Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
CT 11-01; ROBERTSON RANCH WEST VILLAGE; DRAINAGE STUDY; 2014-01-13
11 DRAINAGE STUDY El Camino Real Widening From Cannon Road To Tamarack Avenue Job No. 10-1307 February 12, 2013 Revised: January 13, iJiCEI VIED MAR 072014 Prepared FoitAN TOLL BROTHERS A California Limited Liability Company 725 W. Town & Country Rd. Suite 200 Orange, CA 92868 (714) 347-1300 Prepared by: O'DAY CONSULTANTS, INC. 2710 Loker Avenue West Suite 100 Carlsbad, California 92008-6603 Tel: (760) 931-7700 Fax: (760) 931-8680 George O'Yay RCE 32014 (10 ~ I? Exp. 12/31/12 C/1 /iiW 1 2ó/V Date ro' 1 Declaration of Responsible Charge I hereby declare that I am the Engineer of Work for this project, that I have exercised responsible charge over the design of this project as defined in section 6703 of the Business and Professions Code, and that the design is consistent with current standards. I understand that the check of project drawings and specifications by the City of Carlsbad is confined to a review only and does not relieve me, as the Engineer of Work, of my responsibilities for the project design. O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92010 (760) 931-7700 Date: George O'Day R.C.E. No. 32014 Exp. 12/31/12 2 S TABLE OF CONTENTS Section Description Introduction and Project Description Hydrology Hydraulics Appendix 1- 100 Year Hydrologic Calculations for Existing Conditions Appendix 2- 100 Year Hydrologic Calculations for Ultimate Conditions Appendix 3- 10 Year Hydrologic Calculations for Ultimate Conditions Appendix 4- Hydraulic Analysis of Proposed Storm Drains (Main line BFA) Appendix 5- 100 Year Hydrologic Calculations for Existing Conditions at Kelly Double Box Culvert (Basin E-F, Rancho Costera) Appendix 6- 100 Year Hydrologic Calculations for Ultimate Conditions at Kelly Double Box Culvert (Basin E-F, Rancho Costera) Appendix 7- Curb Inlet Calculations & Hydraulic Analysis of Storm Drain Laterals, Curb Outlets & Ditches Appendix 8- Rip-Rap Calculations Appendix 9- Overflow Calculations for Catch Basins serving Bioretention Areas 0 Exhibits Exhibit A Vicinity Map Exhibit B Table 3-1 Runoff Coefficients for Urban Areas (Rational Method) Exhibit C Soil Group Map Exhibit D 100-year 6-hour Precipitation Map 10-year 6-hour Precipitation Map Exhibit E 100-year 24-hour Precipitation Map 10-year 24-hour Precipitation Map Exhibit F Figure 3-3 Urban Areas Overland Time of Flow Nomagraph Exhibit G Figure 3-1 Intensity Duration Design Chart Exhibit H Table 3-2 Maximum Overland Flow Length & Initial Time of Concentration Exhibit I Figure 3-4 Nomograph of Tc for Natural Watersheds Exhibit J Existing Conditions Hydrologic Map (Map Pocket) Exhibit L Ultimate Conditions Hydrologic Map (Map Pocket) Exhibit M Hydraulic Map Exhibit N Existing & Proposed Drainage Map for Kelly Drive, Double RCB (Basin E-F, Rancho Costera) Exhibit 0 Hec-1 Drainage Basin Work Map for Existing 8'x8' RCB Excerpts from Chang Consultants Study for Letter of Map Revision Request Exhibit P for . Robertson Ranch dated November 1, 2008 100-year HEC-1 Input for Existing 8'x8' RCB Analysis from Chang Exhibit Q Consultants Study for Letter of Map Revision Request for Robertson Ranch dated November 1, 2008 Exhibit R Cross-sections for Channel Downstream of Double 8'x4' RCB at Kelly Drive 0 In . A. INTRODUCTION AND PROJECT DESCRIPTION This drainage study was prepared to support the Grading Widening of El Camino Real between Cannon Road and Tamarack Avenue. Exhibit A is Vicinity Map for the project. As part of the Rancho Costera Development located to the north, also known as Robertson Ranch West Village, the City of Carlsbad has required the developer to improve El Camino Real. The improvements consist of widening to a right-of-way width of 126 feet, with appropriate turn pockets for the future development as well as a median in the center of the street. This improvement encompasses the entire length of the northerly side of El Camino Real between Cannon Road and Tamarack Avenue. The improvements on the southerly side of El Camino Real are limited to two portions: one portion from just west of Crestview Drive to just east of Lisa Street and another portion west of the projection of Julie Place to just east of Kelly Drive. In addition to the