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HomeMy WebLinkAboutTract No. 14243 and 14244 Hydrology StudyCITY OF FONTANA TRACT Nos. 14243 AND 14244 HYDROLOGY AND HYDRAULICS REPORT July 2005 Prepared By: Van Dell and Associates, Inc. 17801 Cartwright Road Irvine, CA 92614 Tel. (949) 474-1400 Table of Contents 1. Introduction 1 II. Proposed Drainage Improvements 2 III. Rational Method Analysis — Proposed Storm Drain Facilities 3 IV. Catch Basin Hydraulic Analysis 4 V. Proposed Storm Drain Hydraulic Analysis 5 VI. Figures 6 VII. Technical Appendices 7 X:\Projects\881 0101\ENG\DOC\REP\14243-14244HydReport 06_03 2005.doc 1 I. Introduction Tract Nos. 14243 and 14244 (Project) are proposed 8-acre and 14-acre, single-family residential subdivision, respectively, located in the City of Fontana (City), County of San Bernardino, California. Tract No. 14243 is located south of Willow Drive at Poplar Avenue intersection with Alpine Drive as its main entrance. Tract No. 14243 is adjacent to the MWD right of way. Portions of Tract No. 14244 are adjacent to and "sandwiched" between Citrus Avenue and Willow Drive. Access to Tract No. 14244 is through Florence Lane, a short connector road between Citrus Avenue and Willow Drive. The Project site, in its present condition, is rough graded, ready for development, and covered with natural ground cover. Please refer to the Vicinity Map shown on the Hydrology Map exhibit. The Project site is bounded to the south and to the east by the Jurupa Mountains. Runoff from these highlands is intercepted by existing ditches and storm drain systems, which is then conveyed around and/or through the Project site. A review of as -built plans for these existing storm drain systems showed that they were designed to convey the peak runoff from a 100-year storm event. Immediately to the south of the project site is a 15-acre graded area originally intended as a part of this Project. This area presently drains into the Project site, is intercepted by existing catch basins in Alpine Drive, and is conveyed downstream in the existing storm drain system. Therefore, runoff generated by this area in the post -Project condition will have to be intercepted and conveyed to the existing storm drain system prior to entering the Project site. 'On -site, 100-year storm flow will be conveyed by the streets to existing and proposed catch basins located at Alpine Drive and Willow Drive for Tracts 14243 and 14244, respectively. Requests were made to the City of Fontana (City) for the supporting hydrology and hydraulic calculations for the existing storm drain facilities. The City has responded to these requests by indicating that this information is no longer available. A review of the proposed Project and discussions with the City, however, confirm that the proposed Project configuration is consistent with the land -use assumption used in the design of the existing storm drain facilities. Furthermore, development densities are less than those originally proposed due to the preservations of the sandfly habitat located to the south of the Project. Therefore, this report assumes that the existing storm drain facilities have been adequately designed and constructed to collect and convey developed condition 100-year runoff from the Project as well as manage existing flow and debris in off -site areas, as indicated on the As -Built plans for these facilities and operated by the City in the interim period between construction of storm drain and development of the Project. Thus, this reportcontains the hydrology and hydraulic analyses for only the proposed condition (new) storm drain facilities for the Project. In instances where proposed storm drain facilities junction with existing facilities, the 100-year Hydraulic Grade Line (HGL) as shown on the As -Built plans at the point of connection has been used as the X:\Projects\881 0101\ENG\DOC\ EP\14243-14244HydReport 06_03_2005.doc 1 downstream control for the hydraulic analysis of the proposed facilities. Furthermore, a hydraulic analysis of the existing storm drain facilities with the flow rates computed in this report would produce impugnable results due to the inconsistency between the probable methodology used the design of the existing storm drain system and the conservative, more detailed methodology applies to the proposed Project. II. Proposed Drainage Improvements The proposed Project site was previously graded and includes existing flood control facilities within the limits of the proposed Project. These existing facilities include drainage inlets, storm drain lines, manholes, catch basins, and junction structures. The proposed Project will use these existing facilities, as intended by their design, to intercept and convey off -site and on -site flows. The existing facilities affected by the proposed development include the following: • An exiting reinforced concrete pipe (RCP) located in and aligned parallel with Cypress Avenue and flowing to the west (Cypress Avenue Line). • An existing RCP lateral from the Cypress Avenue Line aligned parallel to Poplar Avenue and the existing Metropolitan Water District Easement (Poplar Avenue Lateral). The Poplar Avenue Lateral flows to the north towards Cypress Avenue. • An exiting RCP lateral extending from the Poplar Avenue Lateral, located in and aligned parallel to Willow Drive, and continuing south along Alpine Drive (Alpine Drive Lateral). • An existing 36" RCP lateral from the Poplar Avenue Lateral that extends east between proposed Lot Nos. 40 and 41 of Tract 14243 and within the proposed Pecan Avenue. This lateral continues to the east along the proposed Pecan Avenue alignment and then turns to the northeast. The lateral continues to the northeast between proposed Lot Nos. 38 and 39 of Tract 14244 and collects off - site flows from areas upstream of the proposed development (Pecan Avenue Lateral). • An existing 24" RCP lateral from the Pecan Avenue Lateral that continues to the south between proposed Lot Nos. 49 and 50 of Tract 14244. This lateral then turns to the east to collect offsite flows upstream of the proposed development (Lot 49 Lateral). • An existing 24" RCP' lateral from the Cypress Avenue Line located in Florence Lane. This lateral turns to the northeast at Willow Drive, turns southwest along the proposed Bonsai Avenue alignment, and then continues to the east between Lot Nos. 63 and 64 of Tract 14244. The lateral terminates upstream of the tract boundary and collects off -site flows from areas upstream of the proposed development (Florence Lane Lateral). The development of Tracts 14243 and 14244 will require the following proposed modifications to the existing storm drain facilities described above. X:\Projects\661_0101\ENG\DOC\REP\14243.14244HydReport 06_03 2005.doc 2 • The construction of an inlet to the exiting Lot 38 Lateral immediately upstream of the proposed development. The proposed inlet will allow off -site bulked flows tributary to the southerly tract boundary to flow into the existing lateral. • The construction of an RCP lateral from the Poplar Avenue Lateral. The lateral will be located immediately upstream of the southerly boundary of Tract 14243, will include an upstream headwall structure, and will allow off -site flows and debris tributary to the southerly tract boundary to flow into the proposed lateral. • The construction of two additional catch basins on Willow Drive in Tract 14244 to supplement two existing catch basin located immediately downstream on the Florence Lane Lateral. • The construction of two additional catch basins on Alpine Drive in Tract 14243 to supplement two existing catch basins located immediately downstream on the Alpine Drive Lateral. Ill. Rational Method Analysis — Proposed Storm Drain Facilities The proposed Project storm drain systems were designed based on the procedures published in the 1986, San Bernardino County Hydrology (Hydrology Manual). The Hydrology Manual provided the guidelines and procedures for the 25- and 100-year Rational Method analyses. The parameters used for the rational method are summarized below. • Hydrologic boundaries were based on lot and street grading plans for the subdivision and the off -site topography. The boundaries are depicted on Figure 1, Hydrology Map, included in this report. • The underlying hydrologic soil group is generally Type B with a small portion of Tract 14243 in Type A zone as shown on Figure C-15 of the Hydrology Manual and included in the appendices of this report. • The rainfall depths used in the rational method analyses were based on those reported on Hydrology Manual Figures B-9 and B-10 for the 10-year, 1-hour and 100-year, 1-hour storm events. These values were used to calculate the 1-hour rainfall intensity of the intensity/duration curve. The 25-year rainfall data was based on values derived from Hydrology Manual Figure D-2. Copies of the aforementioned figures are included in the appendices of this report. • The slope of the intensity duration curve in the Project Site is 0.6 (for southwest portion of the County) as discussed in Section D.4, Intensity -Duration Curves, of the Hydrology Manual. • The development density of the Project will be approximately 5 to 6 dwelling units per acre, which correlates to 50% average impervious cover per Figure C-4 of the Hydrology Manual. A copy of this figure is included with this report in the technical appendices. X:\Projects\881_0101\ENG\DOC\REP\14243-14244HydReport 06_03_2005.doc 3 The rational method analysis was performed with software developed by CivilDesign, Inc. for both the 25- and 100-year storm events. The software was designed to accept watershed data and perform rational method analyses in accordance with the Hydrology Manual. The software defines sub -areas and routing paths by means of upstream and downstream node numbers. The Hydrology Map shows the location of all node numbers used in the rational method analysis. Table 1 Rational Method Hydrology Maximum 25-Year and 100-Year Storm Drain Flow Rates Downstream Node Number 135 140 215 230 325 335 Location Westerly Off -site Inlet Easterly Off -Site Inlet W'ly Alpine Dr. CB E'Iy Alpine Dr. CB E'ly Willow Dr. CB W'ly Willow Dr. CB Tributary Area (Ac) 2.41 12.84 5.74 6.69 7.13 2.74 Maximum 25-Year Q (cfs) 5.13 19.57 13.86 14.31 13.85 6.84 Maximum 100-Year Q (cfs) 7.15 29.39 18.81 19.58 19.32 8.72 IV. Catch Basin Hydraulic Analysis Proposed and existing catch basins that will accept flow from the development were analyzed with the procedures provided in *the Hydraulic Engineering Circular No. 12 (HEC-12) published by the U.S. Federal Highway Administration. The HEC-12 procedures include considerations for street cross slope, gutter slope, local depression depth, and inlet length. The Project site has four (4) existing "flow -by" type curb -opening catch basins (CB); two 21-ft long CB's are located at Alpine Drive at its intersection with Willow Drive in Tract No. 14243, and two 14-ft long CB's along Willow Drive at Florence Lane intersection adjacent to Tract No. 14244. These inlets were analyzed for interception capacities both for the 25-yr and 100-yr storm discharges. It was found that none of these inlets intercept all of the Q25 and Q100 discharges. Additional inlets are proposed to augment the capacities of the existing inlets to intercept the Q100 runoff. The Table below summarizes the additional inlets resulting from the interception analyses. The HEC-12 calculations are included in the technical appendices of this report. X:\Projects\881_0101\ENG\DOC\REP\14243.14244HydReport 06_03_2005.doc 4 CB No. Table 2 Proposed Curb -Opening Catch Basins Width of Opening (ft) Location — See Hydrology Map 1 10 Node 317, Tract 14244 2 21 Node 322, Tract 14244 3 21 Node 226, Tract 14243 4 14 Node 212, Tract 14243 V. Proposed Storm Drain Hydraulic Analysis The hydraulic analysis of the proposed storm drain lateral connecting to the Poplar Avenue Lateral used the Water Surface Pressure Gradient (WSPG) computer software. WSPG calculates frictional losses and corresponding velocities and depths in prismatic conveyances. The input parameters consist of station and invert elevation as well as conveyance geometry and horizontal changes. WSPG also considers losses resulting from manhole structures and lateral junctions. The downstream water surface elevation at the terminus of the proposed lateral was assumed to be the hydraulic grade line elevation shown on the record drawings for the existing downstream receiving facility. The WSPG input and output files are included in the technical appendices of this report. X:\Projects\881_0101\ENG\DOC\REP\14243-14244HydReport 06_03_2005.doc 5 VI. Figures • Figure 1 — Rational Method Hydrology Map and Location Map • Isohyetal Map —10 Yr, 1 Hr • Isohyetal Map —100 Yr, 1 Hr • Hydrology Manual Figure D-2, Rainfall Depth Vs Return Period • Hydrology Manual Figure D-3, Intensity -Duration Curves Calc Sheet • Hydrology Manual Figure C-4, Actual Impervious Cover for Developed Areas • Hydrology Manual Figure C-15, Hydrologic Soils Group Map, Southwest —C Area X:\Projects\881_0101\ENG\DOC\REP\14243-14244HydReport 06_03_2005.doc 1079.0 FROM EXISTING STORM DRAIN INLET Q2s = N/A Q+oo = 113 cfs 36" RCP DWG 1822 100' 1062.0 1062.3 EXISTING LOT 49 24" RCP LATERAL DWG 1822 0' 50' 100' 200' 300' GRAPHIC SCALE: 1" = 100' 1 0 1 EXITING PECAN AVE. 45" RCP LATERAL pWG 1822. 411 FROM EXISTING STORM DRAIN INLET Q26 = N/A Q,00 = 30 cfs LIMITS OF TRACT NO. 14244 25=N/A" ; 4,, 100=133.15 cfs EXISTING PECAN AVE. 36" CMP LATERAL DWG 1822 cfs EXISTING POPLAR AVE. LATERAL 36" RCP DWG 1822 025 = N/A Q,00 = 275.54 cfs EXIST 54" RCP DWG 1822 1037.0 1055.0 !; 1054.8 FROM EXISTING STORM DRAIN INLET Q25 = N/A Qioo = 96 cfs EXISTING ,CB 1015.0 FL Q25=4.75Cfs Q,o00.9jcf 1009.0 FL Q25=27.18cfs Qioo=36.94cfs EXISTING CB r 011015.2s=7.3 98cfsFL O Q,00=10.94cfs Moo(er-mossy 0.49Cfs LIMITS OF TRACT NO. 14244 EXIST 36" RCP 1071.0 EXISTNG CATCH BASINS INFO NODE NO. LENGTH (FT.) TC TO FL DEPRESSION (IN) Q25 (CFS) Q100 (CFS) TYPE 215 21.0 0.90' 3 0.75 0.97 FLOW -BY 230 21.0 0.90' 3 7.98 10.94 FLOW -BY 325 14.0 0.90' 3 0.51 0.65 FLOW -BY 335 14.0 0.90' 3 1.05 1.35 FLOW -BY 48" RCP DWG 1822 EXIST 72" RCP DWG 1822 025= N/A Q+oo = 312.48 , cf LIMITS OF TRACT NO. 14243 ----TRACTS 14243-1 AND 14243-2 1028.9 Q25= N/A Qioo = 403.65 cfs - EXISTING ALPINE DR. 42" RCP LATERAL DWG 1888 EXISTING CB 1022.3 FL 1017.0 INVA 1016.7 FL' Qze18.70cfs Q,0o=26.17cfs EXISTING CB 1020.0 1022.9 FL 1017.5 INV /325) Q25=1.57cfs Qmo=3.82cfs r - r f e f V-r CB 10 BRIARCLIFF AVENUE rgnaw 7 P-1O -& EXISTING CITRUS AVE 42" RCP LINE DWG 1822 FROM EXISTING STORM DRAIN INLET Q25 = N/A Qioo = 25 cfs Q26 = N/A Qioo = 91.17 cfs 1 9 25=5.7 1027 8 EXIST 24" RCP DWG 1822 fs 7cfs EXISTING FLORENCE LANE 24" RCP LATERAL DWG 1822 LEGEND --�-- --- CL CITRUS AVE TRIBUTARY AREA, ACRES NODE NO. WITH ELEVATION TRIBUTARY AREA BOUNDARY TRIBUTARY SUB -AREA BOUNDARY FLOW LINES PROPOSED STORM DRAIN PIPE EXISTING STORM DRAIN PIPE EXISTING 42" RCP Q25 = N/A ()too = 40 cfs BENCHMARK SAN BERNARDINO COUNTY B.M. OF 627, NAVD 88 ELEVATION: 1011.70 FEET nvnaN�"n i nvnvv�rnvrwvwn rs DIAL BEFORE YOU DIG TWO WORKING DAYS BEFORE YOU DIG //) 1-800-227-2600 A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT TOLL FREE REV. REVISION DESCRIPTION DATE ENGR. CITY DATE OWNER TEN -NINETY, A CALIFORNIA LIMITED PARTNERSHIP 470 E. HARRISON STREET CORONA, VA 92879 APPLICANT/DEVELOPER FIESTA DEVELOPMENT 470 E. HARRISON STREET CORONA, CA 92879 PLAN PREPARED BY: 141 VAN DELL AND ASSOCIATES, INC. CIVIL ENGINEERS SURVEYORS LAND PLANNERS CITY OF FONTANA, CALIFORNIA 17801 CARTWRIGHT ROAD IRVINE CA 92614 (949) 474-1400 DRAW BY: SWL UNDER THE SUPERVISION OF: DESIGNED BY: EMR TRACT No. 14243 & 14244 SCALE: AS SHOWN DATE: 7/27/2005 'DATE CHECKED BY: APPROVED BY: CITY ENGINEER R.C.E. 51152 DATE: DRAWING NO.: X: \PROJECTS\881 \0100\ENG\SHT\TRACT 14243-44\HM\14243-44E1-01 HM-01.DWG 1 T4N t.; 1 T3N WI L , I -I-r' I TIC II - -1'/- T2N TIS t••• CHINO T2S 1._ T3S 4 - --F. ii7dA5. ..J 8 W• 1 of M.O.