Flow velocity= 4.36(Ft/s) Travel time= 0.96 min. TC= 3.49 min. Adding area flow to street User specified 'C' value of 0.700 given for subarea Rainfall intensity= 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.700 CA= 0.336 Subarea runoff= 2.158(CFS) for 0.430(Ac.) Total runoff= 2.479(CFS) Total area= 0.480(Ac.) Street flow at end of street= 2.479(CFS) Half street flow at end of street= 2.479(CFS) Depth of flow= 0.213(Ft.), Average velocity= 4.956(Ft/s) Flow width (from curb towards crown)= 6.629(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3013.000 to Point/Station 3013.000 **** SUBAREA FLOW ADDITION**** User specified 'C' value of 0.700 given for subarea Time of concentration= 3.49 min. Rainfall intensity= 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.700 CA= 0.385 Subarea runoff= 0.36l(CFS) for 0.070(Ac.) Total runoff= 2.840(CFS) Total area= 0.SS0(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3013.000 to Point/Station 3005.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 265.000(Ft.) Downstream point/station elevation 264.S00(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 2.840(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow 2.840(CFS) Normal flow depth in pipe= 8.57(In.) Flow top width inside pipe= 14.SS(In.) Critical Depth= 8.12(In.) Pipe flow velocity= 3.92(Ft/s) Travel time through pipe= 0.17 min. Time of concentration (TC) = 3.66 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3013.000 to Point/Station 3005.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 2 Stream flow area 0.SS0(Ac.) Runoff from this stream= 2.840(CFS) Time of concentration= Rainfall intensity= summary of stream data: 3.66 min. 7 .377 (In/Hr) Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.469 5.61 6.853 2 2.840 3.66 7.377 Qmax(l) = 1. 000 * 1.000 * 5. 469) + 0.929 * 1. 000 * 2.840) + = 8.107 Qmax(2) = 1.000 * 0.653 * 5 .469) + 1. 000 * 1. 000 * 2.840) + = 6.410 Total of 2 streams to confluence: Flow rates before confluence point: 5.469 2.840 Maximum flow rates at confluence using above data: 8.107 6.410 Area of streams before confluence: 0.990 0.550 Results of confluence: Total flow rate= 8.107(CFS) Time of concentration= 5.606 min. Effective stream area after confluence= 1. 540 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3005.000 to Point/Station 3006.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 264.800(Ft.) Downstream point/station elevation= 264.000(Ft.) Pipe length = 70.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 8.107(CFS) Nearest computed pipe diameter 18.00(In.) Calculated individual pipe flow 8.107(CFS) Normal flow depth in pipe= ll.33(In.) Flow top width inside pipe= 17.39(In.) Critical Depth= 13.23(In.) Pipe flow velocity= 6.92(Ft/s) Travel time through pipe= 0.17 min. Time of concentration (TC) = 5.77 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3006.000 to Point/Station 3007.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= Downstream point elevation Channel length thru subarea Channel base width = Slope or 'Z' of left channel 264.000(Ft.) 261.600(Ft.) 160.000(Ft.) 2.500(Ft.) bank= 3.000 ------- ----.. ... .. --• • • • -• ----.. -----.. -- - .. - • .. • ---• ------ ,,,,, ------ • --.. .. ---.. .. ,. ta Wf!JI \ ,,,.~ 'Ct :tJ/;; Slope or 'Z' of right channel bank= 3.000 Estimated mean flow rate at midpoint of channel= Manning's 'N' = 0.035 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 8.140(CFS) Depth of flow= 0.630(Ft.), Average velocity= Channel flow top width= 6.278(Ft.) Flow Velocity= 2.95(Ft/s) Travel time = 0.91 min. Time of concentration= 6.68 min. Critical depth= 0.SSl(Ft.) Adding area flow to channel User specified 'C' value of 0.500 given for subarea The area added to the existing stream causes a a lower flow rate of Q = 5.937(CFS) 8.140(CFS) 2.945(Ft/s) therefore the upstream flow rate of Q = 8.107(CFS) is being used Rainfall intensity= 6.120(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.500 CA= 0.970 Subarea runoff= 0.000(CFS) for 0.400(Ac.) Total runoff= 8.107(CFS) Total area Depth of flow= 0.628(Ft.), Average velocity= Critical depth= 0.547(Ft.) 1. 940 (Ac.) 2.942(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3007.000 to Point/Station 3008.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 261.600(Ft.) Downstream point/station elevation= 258.950(Ft.) Pipe length = 200.