surface improvements mentioned above, a sewer line, waterline, reclaimed waterline, and storm drain will be constructed to serve the proposed development. The proposed storm drain will also serve as Drainage Project BFA of the City of Carlsbad Drainage Master Plan. The Carlsbad Drainage Master Plan dated July 3, 2008 prepared by Brown and Caldwell identifies Drainage Project BFA (Country Store Storm Drain Project), as a proposed 42-inch RCP storm drain along El Camino Real, west of Lisa Street, terminating east of Kelly Drive. The purpose of the facility is to collect onsite runoff from the residential and adjacent areas on the south side of El Camino Real, to drain storm water runoff from south of El Camino Real and convey it westward towards the existing earthen channel that originates from the sedimentation basin BF1 and travels southerly to open space. In conjunction with this drainage study a Storm Water Management Plan for El Camino Real Widening was prepared by O'Day Consultants. The SWMP depicts the hydromodification BMP areas designed based on the Final Hydromodification Plan for the County of San Diego, by Brown and Caldwell, dated January, 13, 2011. B. HYDROLOGY Hydrologic calculations were performed utilizing the San Diego County Rational Method as described in the San Diego County Hydrology Manual, June 2003. Pertinent exhibits from the San Diego County Hydrology Manual are enclosed for reference, as follows: Exhibit B - Runoff Coefficients (Table 3-1) & Calculated Coefficients Exhibit C - Soil Group Map Exhibit D - 100-year 6-hour Isopluvial Map 10-year 6-hour Isopluvial Map Exhibit E - 100-year 24-hour Isopluvial Map 5 Existing Conditions: Beginning from the intersection of Cannon Road heading west, existing El Camino Real drains to a low point. An existing 8'x8' reinforced box culvert conveys storm water from the north to the south side of the street, Basin ECR-1. Heading westerly on El Camino Real towards Crestview Drive, an existing 24" storm drain conveys storm water from the north side to the south side of El Camino Real and outlets east of Crestview Drive, Basin ECR-2. Continuing westerly to an existing 48" storm drain near the projection of Julie Place, 58.80 acres of land to the north drains to an existing 48" storm drain and is conveyed to a channel within land owned by Hoffman (APN 207-101-27, 28, and 29), Basin ECR-3 and Basin 'G'. Continuing westerly, storm water from a portion of El Camino Estates runs onto El Camino Real. That storm water combined with storm water from the high point at El Camino Real drain to property owned by Marja Acres, LLC (APN 207-101-24 and 25), Basin ECR-4. Continuing westerly, 11.5 acres of land to the north drains into El Camino Real. Since the street is superelevated at this location, both sides of the street drain to the low point to the north, west of Kelly Drive combining with storm water from the Tamarack intersection. The storm water is conveyed to the south via an existing double 8'x4' reinforced culvert box, Basin ECR-5 0 A summary Table of the Existing 100 Year Flow rates is shown below: 100 Year Flowrate for Existing Conditions Basin Description Area 100-Year Flowrate ECR-1 Drains to N.E. Open Space 0.79 AC 4.3 CFS ECR-2 Drains to S. E. Open Space 5.22 AC 12.0 CFS near Crestview Dr. ECR-3 Drains to Exist. 48" SD 62.30 AC 66.2 CFS that outlets at Lands owned by Hoffman ECR-4 Drains towards Lands 3.33 AC 10.6 CFS owned by Marja Acres, LLC. ECR-5 Drains towards Ex. Double 11.52 AC 20.2 CFS 8'x4' RCB I See Appendix 1 for 100-Year Existing Hydrologic Calculations, See Exhibit J tor Hydrologic Map. 0 Existing 8'x 8' RCB near Cannon Road Several engineering analyses and design projects have been performed within Agua Hedionda and Calaveras Creek watersheds. These watersheds cover over 23 square miles and, as a result, support a variety of land uses including residential, commercial, industrial, open space, etc. There were several facilities adjacent to Robertson Ranch, particularly affecting the drainage tributary to the 8'x8' RCB, which were proposed as part of the City of Carlsbad Master Plan for Drainage. Facility BJ - Proposed an 80 foot wide earthen channel along the northern boundary of Rancho Carlsbad Mobile Home Park. Facility BJB- Proposed a sedimentation basin