•N R5W SAN BERNARDINO_ COUNTY FLOOD CONTROL 'DISTRICT VALLEY AREA. ISOHYETALS Yio - 10 YEAR 1 HOUR. BASED ON u. D.C., N,O.AA. ATLAS 2, 1973. APPROVED BY FLbC6RTH6LH-. DATE 1982 SCALE I°•2 Mi. FILE NO. WRD-I DRWG. Na 3 Gt .,12 • ° O. +-.--' FON TAN mviniz RIALTO_.,, CREST MORE p! R5W WEST SUM R6W E,...'11 7°.30 — MIT 1 'VALLEY \- I 5 LEGEND: ISOLINES PRECIPITATION (INCHES) e AL TA LOMA I•Cr, ISM R7W CRI E! GRAN, TERR C RSIDE SAN BERN HYDROLOGY T3S 8 RE Q1 REDUCED DRAWING. SCALE III = 4 MILES • LEGEND' 1.8 ISOLINES PRECIPITATION (INCHES) 00 CONTROL Sin/ • 0� SAN BERNARDINO COUNTY FL000 CONTROL DISTRICT' VALLEY AREA ISONYETALS 1100 100 YEAR. ['HOUR BASED ON U.SD.�.NOAA. ATLAS 2, 102E • AF.P.OVED BY FLOOD T N - INEER DATE 1982� , WALE NMI.NMI.W PLS NQDOOMK D-1 �.4 DNO. .1.12 ! 1.5 111,11 Al! RIALTO_ %I1[31•IaiN Maki ON TANMMIMWLI. 'INS n rAirmiwr ::. �,,.M_ .r COLTON Illinirr .._- ..•DER•• ... I L' :''vim. �P. • 30 01.1.0 GRANT. T[RR ERSIDE SAN BER HYDROLOG 3.5 3 0.5 0 r D 'I) .00 c'1 2 3.5 3 2.5 i-� 2 1.5 • 0 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE' I. FOR INTERMEDIATE RETURN PERIODS PLOT 10-YEAR AND 100-YEAR ONE HOUR VALUES FROM MAPS, THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERIOD. FOR EXAMPLE GIVEN 10-YEAR ONE HOUR 0.95" AND 100-YEAR CNE HOUR • I.60", 25-YEAR ONE HOUR ■ I.18". 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MIM -"MN ..I II .LIZIC:11M/wm I1M1n111.111 it l ii �... . enutt11an�l>I� ����wn��nnes �n�� 11���gM� Ile .YY.gptMnllW innnuisanumunumiiinumn i�.�'.nnli�11�ti�:`g11QOnM1 nI"'11 nun DESIGN STORM FREQUENCY = YEARS 2 'FP- 0.6" ONE HOUR POINT RAINFALL = ' INCHES S O ,it, LOG -LOG SLOPE = O1 6 40 O AO PROJECT LOCATION = or cT t-VPA - 1,05 \oo I, 3. SAN BERNARDINO COUNTY HYDROLOGY MANUAL INTENSITY - DURATION CURVES CALCULATION SHEET D-8 FIGURE D- 3 1 1 ACTUAL IMPERVIOUS COVER Land Use (1) Range -Percent Recommended Value For Average Conditions -Percent (2) Natural or Agriculture Public Park School Single Family Residential: (3) 2.5 acre lots 1 acre lots 2 dwellings/acre 3-4 dwellings/acre 5-7 dwellings/acre 0 - 0 10 - 25 30 - 50 • 5 - 15 10 - 25 20 - 40 30 - 50 35 - 55 0 15 40 10 20 30 40 50 8-10 dwellings/acre More than 10 dwellings/acre Multiple Family Residential: Condominiums Apartments Mobile Home Park Commercial, Downtown Business or Industrial 50 - 70 65 - 90 45 - 70 65 - 90 60 - 85 80 - 100 60 • 80 65 80 75 90 Notes: 1. Land use should be based on ultimate development range master plans for the County and incorporated to insure reasonable land use assumptions. 2. Recommended values are based on average a particular study area. The percentage impervious comparable sized lots due to differences in Landscape practices should also be considered to use ornamental gravels underlain by impervious lawns and shrubs. A field investigation of and a review of aerial photos, where available, percentage of impervious cover in developed 3. For typical equestrian subdivisions increase values recommended in the table above. SIN BERNARDINO COUNTY HYDROLOGY MANUAL of the watershed. Long cities should be reviewed conditions which may not apply to may vary greatly even on dwelling size, improvements, etc. as it is common in some areas plastic materials in place of a study area shall always be made, may assist in estimating the areas. impervious area 5 percent over the ACTUAL IMPERVIOUS COVER FOR DEVELOPED AREAS Ftrtara c- 4 _7. _ C.-1 ND 01 ROUP BOUNDARY OIL GROUP DESIGNATION OU1RY OF INDICATED SOURCE 44,4 SCALE 1,48,000 SCALE REDUCED BY 1/2 1 �= soco f^T 4. a-oi,-u( SITE -Cf Ts 1:4-2-43.. ML44 HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST-C AREA VII. Technical Appendices • 100-Yr Storm Hydrology Calculations • 25-Yr Storm Hydrology Calculations • Hydrology Node Schematic Diagrams • HEC-12 Catch Basin Interception Capacity Calculations • Proposed Storm Drain Hydraulic Calculations X:\Projects\881 0101\ENG\DOC\REP\14243-14244HydReport 06_03_2005.doc 100-Yr Storm Hydrology Analysis AreaAl00.out San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version.6.4 Rational Hydrology Study Date: 05/12/05 881_0100 City of Fontana Tract 14243 and 14244 100-Year Storm Hydrology Analysis Drainage Area A 5/11/05 SWL Van Dell & Associates, Inc., Irvine, CA - S/N 953 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.900(In.) 100 Year storm 1 hour rainfall = 1.330(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.330 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 105.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data: Initial area flow distance = 220.000(Ft.) Top (of initial area) elevation = 1079.000(Ft.) Bottom (of initial area) elevation = 1062.000(Ft.) Difference in elevation = 17.000(Ft.) Slope = 0.07727 s(%)= 7.73 TC = k(0.525)*[(length^3)/(elevation change)]"0.2 Initial area time of concentration = 7.577 min. Rainfall intensity = 4.603(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.873 Subarea runoff = 2.249(CFS) Total initial stream area = 0.560(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 110.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 12.733(CFS) Depth of flow = 1.267(Ft.), Average velocity = 1.422(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 2.00 2 8.00 0.00 3 10.00 0.00 4 18.00 2.00 Manning's 'N' friction factor = 0.045 Sub -Channel flow = 12.733(CFS) flow top width = 12.135(Ft.) velocity= 1.422(Ft/s) Page 1 AreaA100.out area = 8.953(Sq.Ft) Froude number = 0.292 Upstream point elevation 1062.000(Ft.) Downstream point elevation = 1060.000(Ft.) Flow length = 695.000(Ft.) Travel time = 8.14 min. Time of concentration = 15.72 min. Depth of flow = 1.267(Ft.) Average velocity = 1.422(Ft/s) Total irregular channel flow = 12.733(CFS) Irregular channel normal depth above invert elev. = 1.267(Ft.) Average velocity of channel(s) = 1.422(Ft/s) Sub -Channel No. 1 Critical depth = 0.703(Ft.) Critical flow top width = 7.625(Ft.) Critical flow velocity= 3.763(Ft/s) Critical flow area = 3.384(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Rainfall intensity = 2.971(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.858 Subarea runoff = 12.475(CFS) for 5.220(Ac.) Total runoff = 14.724(CFS) Effective area this stream = 5.78(Ac.) Total Study Area (Main Stream No. 1) = 5.78(Ac.) Area averaged Fm value = 0.140(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 115.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 14.992(CFS) Depth of flow = 0.684(Ft.), Average velocity = 4.624(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 2.00 2 8.00 0.00 3 10.00 0.00 4 18.00 2.00 Manning's 'N' friction factor = 0.045 Sub -Channel flow = 14.992(CFS) flow top width = 7.475(Ft.) velocity= 4.624(Ft/s) area = 3.242(Sq.Ft) Froude number = 1.237 Upstream point elevation = 1060.000(Ft.) Downstream point elevation = 1052.000(Ft.) Flow length = 130.000(Ft.) Travel time = 0.47 min. Time of concentration = 16.19 min. Depth of flow = 0.684(Ft.) Average velocity = 4.624(Ft/s) Total irregular channel flow = 14.992(CFS) Irregular channel normal depth above invert elev. = 0.684(Ft.) Average velocity of channel(s) = 4.624(Ft/s) Sub -Channel No. 1 Critical depth = 0.758(Ft.) Critical flow top width = 8.063(Ft.) Critical flow velocity= 3.932(Ft/s) Page 2 AreaAl00.out Critical flow area = 3.813(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Rainfall intensity = 2.919(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.857 Subarea runoff = 0.255(CFS) for 0.210(Ac.) Total runoff = 14.979(CFS) Effective area this stream = 5.99(Ac.) Total Study Area (Main Stream No. 1) = 5.99(Ac.) Area averaged Fm value = 0.140(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.000 to Point/Station 125.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 19.293(CFS) Depth of flow = 0.858(Ft.), Average velocity = 4.139(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 2.00 2 8.00 0.00 3 10.00 0.00 4 18.00 2.00 Manning's 'N' friction factor = 0.045 Sub -Channel flow = 19.293(CFS) flow top width = 8.864(Ft.) velocity= 4.139(Ft/s) area = 4.661(Sq.Ft) Froude number = 1.006 Upstream point elevation = 1052.000(Ft.) Downstream point elevation = 1035.000(Ft.) Flow length = 445.000(Ft.) Travel time = 1.79 min. Time of concentration = 17 98 min. Depth of flow = 0.858(Ft.) Average velocity = 4.139(Ft/s) Total irregular channel flow = 19.293(CFS) Irregular channel normal depth above invert elev. = 0.858(Ft.) Average velocity of channel(s) = 4.139(Ft/s) Sub -Channel No. 1 Critical depth = 0.859(Ft.) Critical flow top width = 8.875(Ft.) Critical flow velocity= 4.129(Ft/s) Critical flow area = 4.673(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Rainfall intensity = 2.740(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.854 Subarea runoff = 7.114(CFS) for 3.450(Ac.) Total runoff = 22.094(CFS) Effective area this stream = 9.44(Ac.) Page 3 AreaAl00.out Total Study Area (Main Stream No. 1) = 9.44(Ac.) Area averaged Fm value = 0.140(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 125.000 to Point/Station 140.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 26.072(CFS) Depth of flow = 1.028(Ft.), Average velocity = 4.151(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 2.00 2 8.00 0.00 3 10.00 0.00 4 18.00 2.00 Manning's 'N' friction factor = 0.045 Sub -Channel flow = 26.072(CFS) flow top width = 10.222(Ft.) velocity= 4.151(Ft/s) area = 6.281(Sq.Ft) Froude number = 0.933 Upstream point elevation = 1035.000(Ft.) Downstream point elevation = 1030.000(Ft.) Flow length = 160.000(Ft.) Travel time = 0.64 min. Time of concentration = 18.63 min. Depth of flow = 1.028(Ft.) Average velocity = 4.151(Ft/s) Total irregular channel flow = 26.072(CFS) Irregular channel normal depth above invert elev. = 1.028(Ft.) Average velocity of channel(s) = 4.151(Ft/s) Sub -Channel No. 1 Critical depth = 0.992(Ft.) Critical flow top width = 9.938(Ft.) Critical flow velocity= 4.403(Ft/s) Critical flow area = 5.922(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Rainfall intensity = 2.683(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.853 Subarea runoff = 7.297(CFS) for 3.400(Ac.) Total runoff = 29.391(CFS) Effective area this stream = 12.84(Ac.) Total Study Area (Main Stream No. 1) = 12.84(Ac.) Area averaged Fm value = 0.140(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.000 to Point/Station 135.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Initial subarea data: Page 4 0.140(In/Hr) AreaAl00.out Initial area flow distance = 363.000(Ft.) Top (of initial area) elevation = 1062.300(Ft.) Bottom (of initial area) elevation = 1055.600(Ft.) Difference in elevation = 6.700(Ft.) Slope = 0.01846 s(%)= 1.85 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.328 min. Rainfall intensity = 3.437(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.863 Subarea runoff = 7.152(CFS) Total initial stream area = 2.410(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) End of computations, Total Study Area = 15.25 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 78.0 Page 5 AreaB100.out San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 05/12/05 881_0100 City of Fontana Tract 14243 and 14244 100-Year Storm Hydrology Analysis Drainage Area B 5/11/05 SWL Van Dell & Associates, Inc., Irvine, CA - S/N 953 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.900(In.) 100 Year storm 1 hour rainfall = 1.330(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.330 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 205.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss-rate(Fm)= 0.220(In/Hr) Initial subarea data: Initial area flow distance = 202.300(Ft.) Top (of initial area) elevation = 1071.000(Ft.) Bottom (of initial area) elevation = 1055.000(Ft.) Difference in elevation = 16.000(Ft.) Slope = 0.07909 s(%)= 7.91 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 5.404 min. Rainfall intensity = 5.638(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.865 Subarea runoff = 2.584(CFS) Total initial stream area = 0.530(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 210.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1055.000(Ft.) End of street segment elevation = 1044.700(Ft.) Length of street segment = 685.285(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0 0150 Manning's N from gutter to grade break = 0.0150 Page 1 AreaB100.out Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.362(CFS) Depth of flow = 0.293(Ft.), Average velocity = 3.461(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.589(Ft.) Flow velocity = 3.46(Ft/s) Travel time = 3.30 min. TC = 8.70 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Rainfall intensity = 4.235(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.853 Subarea runoff = 7.896(CFS) for 2.370(Ac.) Total runoff = 10.480(CFS) Effective area this stream = 2.90(Ac.) Total Study Area (Main Stream No. 1) = 2.90(Ac.) Area averaged Fm value = 0.220(In/Hr) Street flow at end of street = 10.480(CFS) Half street flow at end of street = 10.480(CFS) Depth of flow = 0.321(Ft.), Average velocity = 3.662(Ft/s) Flow width (from curb towards crown)= 16.957(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 212.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1044.700(Ft.) End of street segment elevation = 1018.300(Ft.) Length of street segment = 628.859(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft ) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown .= 0.0150 Estimated mean flow rate at midpoint of street = 15.323(CFS) Depth of flow = 0.304(Ft.), Average velocity = 5.919(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.132(Ft.) Flow velocity = 5.92(Ft/s) Travel time = 1.77 min. TC = 10.47 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.200 Decimal fraction soil group B = 0.800 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 51.20 Adjusted SCS curve number for AMC.3 = 71.20 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.257(In/Hr) Rainfall intensity = 3.790(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.844 Subarea runoff = 7.360(CFS) for 2.680(Ac.) Total runoff = 17.840(CFS) Effective area this stream = 5.58(Ac.) Total Study Area (Main Stream No. 1) = 5.58(Ac.) Area averaged Fm value = 0.238(In/Hr) Street flow at end of street = 17.840(CFS) Page 2 AreaB100.out Half street flow at end of street = 17.840(CFS) Depth of flow = 0.323(Ft.), Average velocity = 6.149(Ft/s) Flow width (from curb towards crown)= 17.073(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 212.000 to Point/Station 214.