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 8.107(CFS) Nearest computed pipe diameter = 18.00(In.) calculated individual pipe flow 8.107(CFS) Normal flow depth in pipe= 10.78(In.) Flow top width inside pipe= 17.64(In.) Critical Depth= 13.23(In.) Pipe flow velocity= 7.33(Ft/s) Travel time through pipe= 0.45 min. Time of concentration (TC) = 7.13 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3008.000 to Point/Station 3008.000 **** SUBAREA FLOW ADDITION**** Decimal fraction soil group A Decimal fraction soil group B 0.000 0.000 0.000 Decimal fraction soil group C Decimal fraction soil group D = 1.000 [INDUSTRIAL area type (Limited Industrial Impervious value, Ai= 0.900 Sub-Area c Value= 0.850 The area added to the existing stream causes a a lower flow rate of Q = 7.335(CFS) therefore the upstream flow rate of Q = 8.107{CFS) is being used Time of concentration= 7.13 min. Rainfall intensity= 5.866(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.551 CA= 1,250 Subarea runoff= 0.000{CFS) for 0.330(Ac.) Total runoff= 8.107(CFS) Total area= 2.270(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3008.000 to Point/Station 3009.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 258.950(Ft.) Downstream point/station elevation 257.700(Ft.) Pipe length = 95.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 8.107(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 8.107{CFS) Normal flow depth in pipe= 10.80(In.) Flow top width inside pipe= 17.63(In.) Critical Depth= 13.23{In.) Pipe flow velocity= 7.31(Ft/s) Travel time through pipe= 0.22 min. Time of concentration (TC) = 7.35 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3009.000 to Point/Station 3009.000 **** SUBAREA FLOW ADDITION**** User specified 'C' value of 0.800 given for subarea Time of concentration= 7.35 min. Rainfall intensity= 5.754(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA= , 2.072 Subarea runoff 3.815(CFS) for 0.320(Ac.) Total runoff= ll.922{CFS) Total area= 2.590(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3009.000 to Point/Station 3009.000 **** SUBAREA FLOW ADDITION**** user specified 'C' value of 0.500 given for subarea The area added to the existing stream causes a a lower flow rate of Q = 7.912(CFS) therefore the upstream flow rate of Q = ll.922(CFS) is being used Time of concentration= 7.35 min. Rainfall intensity= 5.754(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area {Q=KCIA) is C = 0.500 CA= 1.375 Subarea runoff= 0.000{CFS) for 0.160{Ac.) Total runoff= ll.922{CFS) Total area= 2.750{Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ -------.. ------.. --- • ------------ ---• - - .. -.. • ---• - .. --- -.. - --.. --- • -. ~ .. .. - Process from Point/Station 3009.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 257.500(Ft.) Downstream point/station elevation= 254.350(Ft.) Pipe length 18.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = ll.922(CFS) Given pipe size= 30.00(In.) Calculated individual pipe flow = 11.922(CFS) Normal flow depth in pipe= 5.36(In.) Flow top width inside pipe= 22.98(In.) Critical Depth= 13.90(In.) Pipe flow velocity= 20.08(Ft/s) Travel time through pipe= 0.01 min. Time of concentration {TC) = 7.37 min. 3010.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3009.000 to Point/Station 3010.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 1 Stream flow area= 2.750(Ac.) Runoff from this stream= 11.922(CFS) Time of concentration= Rainfall intensity= 7.37 min. 5.746{In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3014.000 to Point/Station 3015.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D 1.000 [COMMERCIAL area type (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance = 50.000(Ft.) Highest elevation= 294.000(Ft.) Lowest elevation= 277.600(Ft.) Elevation difference= 16.400(Ft.) Slope= 32.800 % Top of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 %, in a development type of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration= 1.80 minutes TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [l.8*(1.1-0.7900)*( 100.000A.5)/( 30.000A(l/3)]= 1.80 Calculated TC of 1.796 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff= 0.408(CFS) Total initial stream area= 0. 