northeast of Cannon Road and College Boulevard that would drain into facility BJ. Instead of an 80 foot wide channel for Facility BJ, a 10 foot wide channel was constructed, with a 5.0 ft. wide masonry wall on the north side of the channel. As part of a regional solution to the existing flooding that occurs in the Rancho Carlsbad Mobile Home Park, Facility BJB was built as a 49-acre foot detention basin. Detention Basin BJB and Calavera Creek drain into an existing 11 'x7' culvert. At the outlet of this culvert, a weir/wall was built north of the 10-foot wide earthen channel. In a 100-year storm this weir/wall was designed to allow only part of the flow exiting the existing culvert into the existing 10-foot wide channel. The rest of the flow is diverted to the west, north of the 5-foot masonry wall along the paved sewer access road, then through existing culverts under Cannon Road and El Camino Real into the Agua Hedionda Lagoon. As part of the development of Robertson Ranch East Village an 84" RCP storm drain was constructed along the north side of Cannon Road. The 84" storm drain connects to the 11'x7' culvert. A wall was constructed within the 11'x 7' culvert to replace the wall/weir at the outlet. The stormwater in the 84" RCP storm drain outlets at the low lying areas on the north west side of the El Camino Real and Cannon Road intersection. The 100-year flow will pond in these areas before exiting southwesterly through the existing 8'x 8' box culvert in El Camino Real. Rick Engineering Company (Rick) prepared analyses to establish the 100-year inundation in the Rancho Carlsbad Mobile Home Park to the east and provided a UEC-1 hydrologic analysis to account for an upcoming improvement to the Lake Calaveras outlet facility. (Rancho Carlsbad Mobile Home Park Alternative Analysis for Agua Hedionda Channel Maintenance dated Dec. 18, 2004). In addition, Chang Consultants, prepared a letter of map revision for FEMA, issued on April 22, 2009, the study for the Letter of Map Revision Request for Robertson Ranch is dated November 1, 2008. The drainage area tributary to the 8'x8' box culvert is delineated on the HEC1 workmap (Chang and Rick) attached as Exhibit '0'. Both the Rick and Chang studies account for a land use consistent with the Robertson Ranch Master Plan. It should be noted that the ponded water surface elevation at the low lying area at 84" RCP outlet is shown as 35.3 in Table 1 from Chang study, see Exhibit 'P'. According to the Chang study, since Calavera Creek confluences with Agua Hedionda Creek, the starting water surface elevations were based on the FA floodplain (44.0 feet) and floodway elevations (44.7) at the confluence from the Flood Insurance Study. This will ensure a proper tie-in at the downstream study limit and account for the 100- year backwater from Agua Hedionda Creek Drainage Area Tributary to Existing 8'x8' Box Culvert Drainage Basin Area (Sq. Miles) Cl 0.87 C2 2.72 C3 0.88 C4 1.24 RCC1 0.05 RRC2 0.208 RRCH 0.425 Total 6.393 Sq. Miles See Exhibit '0' for Drainage Basin Delineation Under Ultimate Conditions, 9.7 additional acres will drain to the existing box culvert (Basin RRCH). 9.7 acre is approximately 0.0 15 square miles, 0.23% of tributary drainage area. Solely considering the drainage basin's for Robertson Ranch, RRC2 and RRCH: Drainage Basin for Robertson Ranch Drainage Basin Existing Area Sq. Miles Existing Area Acres Proposed Area Acres RRC2 0.208 Sq. Miles 133.1 Acres 133.1 Acres RRCH 0.425 Sq. Miles 272.0 Acres 281.7 Acres Total 0.633 Sq. Miles 405.1 Acres 414.8 Acres See Exhibit '0' for Drainage Basin Delineation. Under Ultimate Conditions, the proposed drainage area for Robertson Ranch tributary to the 8'x8' Box Culvert increases by approximately 2.3%. For existing drainage areas, see excerpts from HEC- 1 analysis from Chang Study, Exhibit 'Q'. Existing Double Box Culvert at Kelly Drive The results of the analysis of the existing double 8'x4' RCB east of Kelly Drive crossing under El Camino Real are presented below: INLET FOR DOUBLE RCB EXISTING CONDITIONS ULTIMATE CONDITIONS 100 YEAR STORM EVENT (FLOW AT EXIST DOUBLE 8'X4' RCB UNDER EL CAMINO REAL AT KELLY DR) - 100-YEAR STORM EVENT (FLOW AT EXIST DOUBLE.8'X4' RCB INLET EL CAMINO REAL AT KELLY DR) BASIN ACREAGE Q EXIST I- BASIN ACREAGE Q ULT