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1018.300(Ft.) Downstream point/station elevation = 1014.000(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.840(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 17.840(CFS) Normal flow depth in pipe = 8.33(In.) Flow top width inside pipe = 14.91(In.) Critical depth could not be calculated. Pipe flow velocity = 25.46(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 10.49 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 214.000 to Point/Station 214.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.580(Ac.) Runoff from this stream = 17.840(CFS) Time of concentration = 10.49 min. Rainfall intensity = 3.787(In/Hr) Area averaged loss rate (Fm) = 0.2377(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 220.000 to Point/Station 222.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Initial subarea data: Initial area flow distance = 156.757(Ft.) Top (of initial area) elevation = 1056.200(Ft.) Bottom (of initial area) elevation = 1054.800(Ft.) Difference in elevation = 1.400(Ft.) Slope = 0.00893 s(%)= 0.89 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.548 min. Rainfall intensity = 4.613(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.857 Subarea runoff = 1.423(CFS) Total initial stream area = 0.360(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 222.000 to Point/Station 225.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1054.800(Ft.) End of street segment elevation = 1044.700(Ft.) Length of street segment = 469.803(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Page 3 AreaB100.out Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.776(CFS) Depth of flow = 0.199(Ft.), Average velocity = 3.240(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.859(Ft.) Flow velocity = 3.24(Ft/s) Travel time = 2.42 min. TC = 9.96 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Rainfall intensity = 3.905(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.849 Subarea runoff = 3.718(CFS) for 1.190(Ac.) Total runoff = 5.141(CFS) Effective area this stream = 1.55(Ac.) Total Study Area (Main Stream No. 1) = 7.13(Ac.) Area averaged Fm value = 0.220(In/Hr) Street flow at end of street = 5.141(CFS) Half street flow at end of street = 5.141(CFS) Depth of flow = 0.225(Ft.), Average velocity = 3.502(Ft/s) Flow width (from curb towards crown)= 12.173(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 225.000 to Point/Station 226.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1044.700(Ft.) End of street segment elevation = 1018.500(Ft.) Length of street segment = 632.053(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.463(CFS) Depth of flow = 0.229(Ft.), Average velocity = 4.918(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.375(Ft.) Flow velocity = 4.92(Ft/s) Travel time = 2.14 min. TC = 12.11 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Page 4 AreaB100.out Rainfall intensity = 3.475(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.843 Subarea runoff = 3.500(CFS) for 1.400(Ac.) Total runoff = 8.641(CFS) Effective area this stream = 2.95(Ac.) Total Study Area (Main Stream No. 1) = 8.53(Ac.) Area averaged Fm value = 0.220(In/Hr) Street flow at end of street = 8.641(CFS) Half street flow at end of street = 8.641(CFS) Depth of flow = 0.243(Ft.), Average velocity = 5.102(Ft/s) Flow width (from curb towards crown)= 13.067(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 226.000 to Point/Station 214.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1018.500(Ft.) Downstream point/station elevation = 1014.000(Ft.) Pipe length = 35.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.641(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 8.641(CFS) Normal flow depth in pipe = 7.23(In.) Flow top width inside pipe = 11.74(In.) Critical depth could not be calculated. Pipe flow velocity = 17.47(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 12.14 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 214.000 to Point/Station 214.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.950(Ac.) Runoff from this stream = 8.641(CFS) Time of concentration = 12.14 min. Rainfall intensity = 3.469(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 17.840 10.49 3.787 2 8.641 12.14 3.469 Qmax(1) = 1.000 * 1.000 * 17.840) + 1.098 * 0.864 * 8.641) + _ Qmax(2) = 0.910 * 1.000 * 17.840) + 1.000 * 1.000 * 8.641) + = 26.037 24.882 Total of 2 streams to confluence: Flow rates before confluence point: 17.840 8.641 Maximum flow rates at confluence using above data: 26.037 24.882 Area of streams before confluence: 5.580 2.950 Effective area values after confluence: 8.129 8.530 Results of confluence: Total flow rate = 26.037(CFS) Time of concentration = 10.488 min. Effective stream area after confluence = 8.129(Ac.) Stream Area average Pervious fraction(Ap) = 0.500 Stream Area average soil loss rate(Fm) = 0.232(In/Hr) Study area (this main stream) = 8.53(Ac.) Page 5 AreaB100.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 214.000 to Point/Station 235.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1014.000(Ft.) Downstream point/station elevation = 1009.000(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 26.037(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 26.037(CFS) Normal flow depth in pipe = 11.11(In.) Flow top width inside pipe = 17.50(In.) Critical depth could not be calculated. Pipe flow velocity = 22.75(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 10.52 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 235.000 to Point/Station 235.000 **** CONFLUENCE OF MAIN STREAMS **** The following data. inside Main Stream is listed: In Main Stream number: 1 Effective stream flow area = 8.129(Ac.) Total study area this main stream = 8.530(Ac.) Runoff from this stream = 26.037(CFS) Time of concentration = 10.52 min. Rainfall intensity = 3.781(In/Hr) Area averaged loss rate (Fm) = 0.2316(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 227.000 to Point/Station 228.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Initial subarea data: Initial area flow distance = 217.274(Ft.) Top (of initial area) elevation = 1037.000(Ft.) Bottom (of initial area) elevation = 1027.400(Ft.) Difference in elevation = 9.600(Ft.) Slope = 0.04418 s(%)= 4.42 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 6.247 min. Rainfall intensity = 5.168(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.862 Subarea runoff = 1.781(CFS) Total initial stream area = 0.400(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 228.000 to Point/Station 230.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1027.400(Ft.) End of street segment elevation = 1015.300(Ft.) Length of street segment = 572.961(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Page 6 AreaB100.out Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.633(CFS) Depth of flow = 0.234(Ft.), Average velocity = 3.560(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.634(Ft.) Flow velocity = 3.56(Ft/s) Travel time = 2.68 min. TC = 8.93 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Rainfall intensity = 4.171(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.853 Subarea runoff = 5.793(CFS) for 1.730(Ac.) Total runoff = 7.574(CFS) Effective area this stream = 2.13(Ac.) Total Study Area (Main Stream No. 2) = 2.13(Ac.) Area averaged Fm value = 0.220(In/Hr) Street flow at end of street = 7.574(CFS) Half street flow at end of street = 7.574(CFS) Depth of flow = 0.264(Ft.), Average velocity = 3.834(Ft/s) Flow width (from curb towards crown)= 14.103(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 229.000 to Point/Station 230.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1028.900(Ft.) End of street segment elevation = 1015.300(Ft.) Length of street segment = 752.187(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 10.436(CFS) Depth of flow = 0.309(Ft.), Average velocity = 3.921(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.357(Ft.) Flow velocity = 3.92(Ft/s) Travel time = 3.20 min. TC = 12.13 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Page 7 AreaB100.out Rainfall intensity = 3.471(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.843 Subarea runoff = 3.370(CFS) for 1.610(Ac.) Total runoff = 10.944(CFS) Effective area this stream = 3.74(Ac.) Total Study Area (Main Stream No. 2) = 3.74(Ac.) Area averaged Fm value = 0.220(In/Hr) Street flow at end of street = 10.944(CFS) Half street flow at end of street = 10.944(CFS) Depth of flow = 0.315(Ft.), Average velocity = 3.968(Ft/s) Flow width (from curb towards crown)= 16.649(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 230.000 to Point/Station 235.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1015.300(Ft.) Downstream point/station elevation = 1009.000(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.944(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 10.944(CFS) Normal flow depth in pipe = 6.33(In.) Flow top width inside pipe = 11.98(In.) Critical depth could not be calculated. Pipe flow velocity = 26.04(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 12.14 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 235.000 to Point/Station 235.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Effective stream flow area = 3.740(Ac.) Total study area this main stream = 3.740(Ac.) Runoff from this stream = 10.944(CFS) Time of concentration = 12.14 min. Rainfall intensity = 3.469(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 212.000 to Point/Station 215.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Initial subarea data: Initial area flow distance = 66.550(Ft.) Top (of initial area) elevation = 1018.300(Ft.) Bottom (of initial area) elevation = 1015.000(Ft.) Difference in elevation = 3.300(Ft.) Slope = 0.04959 s(%)= 4.96 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 3.803 min. Rainfall intensity = 6.961(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.872 Subarea runoff = 0.971(CFS) Total initial stream area = 0.160(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) Page 8 AreaB100.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 215.000 to Point/Station 235.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1015.000(Ft.) Downstream point/station elevation = 1009.000(Ft.) Pipe length = 30.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.971(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.971(CFS) Normal flow depth in pipe = 2.59(In.) Flow top width inside pipe = 5.94(In.) Critical Depth = 5.63(In.) Pipe flow velocity = 11.96(Ft/s)', Travel time through pipe = 0.04 min. Time of concentration (TC) = 3.84 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 235.000 to Point/Station 235.000 **** CONFLUENCE OF MAIN STREAMS **** . The following data inside Main Stream is listed: In Main Stream number: 3 Effective stream flow area = 0.160(Ac.) Total study area this main stream = 0.160(Ac.) Runoff from this stream = 0.971(CFS) Time of concentration = 3.84 min. Rainfall intensity = 6.915(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 26.037 10.52 3.781 2 10.944 12.14 3.469 3 0.971 3.84 6.915 Qmax(1) = Qmax(2) Qmax(3) = 1.000 * 1.000 * 26.037) + 1.096 * 0.866 * 10.944) + 0.532 * 1.000 * 0.971) + = 0.912 * 1.000 * 26.037) + 1.000 * 1.000 * 10.944) + 0.485 * 1.000 * 0.971) + = 36.944 35.164 1.883 * 0.366 * 26.037) + 2.061 * 0.317 * 10.944) + 1.000 * 1.000 * 0.971) + = 26.037 Total of 3 main streams to confluence: Flow rates before confluence point: 27.037 11.944 1.971 Maximum flow rates at confluence using above data: 36.944 35.164 26.037 Effective Area of streams before confluence: 8.129 3.740 0.160 Effective area values after confluence: 11.529 12.029 4.316 Results of confluence: Total flow rate = 36.944(CFS) Time of concentration = 10.517 min. Effective stream area after confluence = 11.529(Ac.) Stream Area average Pervious fraction(Ap) = 0.500 Stream Area average soil loss rate(Fm) = 0.228(In/Hr) Steam effective area = 12.03(Ac.) End of computations, Total Study Area = 12.43 (Ac.) Page 9 AreaB100.out The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.500 Area averaged SCS curve number = 55.0 Page 10 AreaC100.out San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 05/12/05 881_0100 City of Fontana Tract 14243 and 14244 100-Year Storm Hydrology Analysis Drainage Area C 5/11/05 SWL Van Dell & Associates, Inc., Irvine, CA - S/N 953 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.900(In.) 100 Year storm 1 hour rainfall = 1.330(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.330 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 305.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Initial subarea data: Initial area flow distance = 215.436(Ft.) Top (of initial area) elevation = 1071.000(Ft.) Bottom (of initial area) elevation = 1055.500(Ft.) Difference in elevation = 15.500(Ft.) Slope = 0.07195 s(%)= 7.19 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 5.648 min. Rainfall intensity = 5.491(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.864 Subarea runoff = 1.755(CFS) Total initial stream area = 0.370(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 315.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1055.500(Ft.) End of street segment elevation = 1028.000(Ft.) Length of street segment = 758.993(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Page 1 AreaC100.out Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.989(CFS) Depth of flow = 0.254(Ft.), Average velocity = 4.900(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.595(Ft.) Flow velocity = 4.90(Ft/s) Travel time = 2.58 min. TC = 8.23 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00. Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Rainfall intensity = 4.380(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.855 Subarea runoff = 11.051(CFS) for 3.050(Ac.) Total runoff = 12.806(CFS) Effective area this stream = 3.42(Ac.) Total Study Area (Main Stream No. 1) = 3.42(Ac.) Area averaged Fm value = 0.220(In/Hr) Street flow at end of street = 12.806(CFS) Half street flow at end of street = 12.806(CFS) Depth of flow = 0.292(Ft.), Average velocity = 5.355(Ft/s) Flow width (from curb towards crown)= 15.509(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 315.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1041.500(Ft.) End of street segment elevation = 1028.000(Ft.) Length of street segment = 831.336(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft ) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 15.577(CFS) Depth of flow = 0.364(Ft.), Average velocity = 4.286(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 4.29(Ft/s) Travel time = 3.23 min. TC = 11.46 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3= 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Rainfall intensity = 3.591(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.845, Subarea runoff = 2.059(CFS) for 1.480(Ac.) Total runoff = 14.865(CFS) Effective area this stream = 4.90(Ac.) Total Study Area (Main Stream No. 1) = 4.90(Ac.) Area averaged Fm value = 0.220(In/Hr) Page 2 AreaC100.out Street flow at end of street = 14.865(CFS) Half street flow at end of street = 14.865(CFS) Depth of flow = 0.359(Ft.), Average velocity = 4.207(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 315.000 to Point/Station 320.