070 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3015.000 to Point/Station 3010.000 **** STREET FLOW TRAVEL TIME+ SUBAREA FLOW ADDITION**** Top of street segment elevation= 277.600(Ft.) End of street segment elevation= 260.l00(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 70.000(Ft.) Distance from crown to crossfall grade break = 68.500(Ft.) Slope from gutter to grade break (v/hz) = 0.090 Slope from grade break to crown (v/hz) 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width= 1.500(Ft.) Gutter hike from flowline = 1.330(In.) Manning's Nin gutter= 0.0150 Manning's N from gutter to grade break= 0.0150 Manning's N from grade break to crown= 0.0150 Estimated mean flow rate at midpoint of street= 7.467(CFS) Depth of flow= 0.310(Ft.), Average velocity= 5.444(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= ll.450(Ft.) Flow velocity= 5.44(Ft/s) Travel time= 1.01 min. TC= 2.81 min. Adding area flow to street User specified •c• value of 0.800 given for subarea Rainfall intensity= 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA= 1.976 Subarea runoff 14.170(CFS) for 2.400(Ac.) Total runoff= 14.577(CFS) Total area= 2.470(Ac.) Street flow at end of street= 14.577(CFS) Half street flow at end of street 14.577(CFS) Depth of flow= 0.378(Ft.), Average velocity= 6.411(Ft/s) Flow width (from curb towards crown)= 14.876(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3010.000 to Point/Station 3010.000 **** SUBAREA FLOW ADDITION**** User specified 'C' value of 0.700 given for subarea Time of concentration= 2.81 min. Rainfall intensity= 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.700 CA= 2.254 Subarea runoff= 2.051(CFS) for 0.750(Ac.) Total runoff= 16.628(CFS) Total area= 3.220(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ -------------------• --------------• -• .. --• • -" --------------t8 -, --... -.. .. ... .. --• . , ----... ------------ Process from Point/Station 3015.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: l in normal stream number 2 Stream flow area= 3.220{Ac.) Runoff from this stream 16.628{CFS) Time of concentration= 2.81 min. Rainfall intensity= 7.377{In/Hr) Summary of stream data: Stream No. 1 2 Qmax{l) Qmax{2) Flow rate {CFS) 11. 922 16.628 = l.000 * 0.779 * = l.000 * 1.000 * TC {min) 7.37 2,81 l.000 * l. 000 * 0.381 * l. 000 * 11.922} 16.628} 11. 922) 16.628} Total of 2 streams to confluence: Flow rates before confluence point: -11.922 16.628 Rainfall Intensity {In/Hr) 5.746 7.377 + + 24.874 + + = 21.170 Maximum flow rates at confluence using above data: 24.874 21.170 Area of streams before confluence: 2.750 3.220 Results of confluence: Total flow rate= 24.874{CFS) Time of concentration= 7.365 min. Effective stream area after confluence= 5. 970 {Ac.} 3010.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3010.000 to Point/Station 3016.000 **** PIPEFLOW TRAVEL TIME {User specified size) **** Upstream point/station elevation= 254.020{Ft.) Downstream point/station elevation= 250.540{Ft.) Pipe length 94.04{Ft.) Manning's N = 0.013 No. of pipes= l Required pipe flow = 24.874{CFS) Given pipe size= 30.00{In.) Calculated individual pipe flow 24.874{CFS) Normal flow depth in pipe= ll.58{In.) Flow top width inside pipe= 29.2l{In.} Critical Depth= 20.39{In.) Pipe flow velocity= 14.25{Ft/s} Travel time through pipe= 0.11 min . Time of concentration (TC} = 7.48 min . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3016.000 to Point/Station 3016.000 **** SUBAREA FLOW ADDITION**** User specified 'C' value of 0.820 given for subarea Time of concentration= 7.48 min. Rainfall intensity= 5.692(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 4.920 subarea runoff= 3.129(CFS) for 0.030(Ac.) Total runoff= 28.003(CFS) Total area= 6.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3016.000 to Point/Station 3017.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 250.210(Ft.) Downstream point/station elevation= 246.700(Ft.) Pipe length = 238.54(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 28.003(CFS) Given pipe size= 30.00(In.) Calculated individual pipe flow 28.003(CFS) Normal flow depth in pipe= 16.l0(In.) Flow top width inside pipe= 29.92(In.) Critical Depth= 21.63(In.) Pipe flow velocity= 10.43(Ft/s) Travel time through pipe= 0.38 min. Time of concentration (TC) = 7.86 min. End of computations, total study area= 6.000 (Ac.) - -- ------• • - • • -• • ---• --• ---• • -•