E-F 729.79 734.84 1 - E-F 712.20 729 See Appendix 5 See Appendix 6 In the post-development condition it is anticipated that the tributary area to this drainage facility will be reduced. The proposed storm drain along El Camino Real intercepts a portion of the drainage that currently outfalls to the north side of El Camino and directs it to outfall to the south side of El Camino Real. Therefore the Q ultimate is expected to be less than the existing condition, as displayed above. OUTLET FOR DOUBLE RCB EXISTING CONDITIONS ULTIMATE CONDITIONS 100 YEAR STORM EVENT (FLOW AT EXIST DOUBLE 8'X4' RCB UNDER EL CAMINO REAL AT KELLY DR) 1 - 100 YEAR STORM EVENT (FLOW AT EXIST DOUBLE 8X4 RCB OUTLET EL CAMINO REAL AT KELLY DR) BASIN ACREAGE 0 EXIST - BASIN ACREAGE Q ULT ki E-F 729.79 734.84 - E-F 787.86 820.92 See Appendix 5 See Appendix 6 Ultimate Conditions: Ultimate Conditions represent the Improvements for El Camino Real Widening with the Rancho Costera (Robertson Ranch West Village) Development in place. A curb inlet and storm drain is proposed at the southwest corner of the Crestview Drive I ECR intersection to prevent storm water runoff from crossing this street that occurs under existing conditions. To alleviate runoff to property owned by Hoffman and Marja Acres, a series of storm drains and curb inlets are proposed. This storm drain will servers as Drainage Project BFA of the City of Carlsbad Drainage Master Plan. Due to restrictions to meet minimum required cover near the low point of the road as well as impacts on the wetland area to the north of Kelly Drive, a double barrel 42" storm drain pipe is proposed to outlet on the south side of El Camino Real. From the intersection with Tamarack Avenue. El Camino Real will drain to an 18" storm drain. This storm drain will also convoy stormwater to an outlet on the south side of El Camino Real. A summary of the 100-year storm flowrates for Ultimate Conditions are shown in the table below: 100 Year Flowrate for Ultimate Conditions Basin Description Area 100-Year Flowrate ECR-1U Drains to N.E. Open Space 1.44 AC 6.7 CFS ECR-2U Drains to storm drain, 4.62 AC 7.1 CFS ultimately to S. E. Open Space near Crestview Dr. ECR-3U Drains to Proposed 48" SD 70.65 AC 136.3 CFS that outlets S. side of DBL RCB ECR-4U Drains towards S. Side of 4.13 AC 21.7 CFS DBLRCB See Appendix 2 for Hydrologic Calculations for these Basins. S 10 O C. HYDRAULICS Methodology for Storm Drains Hydraulic calculations were done using the software prepared by Advanced Engineering Software (AES). The software is similar to the Los Angeles County Flood Control Water Surface Profile Gradient program (WSPG). The following description of the computation theory is taken from Los Angeles County Flood Control documentation: "The computational procedure is based on solving Bernoulli's equation for the total energy at each section and Manning's formula for friction loss between the sections in a reach. The open channel flow procedure utilizes the standard step method. Confluences and bridge piers are analyzed using pressure and momentum theory. The program uses basic mathematical and hydraulic principles to calculate all such data as cross sectional area, wetted perimeter, normal depth, critical depth, pressure and momentum." The hydraulic analysis for Storm Drain BFA is included in Appendix 4. Exhibit M is the hydraulic map showing the nodes referenced in the analysis. 11 0 C 0 APPENDIX 1 100 Yr. Existing Hydrologic Calculations (See Exhibit 'J') 0 Calculated Run-off Coefficients Basin ECR-1 Entire Area is Impervious, C= 0.95 Basin ECR-2 Area= 2.82 AC 1.29 AC (Impervious) 1.53 AC( C=0.35, Natural) [(0.35* 1.53)+(0.95* 1.29)/(2.82)]= 0.62 Basin ECR-3 Basin G is Natural, C=0.35 El Camino Estates (ECR-3 and ECR-4): 21 Dwelling Units 4.75 Acres 21/4.75 Acres: 4.4 DU/Acre, Per Exhibit 'B', use MDR 7.3 DU/AC Basin ECR-4 El Camino Estates (ECR-3 and ECR-4): 21 Dwelling Units 4.75 Acres 21/4.75 Acres: 4.4 DU/Acre, Per Exhibit 'B', use MDR 7.3 DU/AC Area= 2.08 AC 1.56 AC (Impervious) 0.52 AC( C=0.35, Natural) [(0.35*0.52)+(0.95* l.56)/(2.08)]= 0.80 Basin ECR-4 Initial Area Area= 0.23 AC 0.10 AC (Impervious) 0.13 AC( C=0.35, Natural) [(0.35*0.13)+(0.95*0.10)/(0.23)Il= 0.61 Area= 9.91 AC 2.44 AC (Impervious) 7.47 AC( C=0.35, Natural) [(0.35*7.47)+(0.95*2.44)/(9.9 1)1= 0.50 West Side Entire Area is Impervious, C= 0.95 0 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Ver s i o n 7 . 