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1028.000(Ft.) End of street segment elevation = 1027.800(Ft.) Length of street segment = 40.918(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft ) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 14.865(CFS) Depth of flow = 0.444(Ft.), Average velocity = 2.929(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 2.93(Ft/s) Travel time = 0.23 min. TC = 11.69 min. Adding area flow to street COMMERCIAL subarea type 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 SCS curve number for soil(AMC 2) = 75.00 Adjusted SCS curve number for AMC 3 = 91.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.017(In/Hr) Rainfall intensity = 3.548(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.844 Subarea runoff = 0.000(CFS) for 0.000(Ac.) Total runoff = 14.865(CFS) Effective area this stream = 4.90(Ac.) Total Study Area (Main Stream No. 1) = 4.90(Ac.) Area averaged Fm value = 0.220(In/Hr) Street flow at end of street = 14.865(CFS) Half street flow at end of street = 14.865(CFS) Depth of flow = 0.444(Ft.), Average velocity = 2.929(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 220.000 to Point/Station 320.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1056.200(Ft.) End of street segment elevation = 1027.800(Ft.) Length of street segment = 833.611(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft ) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Page 3 AreaC100.out Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 18.111(CFS) Depth of flow = 0.339(Ft.), Average velocity = 5.708(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.852(Ft.) Flow velocity = 5.71(Ft/s) Travel time = 2.43 min. TC = 14.13 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Rainfall intensity = 3.167(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.837 Subarea runoff = 3.809(CFS) for 2.140(Ac.) Total runoff = 18.674(CFS) Effective area this stream = 7.04(Ac.) Total Study Area (Main Stream No. 1) = 7.04(Ac.) Area averaged Fm value = 0.220(In/Hr) Street flow at end of street = 18.674(CFS) Half street flow at end of street = 18.674(CFS) Depth of flow = 0.343(Ft.), Average velocity = 5.759(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 322.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1027.800(Ft.) End of street segment elevation = 1024.100(Ft.) Length of street segment = 20.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) • Manning's.N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 18.674(CFS) Depth of flow = 0.245(Ft.), Average velocity = 10.840(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.177(Ft.) Flow velocity = 10.84(Ft/s) Travel time = 0.03 min. TC = 14.16 min. Adding area flow to street COMMERCIAL subarea type 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 SCS curve number for soil(AMC 2) = 75.00 Adjusted SCS curve number for AMC 3 = 91.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.017(In/Hr) Rainfall intensity = 3.163(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.837 Subarea runoff = 0.000(CFS) for 0.000(Ac.) Total runoff = 18.674(CFS) Page 4 AreaC100.out Effective area this stream = 7.04(Ac.) Total Study Area (Main Stream No. 1) = 7.04(Ac.) Area averaged Fm value = 0.220(In/Hr) Street flow at end of street = 18.674(CFS) Half street flow at end of street = 18.674(CFS) Depth of flow = 0.245(Ft.), Average velocity = 10.840(Ft/s) Flow width (from curb towards crown)= 13.177(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 322.000 to Point/Station 323.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1024.100(Ft.) Downstream point/station elevation = 1020.000(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 18.674(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 18.674(CFS) Normal flow depth in pipe = 8.71(In.) Flow top width inside pipe = 14.80(In.) Critical depth could not be calculated. Pipe flow velocity = 25.27(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 14.17 min ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 323.000 to Point/Station 323.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 7.040(Ac.) Runoff from this stream = 18.674(CFS) Time of concentration = 14.17 min. Rainfall intensity = 3.161(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 330.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Initial subarea data: Initial area flow distance = 383.215(Ft.) Top (of initial area) elevation = 1041.500(Ft.) Bottom (of initial area) elevation = 1036.500(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.01305 s(%)= 1.30 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.005 min. Rainfall intensity = 3.896(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.849 Subarea runoff = 3.044(CFS) Total initial stream area = 0.920(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 330.000 to Point/Station 317.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1036.500(Ft.) End of street segment elevation = 1024.900(Ft.) Page 5 AreaC100.out Length of street segment = 540.488(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.773(CFS) Depth of flow = 0.236(Ft.), Average velocity = 3.603(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.712(Ft.) Flow velocity = 3.60(Ft/s) Travel time = 2.50 min. TC = 12.51 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group S = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Rainfall intensity = 3.408(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.842 Subarea runoff = 4.330(CFS) for 1.650(Ac.) Total runoff = 7.374(CFS) Effective area this stream = 2.57(Ac.) Total Study Area (Main Stream No. 1) = 9.61(Ac.) Area averaged Fm value = 0.220(In/Hr) Street flow at end of street = 7.374(CFS) Half street flow at end of street = 7.374(CFS) Depth of flow = 0.260(Ft.), Average velocity = 3.832(Ft/s) Flow width (from curb towards crown)= 13.921(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 317.000 to Point/Station 323.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1024.900(Ft.) Downstream point/station elevation = 1020.000(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow .= 7.374(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 7.374(CFS) Normal flow depth in pipe = 6.68(In.) Flow top width inside pipe = 7.87(In.) Critical depth could not be calculated. Pipe flow velocity = 20.98(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 12.52 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 323.000 to Point/Station 323.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.570(Ac.) Runoff from this stream = 7.374(CFS) Time of concentration = 12.52 min. Rainfall intensity = 3.405(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Page 6 AreaC100.out Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 18.674 14.17 3.161 2 7.374 12.52 3.405 (:Imax(1) = 1.000 * 1.000 * 18.674) + 0.923 * 1.000 * 7.374) + = 25.483 Qmax(2) = 1.083 * 0.883 * 18.674) + 1.000 * 1.000 * 7.374) + = 25.240 Total of 2 streams to confluence: Flow rates before confluence point: 18.674 7.374 Maximum flow rates at confluence using above data: 25.483 25.240 Area of streams before confluence: 7.040 2.570 Effective area values after confluence: 9.610 8.789 Results of confluence: Total flow rate = 25.483(CFS) Time of concentration = 14.173 min. Effective stream area after confluence = 9.610(Ac.) Stream Area average Pervious fraction(Ap) 0.500 Stream Area average soil loss rate(Fm) = 0.220(In/Hr) Study area (this main stream) = 9.61(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 323.000 to Point/Station 340.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1020.000(Ft.) Downstream point/station elevation = 1016.700(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 25.483(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 25.483(CFS) Normal flow depth in pipe = 12.68(In.) Flow top width inside pipe = 16.43(In.) Critical depth could not be calculated. Pipe flow velocity = 19.14(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 14.21 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 340.000 to Point/Station 340.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Effective stream flow area = 9.610(Ac.) Total study area this main stream = 9.610(Ac.) Runoff from this stream = 25.483(CFS) Time of concentration = 14.21 min. Rainfall intensity = 3.157(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 322.000 to Point/Station 325.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Page 7 • AreaC100.out SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Initial subarea data: Initial area flow distance = 30.000(Ft.) Top (of initial area) elevation = 1024.100(Ft.) Bottom (of initial area) elevation = 1022.900(Ft.) Difference in elevation = 1.200(Ft.) Slope = 0.04000 s(%)= 4.00 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 2.887 min. Rainfall intensity = 8.213(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.876 Subarea runoff = 0.647(CFS) Total initial stream area = 0.090(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 325.000 to Point/Station 340.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1022.900(Ft.) Downstream point/station elevation = 1016.700(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.647(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.647(CFS) Normal flow depth in pipe = 1.85(In.) Flow top width inside pipe = 5.54(In.) Critical Depth = 4.90(In.) Pipe flow velocity = 12.55(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 2.91 min ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 340.000 to Point/Station 340.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Effective stream flow area = 0.090(Ac.) Total study area this main stream = 0.090(Ac.) Runoff from this stream = 0.647(CFS) Time of concentration = 2.91 min. Rainfall intensity = 8.168(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 317.000 to Point/Station 335.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Initial subarea data: Initial area flow distance = 30.000(Ft.) Top (of initial area) elevation = 1024.900(Ft.) Bottom (of initial area) elevation = 1022.300(Ft.) Difference in elevation = 2.600(Ft.) Slope = 0.08667 s(%)= 8.67 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 2.473 min. Rainfall intensity = 9.012(In/Hr) for a 100.0 year storm Page 8 AreaC100.out Effective runoff coefficient used for area (Q=KCIA) is C = 0.878 Subarea runoff = 1.345(CFS) Total initial stream area = 0.170(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 335.000 to Point/Station 340.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1022.300(Ft.) Downstream point/station elevation = 1016.700(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.345(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 1.345(CFS) Normal flow depth in pipe = 2.83(In.) Flow top width inside pipe = 5.99(In.) Critical depth could not be calculated. Pipe flow velocity = 14.75(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 2.50 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 340.000 to Point/Station 340.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Effective stream flow area = 0.170(Ac.) Total study area this main stream = 0.170(Ac.) Runoff from this stream = 1.345(CFS) Time of concentration = 2.50 min. Rainfall intensity = 8.963(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 25.483 14.21 3.157 2 0.647 2.91 8.168 3 1.345 2.50 8.963 Qmax(1) = 1.000 * 1.000 * 25.483) + 0.369 * 1.000 * 0.647) + 0.336 * 1.000 * 1.345) + = 26.174 Qmax(2) = 2.706 * 0.205 * 25.483) + 1.000 * 1.000 * 0.647) + 0.909 * 1.000 * 1.345) + = 16.012 Qmax(3) = 2.977 * 0.176 * 25.483) + 1.100 * 0.857 * 0.647) + 1.000 * 1.000 * 1.345) + = 15.281 Total of 3 main streams to confluence: Flow rates before confluence point: 26.483 1.647 2.345 Maximum flow rates at confluence using above data: 26.174 16.012 15.281 Effective Area of streams before confluence: 9.610 0.090 0.170 Effective area values after confluence: 9.870 2.230 1.935 Results of confluence: Total flow rate = 26.174(CFS) Time of concentration = 14.208 min. Page 9 AreaC100.out Effective stream area after confluence =. 9.870(Ac.) Stream Area average Pervious fraction(Ap) = 0.500 Stream Area average soil loss rate(Fm) = 0.220(In/Hr) Steam effective area = 9.87(Ac.) End of computations, Total Study Area = 9.87 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.500 Area averaged SCS curve number = 56.0 Page 10 25-Yr Storm Hydrology Analysis AreaA25.out San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 05/16/05 881_0100 City of Fontana Tract 14243 and 14244 25-Year Storm Hydology Analysis Drainage Area A 5/11/05 SWL Van Dell & Associates, Inc., Irvine, CA - S/N 953 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 0.900(In.) 100 Year storm 1 hour rainfall = 1.330(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.071 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 105.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance = 220.000(Ft.) Top (of initial area) elevation = 1079.000(Ft.) Bottom (of initial area) elevation = 1062.000(Ft.) Difference in elevation = 17.000(Ft.) Slope = 0.07727 s(%)= 7.73 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.577 min. Rainfall intensity = 3.707(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.802 Subarea runoff = 1.665(CFS) Total initial stream area = 0.560(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 110.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 9.425(CFS) Depth of flow = 1.111(Ft.), Average velocity = 1.317(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 2.00 2 8.00 0.00 3 10.00 0.00 4 18.00 2.00 Manning's 'N' friction factor = 0.045 Sub -Channel flow = 9.425(CFS) flow top width = 10.885(Ft.) velocity= 1.317(Ft/s) area = 7.155(Sq.Ft) Page 1 AreaA25.out Froude number = 0.286 Upstream point elevation = 1062.000(Ft.) Downstream point elevation = 1060.000(Ft.) Flow length = 695.000(Ft.) Travel time = 8.79 min. Time of concentration = 16.37 min. Depth of flow = 1.111(Ft.) Average velocity = 1.317(Ft/s) Total irregular channel flow = 9.425(CFS) Irregular channel normal depth above invert elev. = 1.111(Ft.) Average velocity of channel(s) = 1.317(Ft/s) Sub -Channel No. 1 Critical depth = 0.602(Ft.) Critical flow top width = 6.813(Ft.) Critical flow velocity= 3.556(Ft/s) Critical flow area = 2.651(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 2.335(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.744 Subarea runoff = 8.382(CFS) for 5.220(Ac.) Total runoff = 10.047(CFS) Effective area this stream = 5.78(Ac.) Total Study Area (Main Stream No. 1) = 5.78(Ac.) Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 115.