4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 07/12/11 ------------------------------------------------------------------- - - - - 100 Year Hydrology for Existing Conditions El Camino Real Basin ECR-1 JN 101307 By NF 7/12/11 Hydrology Study Control Information Program License Serial Number 5007 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.300 P6/P24 = 60.5% San Diego hydrology manual 'C' values used Process from Point/Station 100.000 to Point/Station 101.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 105.000(Ft.) Highest elevation = 72.200(Ft.) Lowest elevation = 68.200(Ft.) Elevation difference = 4.000(Ft.) Slope = 3.810 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 3.81%, in a development General Industrial 14 type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.37 minutes fT TC = [1.8*(1.1_C)*distance(FtJ".5)/(% slope"(1/3)] TC= [1.8*(1.1_0.8700)*( 80.000".5)/( 3.810"(1/3)1= 2.37 The initial area total distance of 105.00 (Ft.) entered leaves a remaining distance of 25.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.33 minutes for a distance of 25.00 (Ft.) and a slope of 3.81 % with an elevation difference of 0.95(Ft.) from the end of the top area Tt = [11.9*length(Mi)3)/(elevation change(Ftj)}.385 *60(min/hr) = 0.328 Minutes Tt=[(11.9*0.00473)/( 0.95)]".385= 0.33 Total initial area Ti = 2.37 minutes from Figure 3-3 formula plus 0.33 minutes from the Figure 3-4 formula = 2.70 minutes Rainfall intensity (I) = 10.197(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.621(CFS) Total initial stream area = 0.070(Ac.) Process from Point/Station 101.000 to Point/Station 102.000 IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 2.499(CFS) Depth of flow = 0.169(Ft.), Average velocity = 3.499(Ft/s) Irregular Channel Data ----------------------------------------------------------------- '40 Information entered for subchannel number 1 Point number X' coordinate 'Y coordinate 1 0.00 0.50 2 0.25 0.00 3 25.00 0.50 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 2.499(CFS) flow top width = 8.451(Ft.) velocity= 3.499(Ft/s) area = 0.714(Sq.Ft) Froude number = 2.121 Upstream point elevation = 68.200(Ft.) Downstream point elevation = 40.500(Ft.) Flow length = 810.000 (Ft.) Travel time = 3.86 mm. Time of concentration = 6.56 mm. Depth of flow = 0.169(Ft.) Average velocity = 3.499(Ft/s) Total irregular channel flow = 2.499(CFS) Irregular channel normal depth above invert elev. = 0.169(Ft.) Average velocity of channel(s) = 3.499(Ft/s) Adding area flow to channel User specified 'C' value of 0.950 given for subarea Rainfall intensity = 5.751(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.950 CA = 0.750 15 /' Subarea runoff = 3.695(CFS) for 0.720(Ac.) Total runoff = 4.316(CFS) Total area = 0.790 (Ac.) Depth of flow = 0.207(Ft.), Average velocity = .0ll(Ft/s) End of computations, total study area = 0. 790 (Ac.) ml o San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 07/18/11 ----------------------------------------------------------------------- 100 Year Hydrology for Existing Conditions El Camino Real Basin ECR-2 JN 101307 By NF 7/12/11 Hydrology Study Control Information Program License Serial Number 5007 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.300 P6/P24 = 60.5% San Diego hydrology manual 'C' values used Process from Point/Station 200.000 to Point/Station 201.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Initial subarea total flow distance = 120.000(Ft.) Highest elevation = 85.100(Ft.) Lowest elevation = 83.900(Ft.) Elevation difference = 1.200(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) 17 for the top area slope value of 1.00 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.66 minutes TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope"(1/3)] TC= [1.8*(1.1_0.7100)*( 65.000'.5)/( 1.000(1/3)1= 5.66 The initial area total distance of 120.00 (Ft.) entered leaves a remaining distance of 55.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.01 minutes for a distance of 55.00 (Ft.) and a slope of 1.00 % with an elevation difference of 0.55(Ft.) from the end of the top area Tt = {11.9*1ength(Mi)3)/(elevation change(Ft.) )] .385 *60(min/hr) = 1.006 Minutes Tt=[(11.9*0.01043)/( 0.55)]".385= 1.01 Total initial area Ti = 5.66 minutes from Figure 3-3 formula plus 1.01 minutes from the Figure 3-4 formula = 6.67 minutes Rainfall intensity (I) = 5.691(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff = 1.374(CFS) Total initial stream area = 0.340(Ac.) Process from Point/Station 201.000 to Point/Station 202.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 83.900(Ft.) End of street segment elevation = 67.000(Ft.) Length of street segment = 620.000 (Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 44.000(Ft.), Distance from crown to crossfall grade break = 42.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 4.706(CFS) Depth of flow = 0.311(Ft.), Average velocity = 3.789(Ft/s) Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width = 10.820(Ft.) Flow velocity = 3.79(Ft/s) Travel time = 2.73 mm. TC = 9.39 mm. Adding area flow to street User specified 'C' value of 0.620 given for subarea Rainfall intensity = 4.561(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.620 CA = 1.748 Subarea runoff = 6.601(CFS) for 2.480(Ac.) Total runoff = 7.975(CFS) Total area = 2.820(Ac. (is Street flow at end of street = 7.975(CFS) V. Half street flow at end of street = 7.975(CFS) Depth of flow = 0.362(Ftj, Average velocity = 4.305(Ft/s) I Flow width (from curb towards crown)= 13.346(Ft.) Process from Point/Station 202.000 to Point/Station 203.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.820(Ac.) Runoff from this stream = 7.975(CFS) Time of concentration = 9.39 mm. Rainfall intensity = 4561(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++±++++++++++++++++++++++++++++++++++++++++++++4+++++.4+++++ Process from Point/Station 203.100 to Point/Station 204.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space Impervious value, Ai = 0.000 . Initial subarea total flow distance = 150.000(Ft.) Sub-Area C Value = 0.350 Highest elevation = 116.500(Ft.) Lowest elevation = 110.000(Ft.) Elevation difference = 6.500(Ft..) Slope = 4.333 % Top of Initial Area Slope adjusted by User to 20.000 % Bottom of Initial Area Slope adjusted by User to 20.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 20.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.97 minutes TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope"(1/3)J TC = [1.8*(1.1_0.3500)*( 100.000'.5)/( 20.000'(1/3)]= 4.97 The initial area total distance of 150.00 (Ft.) entered leaves a remaining distance of 50.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.30 minutes for a distance of 50.00 (Ft.) and a slope of 20.00 % with an elevation difference of 10.00(Ft.) from the end of the top area Tt = [ll.9 *length (Mi)'3)/(elevation change(Ft.))]".385 *60(mjn/hr) = 0.295 Minutes Tt=[(11.9*0.0095"3)/( 10.00)]".385= 0.30 Total initial area Ti = 4.97 minutes from Figure 3-3 formula plus 0.30 minutes from the Figure 3-4 formula = 5.27 minutes Rainfall intensity (I) = 6.623(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.487(CFS) Total initial stream area = 0.210(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + Process from Point/Station 204.000 to Point/Station 205.000 "k IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 110.000(Ft.) Downstream point elevation = 59.500(Ft.) Channel length thru subarea = 505.000 (Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 2.707(CFs) Manning's 'N = 0.025 Maximum depth of channel = 0.500 (Ft.) Flow(q) thru subarea = 2.707(CFS) Depth of flow = 0.456(Ft.), Average velocity = 6.511(Ft/s) Channel flow top width = 1.824(Ft.) Flow Velocity = 6.51 (Ft/s) Travel time = 1.29 mm. Time of concentration = 6.56 mm. Critical depth = 0.633(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 o [UNDISTURBED NATURAL TERRAIN (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 5.749(InIHr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.840 Subarea runoff = 4.342(CFS) for 2.190(Ac.) Total runoff = 4.829(CFS) Total area = 2.400(Ac. Depth of flow = 0.555(Ft.), Average velocity = 7.910(Ft/s) !!Warning: Water is above left or right bank elevations ERROR - Channel depth exceeds maximum allowable depth Critical depth = 0.813 (Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++4-+++++++++++++++ + + + + + + Process from Point/Station 205.000 to Point/Station 203.