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 10.230(CFS) Depth of flow = 0.571(Ft.), Average velocity = 4.181(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 2.00 2 8.00 0.00 3 10.00 0.00 4 18.00 2.00 Manning's 'N' friction factor = 0.045 Sub -Channel flow = 10.230(CFS) flow top width = 6.569(Ft.) velocity= 4.181(Ft/s) area = 2.447(Sq.Ft) Froude number = 1.207 Upstream point elevation = 1060.000(Ft.) Downstream point elevation = 1052.000(Ft.) Flow length = 130.000(Ft.) Travel time = 0.52 min. Time of concentration = 16.89 min. Depth of flow = 0.571(Ft.) Average velocity = 4.181(Ft/s) Total irregular channel flow = 10.230(CFS) Irregular channel normal depth above invert elev. = 0.571(Ft.) Average velocity of channel(s) = 4.181(Ft/s) Sub -Channel No. 1 Critical depth = 0.629(Ft.) Critical flow top width = 7.031(Ft.) Critical flow velocity= 3.602(Ft/s) Critical flow area = 2.840(Sq.Ft) Page 2 AreaA25.out Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 2.292(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.742 Subarea runoff = 0.132(CFS) for 0.210(Ac.) Total runoff = 10.179(CFS) Effective area this stream = 5.99(Ac.) Total Study Area (Main Stream No. 1) = 5.99(Ac.) Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.000 to Point/Station 125.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 13.111(CFS) Depth of flow = 0.718(Ft.), Average velocity = 3.744(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 2.00 2 8.00 0.00 3 10.00 0.00 4 18.00 2.00 Manning's 'N' friction factor = 0.045 Sub -Channel flow = 13.111(CFS) flow top width = 7.747(Ft.) velocity= 3.744(Ft/s) area = 3.501(Sq.Ft) Froude number = 0.982 Upstream point elevation = 1052.000(Ft.) Downstream point elevation = 1035.000(Ft.) Flow length = 445.000(Ft.) Travel time = 1.98 min. Time of concentration = 18 87 min. Depth of flow = 0.718(Ft.) Average velocity = 3.744(Ft/s) Total irregular channel flow = 13.111(CFS) Irregular channel normal depth above invert elev. = 0.718(Ft.) Average velocity of channel(s) = 3.744(Ft/s) Sub -Channel No. 1 Critical depth = 0.711(Ft.) Critical flow top width = 7.688(Ft.) Critical flow velocity= 3.807(Ft/s) Critical flow area = 3.444(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 2.144(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.731 Subarea runoff = 4.609(CFS) for 3.450(Ac.) Total runoff = 14.789(CFS) Effective area this stream = 9.44(Ac.) Total Study Area (Main Stream No. 1) = 9.44(Ac.) Area averaged Fm value = 0.404(In/Hr) Page 3 AreaA25.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 125.000 to Point/Station 140.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 17.452(CFS) Depth of flow = 0.858(Ft.), Average velocity = 3.744(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 2.00 2 8.00 0.00 3 10.00 0.00 4 18.00 2.00 Manning's 'N' friction factor = 0.045 Sub -Channel flow = 17.452(CFS) flow top width = 8.865(Ft.) velocity= 3.744(Ft/s) area = 4.662(Sq.Ft) Froude number = 0.910 Upstream point elevation = 1035.000(Ft.) Downstream point elevation = 1030.000(Ft.) Flow length = 160.000(Ft.) Travel time = 0.71 min. Time of concentration = 19.58 min. Depth of flow = 0.858(Ft.) Average velocity = 3.744(Ft/s) Total irregular channel flow = 17.452(CFS) Irregular channel normal depth above invert elev. = 0.858(Ft.) Average velocity of channel(s) = 3.744(Ft/s) Sub -Channel No. 1 Critical depth = 0.820(Ft.) Critical flow top width = 8.563(Ft.) Critical flow velocity= 4.028(Ft/s) Critical flow area = 4.332(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 2.097(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.727 Subarea runoff = 4.782(CFS) for 3.400(Ac.) Total runoff = 19.570(CFS) Effective area this stream = 12.84(Ac.) Total Study Area (Main Stream No. 1) = 12.84(Ac.) Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.000 to Point/Station 135.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 363.000(Ft.) Top (of initial area) elevation = 1062.300(Ft.) Bottom (of initial area) elevation = 1055.600(Ft.) Difference in elevation = 6.700(Ft.) Slope = 0.01846 s(%)= 1.85 TC = k(0.525)*[(length^3f`7'(elevation change)]^0.2 Page 4 0.404(In/Hr) AreaA25.out Initial area time of concentration = 12.328 min. Rainfall intensity = 2.768(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.769 Subarea runoff = 5.129(CFS) Total initial stream area = 2.410(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.404(In/Hr) End of computations, Total Study Area = 15.25 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap).= 1.000 Area averaged SCS curve number = 78.0 Page 5 AreaB25.out San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 05/16/05 881_0100 City of Fontana Tract 14243 and 14244 25-Year Storm Hydrology Analysis Drainage Area B 5/11/05 SWL Van Dell & Associates, Inc., Irvine, CA - S/N 953 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 0.900(In.) 100 Year storm 1 hour rainfall = 1.330(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.071 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 205.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 202.300(Ft.) Top (of initial area) elevation = 1071.000(Ft.) Bottom (of initial area) elevation = 1055.000(Ft.) Difference in elevation = 16.000(Ft.) Slope = 0.07909 s(%)= 7.91 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 5.404 min. Rainfall intensity = 4.540(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.827 Subarea runoff = 1.991(CFS) Total initial stream area = • 0.530(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 210.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1055.000(Ft.) End of street segment elevation = 1044.700(Ft.) Length of street segment = 685.285(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft ) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Page 1 AreaB25.out Estimated mean flow rate at midpoint of street = 6.442(CFS) Depth of flow = 0.265(Ft.), Average velocity = 3.241(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.146(Ft.) Flow velocity = 3.24(Ft/s) Travel time = 3.52 min. TC = 8.93 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 3.360(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.802 Subarea runoff = 5.820(CFS) for 2.370(Ac.) Total runoff = 7.811(CFS) Effective area this stream = 2.90(Ac.) Total Study Area (Main Stream No. 1) = 2.90(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 7.811(CFS) Half street flow at end of street = 7.811(CFS) Depth of flow = 0.286(Ft.), Average velocity = 3.402(Ft/s) Flow width (from curb towards crown)= 15.197(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 212.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1044.700(Ft.) End of street segment elevation = 1018.300(Ft.) Length of street segment = 628.859(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 11.420(CFS) Depth of flow = 0.271(Ft.), Average velocity = 5.498(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.460(Ft.) Flow velocity = 5.50(Ft/s) Travel time = 1.91 min. TC = 10.83 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.200 Decimal fraction soil group B = 0.800 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 51.20 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.397(In/Hr) Rainfall intensity = 2.991(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.785 Subarea runoff = 5.295(CFS) for 2.680(Ac.) Total runoff = 13.106(CFS) Effective area this stream = 5.58(Ac.) Total Study Area (Main Stream No. 1) = 5.58(Ac.) Area averaged Fm value = 0.382(In/Hr) Street flow at end of street = 13.106(CFS) Half street flow at end of street = 13.106(CFS) Depth of flow = 0.286(Ft.), Average velocity = 5.691(Ft/s) Flow width (from curb towards crown)= 15.220(Ft.) Page 2 AreaB25.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 212.000 to Point/Station 214.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1018.300(Ft.) Downstream point/station elevation = 1014.000(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.106(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 13.106(CFS) Normal flow depth in pipe = 8.07(In.) Flow top width inside pipe = 11.26(In.) Critical depth could not be calculated. Pipe flow velocity = 23.34(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 10.85 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 214.000 to Point/Station 214.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number.: 1 in normal stream number 1 Stream flow area = 5.580(Ac.) Runoff from this stream = 13.106(CFS) Time of concentration = 10.85 min. Rainfall intensity = 2.989(In/Hr) Area averaged loss rate (Fm) = 0.3816(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 220.000 to Point/Station 222.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 156.757(Ft.) Top (of initial area) elevation = 1056.200(Ft.) Bottom (of initial area) elevation = 1054.800(Ft.) Difference in elevation = 1.400(Ft.) Slope = 0.00893 s(%)= 0.89 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.548 min. Rainfall intensity = 3.715(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.811 Subarea runoff = 1.085(CFS) Total initial stream area = 0.360(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 222.000 to Point/Station 225.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1054.800(Ft.) End of street segment elevation = 1044.700(Ft.) Length of street segment = 469.803(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Page 3 AreaB25.out Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.878(CFS) Depth of flow = 0.178(Ft.), Average velocity = 3.026(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.823(Ft.) Flow velocity = 3.03(Ft/s) Travel time = 2.59 min. TC = 10.14 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 3.113(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.794 Subarea runoff = 2.746(CFS) for, 1.190(Ac.) Total runoff = 3.831(CFS) Effective area this stream = 1.55(Ac.) Total Study Area (Main Stream No. 1) = 7.13(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 3.831(CFS) Half street flow at end of street = 3.831(CFS) Depth of flow = 0.200(Ft.), Average velocity = 3.252(Ft/s) Flow width (from curb towards crown)= 10.917(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 225.000 to Point/Station 226.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1044.700(Ft.) End of street segment elevation = 1018.500(Ft.) Length of street segment = 632.053(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.561(CFS) Depth of flow = 0.204(Ft.), Average velocity = 4.567(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.097(Ft.) Flow velocity = 4.57(Ft/s) Travel time = 2.31 min. TC = 12.44 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.753(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.780 Subarea runoff = 2.503(CFS) for 1.400(Ac.) Total runoff = 6.334(CFS) Effective area this stream = 2.95(Ac.) Page 4 AreaB25.out Total Study Area (Main Stream No. 1) = 8.53(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 6.334(CFS) Half street flow at end of street = 6.334(CFS) Depth of flow = 0.215(Ft.), Average velocity = 4.719(Ft/s) Flow width (from curb towards crown)= 11.645(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 226.000 to Point/Station 214.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1018.500(Ft.) Downstream point/station elevation = 1014.000(Ft.) Pipe length = 35.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.334(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 6.334(CFS) Normal flow depth in pipe = 5.97(In.) Flow top width inside pipe = 12.00(In.) Critical depth could not be calculated. Pipe flow velocity = 16.23(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 12.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 214.000 to Point/Station 214.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.950(Ac.) Runoff from this stream = 6.334(CFS) Time of concentration = 12.48 min. Rainfall intensity = 2.748(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 13.106 10.85 2 6.334 12.48 Qmax(1) = Rainfall Intensity (In/Hr) 2.989 2.748 1.000 * 1.000 * 13.106) + 1.101 * 0.869 * 6.334) + = Qmax(2) = 0.908 * 1.000 * 13.106) + 1.000 * 1.000 * 6.334) + _ 19.169 18.229 Total of 2 streams to confluence: Flow rates before confluence point: 13.106 6.334 Maximum flow rates at confluence using above data: 19.169 18.229 Area of streams before confluence: 5.580 2.950 Effective area values after confluence: 8.145 8.530 Results of confluence: Total flow rate = 19.169(CFS) Time of concentration = 10.848 min. Effective stream area after confluence = 8.145(Ac.) Stream Area average Pervious fraction(Ap) = 0.500 Stream Area average soil loss rate(Fm) = 0.377(In/Hr) Study area (this main stream) = 8.53(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 214.000 to Point/Station 235.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Page 5 AreaB25.out Upstream point/station elevation = 1014.000(Ft.) Downstream point/station elevation = 1009.000(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 19.169(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 19.169(CFS) Normal flow depth in pipe = 10.52(In.) Flow top width inside pipe = 13.73(In.) Critical depth could not be calculated. Pipe flow velocity = 20.85(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 10.88 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 235.000 to Point/Station 235.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Effective stream flow area = 8.145(Ac.) Total study area this main stream = 8.530(Ac.) Runoff from this stream = 19.169(CFS) Time of concentration = 10.88 min. Rainfall intensity = 2.984(In/Hr) Area averaged loss rate (Fm) = 0.3766(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 227.000 to Point/Station 228.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 217.274(Ft.) Top (of initial area) elevation = 1037.000(Ft.) Bottom (of initial area) elevation = 1027.400(Ft.) Difference in elevation = 9.600(Ft.) Slope = 0.04418 s(%)= 4.42 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 6.247 min. Rainfall intensity = 4.162(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.821 Subarea runoff = 1.366(CFS) Total initial stream area = 0.400(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 228.000 to Point/Station 230.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1027.400(Ft.) End of street segment elevation = 1015.300(Ft.) Length of street segment = 572.961(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Page 6 AreaB25.out Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.321(CFS) Depth of flow = 0.211(Ft.), Average velocity = 3.330(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.451(Ft.) Flow velocity = 3.33(Ft/s) Travel time = 2.87 min. TC = 9.12 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 3.318(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.800 Subarea runoff = 4.291(CFS) for 1.730(Ac.) Total runoff = 5.657(CFS) Effective area this stream = 2.13(Ac.) Total Study Area (Main Stream No. 2) = 2.13(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 5.657(CFS) Half street flow at end of street = 5.657(CFS) Depth of flow = 0.235(Ft.), Average velocity = 3.563(Ft/s) Flow width (from curb towards crown)= 12.654(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 229.000 to Point/Station 230.