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 54.800(Ft.) Downstream point/station elevation = 42.000(Ft.) Pipe length = 265.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.829(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 4.829(CFS) Normal flow depth in pipe = 6.81(In.) Flow top width inside pipe = 11.89(In.) Critical Depth = 10.88(In.) 20 Pipe flow velocity = 10.49 (Ft/s) Travel time through pipe = 0.42 mm. Time of concentration (TC) = 6.98 mm. Process from Point/Station 205.000 to Point/Station 203.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.400 (Ac.) Runoff from this stream = 4.829(CFS) Time of concentration = 6.98 mm. Rainfall intensity = 5.523(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 7.975 9.39 4.561 2 4.829 6.98 5.523 Qmax(1) = 1.000 * 1.000 * 7975) + 0.826 * 1.000 * 4.829) + = 11.963 Qmax(2) = 1.000 * 0.743 * 7975) + 1.000 * 1.000 * 4.829) + = 10.757 Total of 2 main streams to confluence: Flow rates before confluence point: 7.975 4.829 Maximum flow rates at confluence using above data: 11.963 10.757 Area of streams before confluence: 2.820 2.400 Results of confluence: Total flow rate = 11.963(CFS) Time of concentration = 9.393 mm. Effective stream area after confluence = End of computations, total study area = 5.220 (Ac.) 5.220 (Ac.) 21 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 07/12/11 ----------------------------------------------------------------------- 100 Year Hydrology for Existing Conditions El Camino Real Basin ECR-3 JN 101307 By NF 7/12/11 Hydrology Study Control Information Program License Serial Number 5007 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.300 P6/P24 = 60.5% San Diego hydrology manual 'C values used Process from Point/Station 210.000 to Point/Station 210.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C' value of 0.350 given for subarea Rainfall intensity (I) = 2.854(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 19.43 mm. Rain intensity = 2.85(In/Hr) Total area = 58.800(Ac.) Total runoff = 60.560(CFs) Process from Point/Station 210.000 to Point/Station 210.400 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 63.290 (Ft.) Downstream point/station elevation = 62.270(Ft.) Pipe length = 98.80(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 60.560(CFS) Given pipe size = 48.00(In.) 22 Calculated individual pipe flow = 60.560(CFS) Normal flow depth in pipe = 21.56(In.) (. Flow top width inside pipe = 47.75(In.) Critical Depth = 28.16(In.) Pipe flow velocity = 11.08(Ft/s) Travel time through pipe = 0.15 mm. Time of concentration (TC) = 19.58 mm. Process from Point/Station 210.000 to Point/Station 210.400 **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 58.800 (Ac.) Runoff from this stream = 60.560(CFS) Time of concentration = 19.58 mm. Rainfall intensity = 2.840(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 210.100 to Point/Station 210.200 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 • [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 180.000(Ft.) Highest elevation = 91.800(Ft.) Lowest elevation = 90.000(Ft.) Elevation difference = 1.800(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.69 minutes TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope" (1/3)) TC= [l.8*(l.1_0.5700)*( 65.000".5)/( 1.000"(1/3)1= 7.69 The initial area total distance of 180.00 (Ft.) entered leaves a remaining distance of 115.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.78 minutes for a distance of 115.00 (Ft.) and a slope of 1.00 % with an elevation difference of 1.15(Ft.) from the end of the top area Tt = [ll.9*length(Mi)3)/(elevation change(Ft.))]".385 *60(min/hr) = 1.776 Minutes Tt=[ (ll.9*0.0218"3)/( 1.15)1^.385= 1.78 Total initial area Ti = 7.69 minutes from Figure 3-3 formula plus 1.78 minutes from the Figure 3-4 formula = 9.47 minutes 23 Rainfall intensity (I) = 4.538(In/Hr) Effective runoff coefficient used for area Subarea runoff = 0.776(CFS) Total initial stream area = 0.300(Ac for a 100.0 year storm (Q=KCIA) is C = 0.570 Process from Point/Station 210.200 to Point/Station 210.300 IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 4.315(CFS) Depth of flow = 0.242(Ft.), Average velocity = 2.951(Ft/s) Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'X