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1028.900(Ft.) End of street segment elevation = 1015.300(Ft.) Length of street segment = 752.187(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.795(CFS) Depth of flow = 0.275(Ft.), Average velocity = 3.644(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.673(Ft.) Flow velocity = 3.64(Ft/s) Travel time = 3.44 min. TC = 12.56 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.738(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.779 Subarea runoff = 2.324(CFS) for 1.610(Ac.) Total runoff = 7.981(CFS) Effective area this stream = 3.74(Ac.) Total Study Area (Main Stream No. 2) = 3.74(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 7.981(CFS) Page 7 AreaB25.out Half street flow at end of street = 7.981(CFS) Depth of flow = 0.278(Ft.), Average velocity = 3.666(Ft/s) Flow width (from curb towards crown)= 14.802(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 230.000 to Point/Station 235.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1015.300(Ft.) Downstream point/station elevation = 1009.000(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.981(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 7.981(CFS) Normal flow depth in pipe = 6.43(In.) Flow top width inside pipe = 8.13(In.) Critical depth could not be calculated. Pipe flow velocity = 23.63(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 12.57 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 235.000 to Point/Station 235.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Effective stream flow area = 3.740(Ac.) Total study area this main stream = 3.740(Ac.) Runoff from this stream = 7.981(CFS) Time of concentration = 12.57 min. Rainfall intensity = 2.736(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 212.000 to Point/Station **** INITIAL AREA EVALUATION **** 215.000 RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 66.550(Ft.) Top (of initial area) elevation = 1018.300(Ft.) Bottom (of initial area) elevation = 1015.000(Ft.) 'Difference in elevation = 3.300(Ft.) Slope = 0.04959 s(%)= 4.96 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 3.803 min. Rainfall intensity = 5.606(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.841 Subarea runoff = 0.754(CFS) Total initial stream area = 0.160(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 215.000 to Point/Station 235.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1015.000(Ft.) Downstream point/station elevation = 1009.000(Ft.) Pipe length = 30.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.754(CFS) Page 8 AreaB25.out Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.754(CFS) Normal flow depth in pipe = 2.25(In.) Flow top width inside pipe = 5.81(In.) Critical Depth = 5.22(In.) Pipe flow velocity = 11.17(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 3.85 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 235.000 to Point/Station 235.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main In Main Stream number: 3 Effective stream flow area Total study area this main Runoff from this stream Time of concentration = Rainfall intensity = Area averaged loss rate Area Stream is listed: 0.160(Ac.) stream = 0.160(Ac.) = 0.754(CFS) 3.85 min. 5.567(In/Hr) (Fm) = 0.3670(In/Hr) averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 19.169 10.88 2.984 2 7.981 12.57 2.736 3 0.754 3.85 5.567 Qmax(1) = 1.000 * 1.000 * 19.169) + 1.104 * 0.866 * 7.981) + 0.503 * 1.000 * 0.754) + = 27.179 Qmax(2) = 0.905 * 1.000 * 19.169) + 1.000 * 1.000 * 7.981) + 0.456 * 1.000 * 0.754) + = 25.674 Qmax(3) = 1.991 * 0.354 * 19.169) + 2.195 * 0.306 * 7.981) + 1.000 * 1.000 * 0.754) + = 19.613 Total of 3 main streams to confluence: Flow rates before confluence point: 20.169 8.981 1.754 Maximum flow rates at confluence using above data: 27.179 25.674 19.613 Effective Area of streams before confluence: 8.145 3.740 0.160 Effective area values after confluence: 11.542 12.045 4.185 Results of confluence: Total flow rate = 27.179(CFS) Time of concentration = 10.880 min. Effective stream area after confluence = 11.542(Ac.) Stream Area average Pervious fraction(Ap) = 0.500 Stream Area average soil loss rate(Fm) = 0.373(In/Hr) Steam effective area = 12.04(Ac.) End of computations, Total Study Area = The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. 12.43 (Ac.) Area averaged pervious area fraction(Ap) = 0.500 Area averaged SCS curve number = 55.0 Page 9 AreaC25.out San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 05/16/05 881_0100 City of Fontana Tract 14243 and 14244 25-Year Storm Hydrology Analysis Drainage Area C 5/11/05 SWL Van Dell & Associates, Inc., Irvine, CA - S/N 953 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 0.900(In.) 100 Year storm 1 hour rainfall = 1.330(In.) Computed rainfall intensity: Storm year = 25.00 1 hour. rainfall = 1.071 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 305.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 215.436(Ft.) • Top (of initial area) elevation = 1071.000(Ft.) Bottom (of initial area) elevation = 1055.500(Ft.) Difference in elevation = 15.500(Ft.) Slope = 0.07195 s(%)= 7.19 TC = k(0.389)*[(length^3)./(elevation change)]^0.2 Initial area time of concentration = 5.648 min. Rainfall intensity = 4.422(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.825 Subarea runoff = 1.350(CFS) Total initial stream area = 0.370(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 315.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1055.500(Ft.) End of street segment elevation = 1028.000(Ft.) Length of street segment = 758.993(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter/hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Page 1 AreaC25.out Estimated mean flow rate at midpoint of street = 6.916(CFS) Depth of flow = 0.228(Ft.), Average velocity = 4.587(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.334(Ft.) Flow velocity = 4.59(Ft/s) Travel time = 2.76 min. •TC = 8.41 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 3.483(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.805 Subarea runoff = 8.242(CFS) for 3.050(Ac.) Total runoff = 9.592(CFS) Effective area this stream = 3.42(Ac.) Total Study Area (Main Stream No. 1) = 3.42(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 9.592(CFS) Half street flow at end of street = 9.592(CFS) Depth of flow = 0.260(Ft ), Average velocity = 4.980(Ft/s) Flow width (from curb towards crown)= 13.928(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 315.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1041.500(Ft.) End of street segment elevation = 1028.000(Ft.) Length of street segment = 831.336(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = •1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 11.668(CFS) Depth of flow = 0.330(Ft.), Average velocity = 3.873(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.396(Ft.) Flow velocity = 3.87(Ft/s) Travel time = 3.58 min. TC = 11.98 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.816(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.783 Subarea runoff = 1.207(CFS) for 1.480(Ac.) Total runoff = 10.799(CFS) Effective area this stream = 4.90(Ac.) Total Study Area (Main Stream No. 1) = 4.90(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 10.799(CFS) Half street flow at end of street = 10.799(CFS) Depth of flow = 0.320(Ft.), Average velocity = 3.799(Ft/s) Flow width (from curb towards crown)= 16.902(Ft.) Page 2 AreaC25.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 315.000 to Point/Station 320.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1028.000(Ft.) End of street segment elevation = 1027.800(Ft.) Length of street segment = 40.918(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 10.799(CFS) Depth of flow = 0.395(Ft.), Average velocity = 2.581(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 2.58(Ft/s) Travel time = 0.26 min. TC = 12.25 min. Adding area flow to street COMMERCIAL subarea type 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 SCS curve number for soil(AMC 2) = 75.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.045(In/Hr) Rainfall intensity = 2.779(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.781 Subarea runoff = 0.000(CFS) for 0.000(Ac.) Total runoff = 10.799(CFS) Effective area this stream = 4.90(Ac.) Total Study Area (Main Stream No. 1) = 4.90(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 10.799(CFS) Half street flow at end of street = 10.799(CFS) Depth of flow = 0.395(Ft.), Average velocity = 2.581(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 220.000 to Point/Station 320.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1056.200(Ft.) End of street segment elevation = 1027.800(Ft.) Length of street segment = 833.611(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft ) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 13.157(CFS) Depth of flow = 0.299(Ft.), Average velocity = 5.268(Ft/s) Page 3 AreaC25.out Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.846(Ft.) Flow velocity = 5.27(Ft/s) Travel time = 2.64 min. TC = 14.88 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.472(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.766 Subarea runoff = 2.540(CFS) for 2.140(Ac.) Total runoff = 13.339(CFS) Effective area this stream = 7.04(Ac.) Total Study Area (Main Stream No. 1) = 7.04(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 13.339(CFS) Half street flow at end of street = 13.339(CFS) Depth of flow = 0.300(Ft.), Average velocity = 5.287(Ft/s) Flow width (from curb towards crown)= 15.928(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 322.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1027.800(Ft.) End of street segment elevation = 1024.100(Ft.) Length of street segment = 20.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1) side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 13.339(CFS) Depth of flow = 0.214(Ft.), Average velocity = 9.961(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.631(Ft.) Flow velocity = 9.96(Ft/s) Travel time = 0.03 min. TC = 14.92 min. Adding area flow to street COMMERCIAL subarea type 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 SCS curve number for soil(AMC 2) = 75.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.045(In/Hr) Rainfall intensity = 2.469(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.766 Subarea runoff = 0.000(CFS) for 0.000(Ac.) Total runoff = 13.339(CFS) Effective area this stream = 7.04(Ac.) Total Study Area (Main Stream No. 1) = 7.04(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 13.339(CFS) Half street flow at end of street = 13.339(CFS) Depth of flow = 0.214(Ft.), Average velocity = 9.961(Ft/s) Flow width (from curb towards crown)= 11.631(Ft.) Page 4 AreaC25.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 322.000 to Point/Station 323.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1024.100(Ft.) Downstream point/station elevation = 1020.000(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.339(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 13.339(CFS) Normal flow depth in pipe = 8.32(In.) Flow top width inside pipe = 11.07(In.) Critical depth could not be calculated. Pipe flow velocity = 22.95(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 14.93 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 323.000 to Point/Station 323.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 7.040(Ac.) Runoff from this stream = 13.339(CFS) Time of concentration = 14.93 min. Rainfall intensity = 2.467(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 330.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 383.215(Ft.) Top (of initial area) elevation = 1041.500(Ft.) Bottom (of initial area) elevation = 1036.500(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.01305 s(%)= 1.30 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.005 min. Rainfall intensity = 3.138(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.795 Subarea runoff = 2.294(CFS) Total initial stream area = 0.920(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 330.000 to Point/Station 317.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1036.500(Ft.) End of street segment elevation = 1024.900(Ft.) Length of street segment = 540.488(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Page 5 AreaC25.out Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.351(CFS) Depth of flow = 0.211(Ft.), Average velocity = 3.356(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.447(Ft.) Flow velocity = 3.36(Ft/s) Travel time = 2.68 min. TC = 12.69 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.721(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.779 Subarea runoff = 3.150(CFS) for 1.650(Ac.) Total runoff = 5.444(CFS) Effective area this stream = 2.57(Ac.) Total Study Area (Main Stream No. 1) = 9.61(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 5.444(CFS) Half street flow at end of street = 5.444(CFS) Depth of flow = 0.230(Ft.), Average velocity = 3.551(Ft/s) Flow width (from curb towards crown)= 12.438(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 317.000 to Point/Station 323.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1024.900(Ft.) Downstream point/station elevation = 1020.000(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.444(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 5.444(CFS) Normal flow.depth in pipe = 5.36(In.) Flow top width inside pipe = 8.183(In.) Critical depth could not be calculated. Pipe flow velocity = 19.83(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 12.71 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 323.000 to Point/Station 323.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.570(Ac.) Runoff from this stream = 5.444(CFS) Time of concentration = 12.71 min. Rainfall intensity = 2.718(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 13.339 14.93 2 5.444 ' 12.71 Qmax(1) = 1.000 * 1.000 * 0.893 * 1.000 * Qmax(2) = 1.119 * 0.851 * Rainfall Intensity (In/Hr) 2.467 2.718 13.339) + 5.444) + = 13.339) + Page 6 18.202 AreaC25.out 1.000 * 1.000 * 5.444) + = 18.150 Total of 2 streams to confluence: Flow rates before confluence point: 13.339 5.444 Maximum flow rates at confluence using above data: 18.202 18.150 Area of streams before confluence: 7.040 2.570 Effective area values after confluence: 9.610 8.560 Results of confluence: Total flow rate = 18.202(CFS) Time of concentration = 14.932 min. Effective stream area after confluence = 9.610(Ac.) Stream Area average Pervious fraction(Ap) = 0.500 Stream Area average soil loss rate(Fm) = 0.367(In/Hr) Study area (this main stream) = 9.61(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 323.000 to Point/Station 340.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1020.000(Ft.) Downstream point/station elevation = 1016.700(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 18.202(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 18.202(CFS) Normal flow depth in pipe = 12.05(In.) Flow top width inside pipe = 11.93(In.) Critical depth could not be calculated. Pipe flow velocity = 17.23(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 14.97 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 340.000 to Point/Station 340.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Effective stream flow area = 9.610(Ac.) Total study area this main stream = 9.610(Ac.) Runoff from this stream = 18.202(CFS) Time of concentration = 14.97 min. Rainfall intensity = 2.464(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 322.000 to Point/Station 325.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 30.000(Ft.) Top (of initial area) elevation = 1024.100(Ft.) Bottom (of initial area) elevation = 1022.900(Ft.) Difference in elevation = 1.200(Ft.) Slope = 0.04000 s(%)= 4.00 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 2.887 min. Rainfall intensity = 6.614(In/Hr) for a 25 0 year storm Page 7 AreaC25.out Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.506(CFS) Total initial stream area = 0.090(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 325.000 to Point/Station 340.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1022.900(Ft.) Downstream point/station elevation = 1016.700(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.506(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.506(CFS) Normal flow depth in pipe = 1.63(In.) Flow top width inside pipe = 5.34(In.) Critical Depth = 4.35(In.) Pipe flow velocity = 11.70(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 2.92 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 340.000 to Point/Station 340.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Effective stream flow area = 0.090(Ac.) Total study area this main stream = 0.090(Ac.) Runoff from this stream = 0.506(CFS) Time of concentration = 2.92 min. Rainfall intensity = 6.576(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 . Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 317.000 to Point/Station 335.000 **** INITIAL AREA EVALUATION ****. RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 30.000(Ft.) Top (of initial area) elevation = 1024.900(Ft.) Bottom (of initial area) elevation = 1022.300(Ft.) Difference in elevation = 2.600(Ft.) Slope = 0.08667 s(%)= 8.67 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 2.473 min. Rainfall intensity = 7.258(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.854 Subarea runoff = 1.054(CFS) Total initial stream area = 0.170(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 335.000 to Point/Station 340.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1022.300(Ft.) Downstream point/station elevation = 1016.700(Ft.) Page 8 AreaC25.out Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.054(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 1.054(CFS) Normal flow depth in pipe = 2.47(In.) Flow top width inside pipe = 5.91(In.) Critical depth could not be calculated. Pipe flow velocity = 13.83(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 2.50 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 340.000 to Point/Station 340.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Effective stream flow area = 0.170(Ac.) Total study area this main stream = 0.170(Ac.) Runoff from this stream = 1.054(CFS) Time of concentration = 2.50 min. Rainfall intensity = 7.215(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 18.202 14.97 2.464 2 0.506 2.92 6.576 3 1.054 2.50 7.215 Qmax(1) = 1.000 * 1.000 * 18.202) + 0.338 * 1.000 * 0.506) + 0.306 * 1.000 * 1.054) + = 18.695 Qmax(2) = 2.961 * 0.195 * 18.202) + 1.000 * 1.000 * 0.506) + 0.907 * 1.000 * 1.054) + = 11.957 Qmax(3) = 3.266 * 0.167 * 18.202) + 1.103 * 0.857 * 0.506) + 1.000 * 1.000 * 1.054) + = 11.449 Total of 3 main streams to confluence: Flow rates before confluence point: 19.202 1.506 2.054 Maximum flow rates at confluence using above data: 18.695 11.957 11.449 Effective Area of streams before confluence: 9.610 0.090 0.170 Effective area values after confluence: 9.870 2.131 1.850 Results of confluence: Total flow rate = 18.695(CFS) Time of concentration = 14.971 min. Effective stream area after confluence = 9.870(Ac.) Stream Area average Pervious fraction(Ap) = 0.500 Stream Area average soil loss rate(Fm) = 0.367(In/Hr) Steam effective area = 9.87(Ac.) End of computations, Total Study Area = 9.87 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.500 Area averaged SCS curve number = 56.0 Page 9 AreaC25.out Page 10 Street Capacity Calculations Worksheet Worksheet for Irregular Channel Project Description Worksheet Willow Dr CB#1 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope Discharge 0.0288 ft/ft 00 7.37 cfs Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method Results Mannings Coefficient 0.015 Water Surface Elevation -0.13 ft Elevation Range -0.49 to 0.00 Flow Area 1.8 ft2 Wetted Perimeter 14.02 ft Top Width 13.65 ft Actual Depth 0.36 ft Critical Elevation -0.04 ft Critical Slope 0.006387 ft/ft Velocity 4.14 ft/s Velocity Head 0.27 ft Specific Energy 0.14 ft Froude Number 2.02 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+03 0.020 0+03 0+09 0.015 0+09 0+25 0.017 Natural Channel Points Station Elevation (ft) (ft) 0+00 0.00 0+03 0.00 0+07 -0.02 0+07 -0.49 0+09 -0.35 0+25 -0.05 Project Engineer: MIS Department x:\...\881_0101\eng\wf\hydra\street capacity.fm2 lowMaster v6.0 [614b] 6/1/2005 3:31 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 Worksheet Worksheet for Irregular Channel Project Description Worksheet Willow Dr CB #2 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 0.028819 ft/ft Discharge 18.67 cfs Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method Results Mannings Coefficient 0.017 Water Surface Elevation 0.01 ft Elevation Range -0.49 to 0.00 Flow Area 4.2 ft2 Wetted Perimeter 25.54 ft Top Width 25.00 ft Actual Depth 0.50 ft Critical Elevation 0.10 ft Critical Slope 0.006718 ft/ft Velocity 4.48 ft/s Velocity Head 0.31 ft Specific Energy 0.32 ft Froude Number 1.93 Flow Type Supercritical Calculation Messages: Water elevation exceeds lowest end station by 0.05772 ft. Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+03 0.020 0+03 0+09 0.015 0+09 0+25 0.017 Natural Channel Points Station Elevation (ft) (ft) 0+00 0.00 0+03 0.00 0+07 -0.02 0+07 -0.49 0+09 -0.35 0+25 -0.05 Project Engineer: MIS Department x:\...\881_0101\eng\wf\hydra\street capacity.fm2 FlowMaster v6.0 [614b] 6/1/2005 3:26 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 Worksheet Worksheet for Irregular Channel Project Description Worksheet Alpine Dr CB #3 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 0.025000 ft/ft Discharge 8.64 cfs Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method Results Mannings Coefficient 0.016 Water Surface Elevation -0.10 ft Elevation Range -0.49 to 0.00 Flow Area 2.1 ft2 Wetted Perimeter 15.43 ft Top Width 15.03 ft Actual Depth 0.39 ft Critical Elevation -0.03 ft Critical Slope 0.006348 ft/ft Velocity 4.04 ft/s Velocity Head 0.25 ft Specific Energy 0.15 ft Froude Number 1.89 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+03 0.020 0+03 0+09 0.015 0+09 0+25 0.017 Natural Channel Points Station Elevation (ft) (ft) 0+00 0.00 0+03 0.00 0+07 -0.02 0+07 -0.49 0+09 -0.35 0+25 -0.05 x:\...\881_0101\eng\wf\hydra\street capacity.fm2 6/1/2005 3:30 PM © Haestad Methods, Inc. 37 Brookside Road Project Engineer: MIS Department FlowMaster v6.0 [614b] Waterbury, CT 06708 USA (203) 755-1666 Page 1 Worksheet Worksheet for Irregular Channel Project Description Worksheet Alpine Dr CB #4 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 0.021500 ft/ft Discharge 17.84 cfs Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method Results Mannings Coefficient 0.015 Water Surface Elevation 0.01 ft Elevation Range -0.49 to 0.00 Flow Area 4.3 ft2 Wetted Perimeter 25.55 ft Top Width 25.00 ft Actual Depth 0.50 ft Critical Elevation 0.09 ft Critical Slope 0.005618 ft/ft Velocity 4.16 ft/s Velocity Head 0.27 ft Specific Energy 0.28 ft Froude Number 1.77 Flow Type Supercritical Calculation Messages: Water elevation exceeds lowest end station by 0.62500559e-1 ft. Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+03 0.020 0+03 0+09 0.015 0+09 0+25 0.017 Natural Channel Points Station Elevation (ft) (ft) 0+00 0.00 0+03 0.00 0+07 -0.02 0+07 -0.49 0+09 -0.35 0+25 -0.05 Project Engineer: MIS Department x:\...\881_0101\eng\wf\hydra\street capacity.fm2 FlowMaster v6.0 [614b] 6/1/2005 3:28 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 HEC-12 100-Yr Catch Basin Interception Capacity Calculations I INLET NUMBER 317 LENGTH 10.0 STATION CB ##1 Willow ITOTAL PEAK DISCHARGE = 7.37 (Cfs) UTTER SLOPE = 0.0288 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT 11 PREAD W W/T SW SW/SX Eo a S'W SE 12.00 4.0 0.33 0.0833 4.2 0.82 6.0 0.126 0.123 1 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 20.2 EFFICIENCY= 0.71 I CFS INTERCEPTED= 5.22 CFS CARRYOVER= 2.15 INLET NUMBER 335 LENGTH 14.0 STATION EX CB Willow ITOTAL PEAK DISCHARGE = 3.50 (cfs) UTTER SLOPE = 0.0288 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT PREAD W W/T SW SW/SX Eo a S'W SE 8.78 4.0 0.46 0.0833 4.2 0.92 6.0 0.126 0.136 IXXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 13.8 EFFICIENCY= 1.00 CFS INTERCEPTED= 3.50 CFS CARRYOVER= 0.00 INLET NUMBER 322 LENGTH 21.0 STATION CB#2 Willow D ITOTAL PEAK DISCHARGE = 18.67 (cfs) 0 UTTER SLOPE = 0.0288 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT PREAD W W/T SW SW/SX Eo a S'W SE 17.37 4.0 0.23 0.0833 4.2 0.64 6.0 0.126 0.101 IXXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 33.5 EFFICIENCY= 0.83 I CFS INTERCEPTED= 15.49 CFS CARRYOVER= 3.18 I INLET NUMBER 325 LENGTH 14.0 STATION EX CB Willow ITOTAL PEAK DISCHARGE = 3.83 (cfs) UTTER SLOPE = 0.0288 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT READ W W/T SW SW/SX Eo a S'W SE 9.13 4.0 0.44 0.0833 4.2 0.91 6.0 0.126 0.135 IXXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 14.5 EFFICIENCY= 1.00 CFS INTERCEPTED= 3.82 CFS CARRYOVER= 0.01 INLET NUMBER 226 LENGTH 21.0 STATION CB #3 Alpine ITOTAL PEAK DISCHARGE = 8.64 (cfs) UTTER SLOPE = 0.0250 FT/FTii PAVEMENT CROSS SLOPE = 0.0200 FT/FT PREAD W W/T SW SW/SX Eo a S'W SE 13.17 4.0 0.30 0.0833 4.2 0.77 6.0 0.126 0.117 IXXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 21.2 EFFICIENCY= 1.00 I CFS INTERCEPTED= 8.64 CFS CARRYOVER= 0.00 LOJECT 881_0102 HEC12 Version: V70112.2 User S/N: 77010105 Run Date: 06-01-2005 1NLET NUMBER 230 LENGTH 21.0 STATION TOTAL PEAK DISCHARGE = 10.94 (cfs) !UTTER SLOPE = 0.0318 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT IPREAD W W/T SW SW/SX Eo a S'W SE 13.80 4.0 0.29 0.0833 4.2 0.75 6.0 0.126 0.115 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 25.5 EFFICIENCY= 0.96 CFS INTERCEPTED= 10.45 CFS CARRYOVER= 0.49 t INLET NUMBER 212 LENGTH 14.0 STATION CB #4 Alpine ITOTAL PEAK DISCHARGE = 17.84 (cfs) UTTER SLOPE = 0.0215 FT/FTii PAVEMENT CROSS SLOPE = 0.0200 FT/FT PREAD W W/T SW SW/SX Eo a S'W SE 18.07 4.0 0.22 0.0833 4.2 0.62 6.0 0.126 0.098 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 30.6 EFFICIENCY= .0.67 CFS INTERCEPTED= 11.91 CFS CARRYOVER= 5.93 I INLET NUMBER 215 LENGTH 21.0 STATION EX CB Alpine ITOTAL PEAK DISCHARGE = 6.90 (cfs) UTTER SLOPE = 0.0326 FT/FTii PAVEMENT CROSS SLOPE = 0.0200 FT/FT PREAD W W/T SW SW/SX Eo a S'W SE 11.39 4.0 0.35 0.0833 4.2 0.84 6.0 0.126 0.125 IXXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 20.1 EFFICIENCY= 1.00 1 CFS INTERCEPTED= 6.90 CFS CARRYOVER= 0.00 HEC-12 25-Yr Catch Basin Interception Capacity Calculations IROJECT 881_0102 HEC12 Version: V70112.2 User S/N: 77010105 Run Date: 06-01-2005 1 INLET NUMBER 317 LENGTH 10.0 STATION CB #1 Willow TOTAL PEAK DISCHARGE = 5.79 (etc) !UTTER SLOPE = 0.0288 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT IPREAD W W/T SW SW/SX Eo a S'W SE 10.87 4.0 0.37 0.0833 4.2 0.86 6.0 0.126 0.128 1 1 1 1 1 1 1 1 1 1 1 1 1 1 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 17.8 EFFICIENCY= 0.77 CFS INTERCEPTED= 4.48 CFS CARRYOVER= 1.31 t I INLET NUMBER 335 LENGTH 14.0 STATION EX CB Willow ITOTAL PEAK DISCHARGE = 2.36 (cfs) 0 UTTER SLOPE = 0.0288 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT PREAD W W/T SW SW/SX Eo a S'W SE 7.35 4.0 0.54 0.0833 4.2 0.96 6.0 0.126 0.141 IXXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 11.5 EFFICIENCY= 1.00 I CFS INTERCEPTED= 2.36 CFS CARRYOVER= 0.00 INLET NUMBER 322 LENGTH 21.0 STATION CB #2 Willow ITOTAL PEAK DISCHARGE = 13.34 (cfs) TTER SLOPE = 0.0288 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT READ W W/T SW SW/SX 15.22 4.0 0.26 0.0833 4.2 Eo a S'W SE 0.71 6.0 0.126 0.109 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 27.8 EFFICIENCY= 0.92 CFS INTERCEPTED= 12.28 CFS CARRYOVER= 1.06 INLET NUMBER 325 LENGTH 14.0 STATION EX CB Willow ITOTAL PEAK DISCHARGE = 1.57 (cfs) UTTER SLOPE = 0.0288 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT PREAD W W/T SW SW/SX Eo a S'W SE 6.04 4.0 0.66 0.0833 4.2 0.99 6.0 0.126 0.144 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 9.6 EFFICIENCY= 1.00 CFS INTERCEPTED= 1.57 CFS CARRYOVER= 0.00 I I INLET NUMBER 226 LENGTH 21.0 STATION CB #3 Alpine "TOTAL PEAK DISCHARGE = 6.33 (cfs) UTTER SLOPE = 0.0250 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT IL / READ W W/T SW SW/SX Eo a S'W SE 11.61 4.0 0.34 0.0833 4.2 0.83 6.0 0.126 0.124 IXXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 18.0 EFFICIENCY= 1.00 CFS INTERCEPTED= 6.33 CFS CARRYOVER= 0.00 INLET NUMBER 230 LENGTH 21.0 STATION EX CB Alpine "TOTAL PEAK DISCHARGE = 7.98 (cfs) TTER SLOPE = 0.0318 FT/FTifj PAVEMENT CROSS SLOPE = 0.0200 FT/FT READ W W/T SW SW/SX Eo a S'W SE 12.15 4.0 0.33 0.0833 4.2 0.81 6.0 0.126 0.122 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 21.6 EFFICIENCY= 1.00 CFS INTERCEPTED= 7.97 CFS CARRYOVER= 0.01 INLET NUMBER 212 LENGTH 14.0 STATION CB #4 Alpine ITOTAL PEAK DISCHARGE = 13.11 (cfs) UTTER SLOPE = 0.0215 FT/FTii PAVEMENT CROSS SLOPE = 0.0200 FT/FT PREAD W W/T SW SW/SX Eo a S'W SE 16.02 4.0 0.25 0.0833 4.2 0.68 6.0 0.126 0.106 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 25.7 EFFICIENCY= 0.76 CFS INTERCEPTED= 9.92 CFS CARRYOVER= 3.19 INLET NUMBER 215 LENGTH 21.0 STATION EX CB Alpine "TOTAL PEAK DISCHARGE = 3.94 (cfs) if TTER SLOPE = 0.0326 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT READ W W/T SW SW/SX Eo a S'W SE 8.99 4.0 0.44 0.0833 4.2 0.92 6.0 0.126 0.136 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 15.2 EFFICIENCY= 1.00 CFS INTERCEPTED= 3.94 CFS CARRYOVER= 0.00 1 Proposed Storm Drain Hydraulic Calculations Tract 14243 WSPG m M M =I M ME IMO MN M � FILE: main.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING 881_0100 CITY OF FONTANA TRACT 14243 ALPINE DRIVE SD MAIN, 100-YEAR STORM 5/16/05 SWL ************************************************************************************************************************** Invert Station I Elev L/Elem - ICh Slope *********I********* 401.410 1002.270 JUNCT STR .0833 410.410 1003.020 72.170 .1092 482.580 1010.900 JUNCT STR .0749 487.250 1011.250 40.350 .0084 527.600 1011.590 24.980 .0084 552.580 1011.801 WALL EN- TRANCE 552.580 1011.801 Depth (FT) ******** 11.630 10.867 3.583 3.926 3.859 3.880 4.436 Water Elev ********* 1013.900 1013.887 1014.483 1015.176 1015.449 1015.681 1016.238 Q (CFS) ********* 37.90 20.55 20.55 8.64 8.64 8.64 8.64 Vel Vel (FPS) Head SF Ave ***** 3.94 .24 .0048 6.54 .66 .0083 6.54 .66 .0075 4.89 .37 .0068 4.89 Energy Grd.E1. HF ********* 1014.14 .04 1014.55 .60 1015.15 .04 1015.55 .27 .37 1015.82 .0068 4.89 .37 .09 .00 .17 1016.05 1016.24 Super ICriticalIFlow Top Elev I Depth I Width S- E DpthlFroude NINorm Dp *******I********I******** .00 1.91 .00 11.63 .00 .00 1.63 .00 10.87 .00 .72 .00 1.63 .00 3.58 .00 .00 1.14 .00 3.93 .00 1.11 .00 1.14 .00 .00 .00 1.11 .00 1.14 .00 .00 .17 21.00 Height/ Dia.-FT - "N" ******* 3.500 .013 2.000 .013 2.000 .013 1.500 .013 1.500 .013 1.500 5.000 Base Wt or I.D. X-Fall ******* 000 .00 000 .00 .000 .00 .000 .00 .000 .00 .000 21.000 PAGE 1 Date: 6- 1-2005 Time: 2:15:38 ******** No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 .00 .00 1 .0 PIPE 1 .0 .00 PIPE .00 .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 0 .0 FILE: lat4.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING 881_0101 CITY OF FONTANA TRACT 14243 ALPINE DRIVE LATERAL 4, 100-YEAR STORM 5/16/05 SWL ************************************************************************************************************************** Invert Station Elev L/Elem Ch Slope ********* ********* 102.020 26.270 128.290 1011.250 .0202 1011.780 WALL ENTRANCE 128.290 1011.780 Depth (FT) ******** 3.290 3.098 4.154 Water Q Vel Vel Elev (CFS) (FPS) Head SF Ave ********* ********* *******I******* 1014.540 1014.878 1015.934 11.91 11.91 11.91 6.74 6.74 .71 .0129 .71 .00 Energy Grd.E1. HF ********* 1015.25 .34 1015.58 1015.94 Super Elev SE Dpth ******* .00 3.29 .00 .00 CriticaliFlow Top Depth I Width - -I- - Froude NINorm Dp ********I******** 1.31 .00 .00 1.01 .35 10.00 1.31 .00 Height/ Dia.-FT "N" ******* 1.500 .013 1.500 5.000 Base Wt or I.D. X-Fall ******* .000 .00 .000 10.000 ZL ZR ***** .00 .00 .00 .00 PAGE 1 Date: 6- 1-2005 Time: 2:16:38 ******* No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 0 .0 mg mg gm EN gm gm m FILE: offtract.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING 881_0100 CITY OF FONTANA TRACT 14243 Lateral for Offtract Inlet System, 100-Yr Storm 6/1/05 SWL Station L/Elem ********* 102.160 17.267 Invert Elev Ch Slope ********* 1013.700 .3443 119.427 1019.645 HYDRAULIC JUMP 119.427 1.295 120.722 1.940 122.662 1.699 124.361 1.487 125.848 1.308 127.156 1.152 128.308 1019.645 .3443 1020.091 .3443 1020.759 .3443 1021.344 .3443 1021.856 .3443 1022.306 .3443 1022.703 1.013 .3443 Depth (FT) ******** 9.900 4.001 .875 .893 .925 .957 .991 1.026 1.062 Water Elev ********* 1023.600 1023.646 1020.521 1020.984 1021.684 1022.301 1022.847 1023.332 1023.765 4 (CFS) Vel Tel (FPS) Head SF Ave *********!*******I******* 35.3111( 4.99 .39 -I- -I- - .0028 35.30 4.99 35.30 20.57 35.30 19.98 35.30 19.05 35.30 18.16 35.30 17.32 35.30 16.51 35.30 15.75 = jATE :CCFTEP if 5uuK- FAcro2. G? = 2R_ * /.�. Q - 3.. 3 .39 6.57 .0781 6.20 .0703 5.64 .0616 5.12 .0539 4.66 .0472 4.23 .0414 3.85 .0363 Energy Grd.El. HF ********* 1023.99 .05 1024.03 1027.09 .10 1027.18 .14 1027.32 .10 1027.42 .08 1027.50 .06 1027.57 .05 1027.61 .04 Super Elev SE Dpth ******* .00 9.90 .00 .00 .88 .00 .89 .00 .93 .00 .96 00 .99 .00 1.03 •.00 • 1.06 PAGE 1 Date: 6- 1-2005 Time: 2:44:53 CriticaliFlow Top Depth I Width Froude NINorm Dp ********I******** 1.93 .00 .00 .61 1.93 .00 1.93 2.73 4.57 .61 1.93 2.74 4.39 .61 1.93 2.77 4.11 .61 1.93 2.80 3.84 .61 1.93 2.82 3.59 .61 1.93 2.85 3.36 .61 1.93 2.87 3.14 .61 Height/ Dia.-FT "N" ******* 3.000 .013 3.000 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .000 .00 .000 .00 .000 .00 .000 .00 000 ******** No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 .00 .00 .00 1 .0 PIPE 1 .0 1 .0 .00 PIPE .00 .00 1 .0 PIPE .00 1 .0 .00 PIPE .00 .00 .00 .00 - .00 .000 .00 .000 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 .00 PIPE v NE gm am NE I NM FILE: offtract.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 6- 1-2005 Time: 2:44:53 881_0100 CITY OF FONTANA TRACT 14243 Lateral for Offtract Inlet System, 100-Yr Storm 6/1/05 SWL ************************************************************************************************************************** ******** Station L/Elem ********* Invert Elev Ch Slope ********* 129.320 1023.051 .890 130.210 .785 130.995 .688 .3443 1023.358 .3443 1023.628 .3443 131.683 1023.865 .601 .3443 132.284 1024.072 .523 132.807 .456 133.263 .387 133.650 .333 133.983 .3443 1024.252 .3443 1024.409 .3443 1024.542 .3443 1024.657 Depth (FT) ******** Water Elev ********* 1.100 1024.152 1.140 1.181 1.224 1024.498 1024.809 1025.089 1.269 1025.341 1.316 1.364 1025.568 1025.773 1.416 1025.958 1.469 1026.126 4 (CFS) ********* 35.30 35.30 35.30 35.30 35.30 35.30 35.30 35.30 35.30 Vel Vel (FPS) Head SF Ave 15.01 3.50 - -I- .0318 14.31 3.18 .0279 13.65 2.89 .0245 13.01 2.63 .0215 12.41 2.39 .0189 11.83 11.28 10.75 10.25 2.17 .0166 1.98 .0146 1.80 .0128 1.63 Energy Grd.E1. HF ********* 1027.65 .03 1027.68 .02 1027.70 .02 1027.72 .01 1027.73 .01 1027.74 .01 1027.75 .01 1027.75 .00 1027.76 .278 .3443 .0113 .00 Super lCriticallFlow Top Elev I Depth I Width S- E DpthlFroude NINorm Dp *******I********I******** I I .00 1.93 2.89 - _I_ -I_ _ 1.10 2.93 .61 I I .00 1.93 2.91 - _I_ I_ 1.14 2.74 .61 I I .00 1.93 2.93 1.18 2.56 .61 I � .00 1.93 2.95 1.22 2.39 .61 I I .00 1.93 2.96 1.27 2.23 .61 .00 1.93 2.98 1.32 2.08 .61 .00 1.93 2.99 1.36 1.94 .61 I I .00 1.93 3.00 1.42 1.81 .61 I � .00 1.93 3.00 1.47 1.69 .61 Height/ Dia.-FT - "N" ******* 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 Base Wt No Wth or I.D. ZL Prs/Pip X-Fall ZR ******* ***** .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .00 .00 .00 .00 .00 .00 Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 P- IPE .00 .00 .00 .00 .00 .00 .00 .00 .00 1 .0 P- IPE 1 .0 P- IPE 1 .0 P- IPE 1 .0 PIPE 1 .0 .00 PIPE on gm gm mg No um um MI N r 11111 NE M- NM M 11111 FILE: offtract.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 6- 1-2005 Time: 2:44:53 881_0100 CITY OF FONTANA TRACT 14243 Lateral for Offtract Inlet System, 100-Yr Storm 6/1/05 SWL ***************************************************************************************-*********************************** ******** Station L/Elem ********* 134.261 .227 134.488 .181 134.668 .138 134.807 .099 134.905 .057 134.962 .018 134.980 Invert Depth Water Q Vel Vel Energy Super Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Ch Slope SF Ave HF SE Dpth ********* ******** ********* ********* *******I******* ********* ******* 1024.752 .3443 1024.830 .3443 1024.893 .3443 1024.940 .3443 1024.974 .3443 1024.994 .3443 1025.000 WALL ENTRANCE 134.980 1025.000 1.525 1.584 1.646 1.711 1.779 1.852 1026.277 1026.415 1026.539 1026.651 1026.753 1026.846 1.931 1026.931 3.174 1028.174 35.30 9.78 1.48 .0100 1 35.30 9.32 35.30 8.89 35.30 8.47 35.30 8.08 35.30 7.70 35.30 7.34 35.30 1.11 1.35 .0088 1.23 .0077 1.12 .0068 1.01 .0061 .92 .0054 .84 1027.76 .00 1027.76 .00 1027.77 .00 1027.77 .00 1027.77 .00 1027.77 .00 1027.77 .02 1028.19 .00 1.53 .00 1.58 .00 1.65 .00 1.71 .00 1.78 .00 1.85 .00 .00 CriticaliFlow Top Depth I Width F- roude NINorm Dp ********I******** 1.93 3.00 1.57 .61 1.93 3.00 1.46 .61 1.93 2.99 1.36 .61 1.93 2.97 1.26 .61 1.93 2.95 1.17 .61 1.93 2.92 1.08 .61 1.93 2.87 .73 10.00 Height/Base Wt Dia.-FTIor I.D. "N" I X-Fall *******I******* 3.000 .000 .013 .00 3.000 .000 .013 .00 3.000 .000 .013 .00 3.000 .000 .013 .00 3.000 .000 .013 .00 3.000 .000 -I- - .013 .00 3.000 .000 - -I- - 6.000 10.000 No Wth ZL Prs/Pip ZR ***** .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 0 .0 Tract 14244 WSPG an um Nig mpg mg No am NIB MI MINI MI 11111 11111 MIN 11111 NE 11111 EN NM FILE: latl.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 6- 1-2005 Time: 2:16:19 881_0101 CITY OF FONTANA TRACT 14244 WILLOW DRIVE LATERAL 1, 100-YEAR STORM 5/16/05 SWL ************************************************************************************************************************** ******** Station L/Elem ********* 102.450 9.637 Invert Elev Ch Slope ********* 1017.460 .0689 112.087 1018.124 1.883 .0689 113.970 .977 114.947 .762 115.708 .604 116.312 .503 116.815 .399 117.214 .307 117.521 .029 1018.253 .0689 1018.321 .0689 1018.373 .0689 1018.415 .0689 1018.449 .0689 1018.477 .0689 1018.498 .0689 Depth (FT) ******** 2.140 1.500 1.360 1.280 Water Elev ********* 1019.600 1019.624 1019.614 1019.601 1.213 1019.586 1.155 1.102 1.054 1.010 1019.570 1019.551 1019.531 1019.508 4 (CFS) ********* 5.22 5.22 5.22 5.22 5.22 5.22 5.22 5.22 5.22 Vel Vel (FPS) Head SF Ave *******I******* 2.95 .14 .0024 2.95 .14 .0023 3.10 .15 .0022 Energy Grd.E1. HF ********* 1019.74 .02 1019.76 .00 1019.76 .00 3.25 .16 1019.76 - - .0024 .00 3.41 .18 .0027 3.57 1019.77 .00 .20 1019.77 .0030 .00 3.75 .22 .0033 3.93 .24 .0037 4.12 .26 .0039 1019.77 .00 1019.77 .00 1019.77 .00 Super ICriticaliFlow Top Elev I Depth I Width SE DpthlFroude NINorm Dp *******1********I******** .00 .88 .00 2.14 .00 .44 .00 .88 .00 1.50 .00 .44 .00 .88 .87 1.36 .39 .44 .00 .88 1.06 1.28 .47 .44 .00 .88 1.18 1.21 .53 .44 .00 .88 1.26 1.16 .59 .44 .00 .88 1.32 1.10 .64 .44 .00 .88 1.37 1.05 .70 .44 .00 .88 1.41 1.01 .77 Height/ Dia.-FT - "N" ******* 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 000 No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 ` .0 PIPE 1 .0 P- IPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 .00 .00 .00 .00 .00 .00 1 .0 P- IPE 1 .0 P- IPE 1 .0 PIPE 1 .0 .44 .013 .00 .00 PIPE gue No gm am OM M MEI OM MI M MINI Mill IIIII MIN OM FILE: latl.WSW Station L/Elem ********* 117.550 Invert Elev Ch Slope ********* 1018.500 WALL ENTRANCE 117.550 1018.500 W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING 881_0101 CITY OF FONTANA TRACT 14244 WILLOW DRIVE LATERAL 1, 100-YEAR STORM 5/16/05 SWL Depth (FT) ******** 1.006 1.437 Water Elev ********* 1019.506 1019.937 4 (CFS) ********* 5.22 5.22 Vel Vel. (FPS) Head - -I- - SF Ave 4.15 .27 .52 Energy Grd.E1. HF ********* 1019.77 .00 1019.94 Super ICriticallFlow Top Elev I Depth I Width SE DpthlFroude NlNorm Dp *******I********I******** I I .00 .88 1.41 .00 .26 7.00 PAGE 2 Date: 6- 1-2005 Time: 2:16:19 ******** Height/ Base Wt No Wth Dia.-FT or I.D. ZL Prs/Pip "N" X-Fall ZR Type Ch ******* ******* ***** ******* 1.500 .000 .00 1 .0 5.500 7.000 .00 0 .0 mg gag gm N. No r M NM En OM EN N EN NM N NM WE FILE: lat2.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 6- 1-2005 Time: 2:16:32 881_0101 CITY OF FONTANA TRACT 14244 WILLOW DRIVE LATERAL 2, 100-YEAR STORM 5/16/05 SWL Station L/Elem ********* Invert Elev Ch Slope ********* 101.960 1016.920 .925 .2205 102.885 1017.124 1.857 104.741 1.592 106.334 1.377 .2205 1017.533 .2205 1017.884 .2205 107.711 1018.188 1.195 .2205 108.907 1018.452 1.034 .2205 109.941 1018.680 .905 110.846 .777 111.624 .2205 1018.879 .2205 1019.051 .676 .2205 Depth (FT) ******** Water Elev ********* .708 1017.628 .719 1017.843 .744 1018.277 .771 .799 .828 .859 .890 .924 1018.656 1018.987 1019.280 1019.539 1019.770 1019.975 0 (CFS) ********* 15.49 15.49 15.49 15.49 15.49 15.49 15.49 15.49 15.49 Vel Vel (FPS) Head - -I- - SF Ave Energy Grd.El. HF ********* 15.56 3.76 1021.39 .0631 .06 15.24 3.60 1021.45 .0575 .11 14.53 3.28 1021.55 .0504 .08 13.85 2.98 1021.63 .0442 .06 13.21 2.71 1021.70 .0388 .05 12.59 2.46 1021.74 .0341 .04 12.01 2.24 1021.78 .0299 .03 11.45 2.03 1021.80 .0263 .02 10.91 1.85 1021.82 .0231 .02 Super Elev SE Dpth ******* 00 .71 00 .72 .00 .74 .00 .77 .00 .80 .00 .83 .00 .86 .00 .89 .00 .92 CriticaliFlow Top Depth I Width Froude NjNorm Dp ********I******** 1.42 1.91 3.80 .52 1.42 1.92 3.69 .52 1.42 1.93 3.45 .52 1.42 1.95 3.22 .52 1.42 1.96 3.01 .52 1.42 1.97 2.81 .52 1.42 1.98 2.62 .52 1.42 1.99 2.45 .52 1.42 1.99 2.28 .52 Height/ Dia.-FT ******* 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 Base Wt or I.D. X-Fall ******* 000 .00 000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 No Wth ZL Prs/Pip ZR ***** .00 .00 .00 .00 .00 .00 .00 .00 Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 P- IPE 1 .0 PIPE .00 1 .0 :00 P- IPE .00 .00 .00 .00 .00 .00 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 P- IPE ■i w am EN um mg gm M M MI I= N- M i MI N NMI FILE: lat2.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING 881_0101 CITY OF FONTANA TRACT 14244 WILLOW DRIVE LATERAL 2, 100-YEAR STORM 5/16/05 SWL ************************************************************************************************************************** Invert Depth Station Elev (FT) L/Elem Ch Slope ********* ********* ******** 112.300 1019.200 Water Elev ********* 4 (CPS) ********* .959 1020.159 15.49 3.145 .0530 115.445 1019.367 .990 2.956 .0530 118.401 1019.523 1.028 2.409 .0530 120.809 1019.651 1.067 1.914 .0530 122.723 1019.753 1.109 1.525 .0530 124.248 1019.833 1.153 1.172 .0530 125.420 1019.896 1.200 .889 .0530 126.309 1019.943 1.249 .620 .0530 126.928 1019.976 1.301 .359 .0530 1020.357 1020.552 1020.718 1020.862 1020.987 1021.096 1021.192I 1021.277 15.49 15.49 15.49 15.49 15.49 15.49 15.49 15.49 Tel Vel (FPS) Head SF Ave *******I******* 10.41 1.68 .0205 9.99 1.55 .0182 9.52 1.41 9.08 .0161 1.28 .0142 8.66 1.16 -i- - .0125 8.25 1.06 .0111 7.87 .96 .0098 7.50 .87 .0087 7.15 .79 .0077 Energy Grd.E1. HF ********* 1021.84 .06 1021.91 .05 1021.96 .04 1022.00 .03 1022.03 .02 1022.04 .01 1022.06 .01 1022.07 .01 1022.07 Super Elev SE Dpth ******* 00 .96 00 .99 .00 1.03 .00 1.07 .00 1.15 .00 1.20 .00 1.25 .00 .00 1.30 CriticaliFlow Top Depth ( Width - -I- - Froude NINorm Dp ********I******** 1.42 2.00 2.12 .75 1.42 2.00 2.00 .75 1.42 2.00 1.86 .75 1.42 2.00 1.73 .75 1.42 1.99 1.61 .75 1.42 1.98 1.49 .75 1.42 1.96 1.38 .75 1.42 1.94 1.28 .75 1.42 1.91 1.18 .75 Height/ Dia.-FT ******* 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 013 2.000 .013 2.000 .013 Base Wt or I.D. X-Fall ******* 000 .00 000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 PAGE 2 Date: 6- 1-2005 Time: 2:16:32 ******** No Wth ZL Prs/Pip ZR ***** .00 .00 .00 .00 Type Ch ******* 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 PIPE .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 P- IPE 1 .0 P- IPE 1 .0 PIPE .00 1 .0 .00 PIPE iggi gig' mg gm INE mg an E NM FILE: lat2.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 6- 1-2005 Time: 2:16:32 881_0101 CITY OF FONTANA TRACT 14244 WILLOW DRIVE LATERAL 2, 100-YEAR STORM 5/16/05 SWL ************************************************************************************************************************** Station L/Elem ********* 127.287 .103 127.390 Invert Elev Ch Slope ********* 1019.995 .0530 1020.000 WALL ENTRANCE 127.390 1020.000 Depth Water Q (FT) Elev (CFS) ******** ********* ********* 1.357 1021.352 15.49 1.419 2.470 1021.419 15.49 1022.470 15.49 Vel Vel (FPS) Head SF Ave *******I******* 6.82 .72 .0069 6.50 .66 .30 _I_ .00 Energy Grd.E1. HF ********* 1022.07 .00 1022.07 1022.47 Super ICriticallFlow Top Elev I Depth I Width SE DpthlFroude NINorm Dp *******I********I******** I I .00 1.42 1.87 -I- 1.36 1.09 .75 I I .00 1.42 1.82 I I .00 .26 21.00 Height/ Dia.-FT "N" ******* 2.000 .013 2.000 5.000 Base Wt or I.D. X-Fall ******* .000 .00 .000 21.000 ******** No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 .00 .00 .00 1 .0 PIPE 1 .0 0 .0