coordinate 'Y' coordinate 1 0.00 0.50 2 0.25 0.00 3 25.00 0.50 Manning's 'N friction factor = 0.013 ----------------------------------------------------------------- Sub-Channel flow = 4.315(CFS) flow top width = 12.092 (Ft.) velocity= 2.951(Ft/s) area = 1.462(Sq.Ft) Froude number = 1.496 / 0 Upstream point elevation = 90.000 (Ft.) Downstream point elevation = 84.900(Ft.) Flow length = 450.000(Ft.) Travel time = 2.54 mm. Time of concentration = 12.01 mm. Depth of flow = 0.242(Ft.) Average velocity = 2.951(Ft/s) Total irregular channel flow = 4.315(CFS) Irregular channel normal depth above invert elev. = Average velocity of channel(s) = 2.951(Ft/s) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 0. 242 (Ft. Rainfall intensity = 3.893(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.995 Subarea runoff = 6.990(CFS) for 3.200(Ac.) Total runoff = 7.766(CFS) Total area = 3.500(Ac Depth of flow = 0.301(Ft.), Average velocity = 3.418(Ft/s) Process from Point/Station 210.300 to Point/Station 210.400 PIPEFLOW TRAVEL TIME (User specified size) kk 24 Upstream point/station elevation = 81.400 (Ft.) Downstream point/station elevation = 62.270 (Ft.) Pipe length = 70.00(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 7.766(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 7.766(CFS) Normal flow depth in pipe = 4.57(In.) Flow top width inside pipe = 15.67(In.) Critical Depth = 12.95(In.) Pipe flow velocity = 21.97 (Ft/s) Travel time through pipe = 0.05 mm. Time of concentration (TC) = 12.06 mm. Process from Point/Station 210.300 to Point/Station 210.400 **** CONFLUENCE OF MAIN STREAMS #k The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.500(Ac.) Runoff from this stream = 7.766(CFS) Time of concentration = 12.06 mm. Rainfall intensity = 3.882(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 60.560 19.58 2.840 2 7.766 12.06 3.882 Qmax(l) = 1.000 * 1.000 * 60.560) + 0.732 * 1.000 * 7.766) + = 66.242 Qmax(2) = 1.000 * 0.616 * 60.560) + 1.000 * 1.000 * 7.766) + = 45.075 Total of 2 main streams to confluence: Flow rates before confluence point: 60.560 7.766 Maximum flow rates at confluence using above data: 66.242 45.075 Area of streams before confluence: 58.800 3.500 Results of confluence: Total flow rate = 66.242(CFS) Time of concentration = 19.579 mm. Effective stream area after confluence = 62.300 (Ac.) End of computations, total study area = 62.300 (Ac.) 10- 25 San Diego County Rational Hydrology Program 6 CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 07/12/11 ----------------------------------------------------------------------- 100 Year Hydrology for Existing Conditions El Camino Real Basin ECR-4 JN 101307 By NF 7/12/11 Hydrology Study Control Information Program License Serial Number 5007 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.300 P6/P24 = 60.5% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++-4-+++++++++++++++++++++++++++++++++++++++ + + + + Process from Point/Station 300.000 to Point/Station 301.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL I (7.3 DU/A or Less Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 300.000(Ft.) Highest elevation = 91.700(Ft.) Lowest elevation = 82.200(Ft.) Elevation difference = 9.500(Ft.) Slope = 3.167 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 3.17 %, in a development (go 7.3 DU/A or Less 26 type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.33 minutes TC = [1.8*(1.1_C)*distance(Ft.).5)/(% s1ope(1/3)] TC = [1.8*(1.1_0.5700)*( 95.000'.5)/( 3.167"(1/3)1= 6.33 The initial area total distance of 300.00 (Ft.) entered leaves a remaining distance of 205.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.78 minutes for a distance of 205.00 (Ft.) and a slope of 3.17 % with an elevation difference of 6.49(Ft.) from the end of the top area Tt = [11.9*length(Mi)3)/(elevation change(Ftj)].385 *60(min/hr) = 1.778 Minutes Tt=[(11.9*0.0388'3)/( 6.49)1".385= 1.78 Total initial area Ti = 6.33 minutes from Figure 3-3 formula plus 1.78 minutes from the Figure 3-4 formula = 8.11 minutes Rainfall intensity (I) = 5.015(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 3.573(CFS) Total initial stream area = 1.250(Ac.) Process from Point/Station 301.000 to Point/Station 302.000 kk IRREGULAR CHANNEL FLOW TRAVEL TIME Estimated mean flow rate at midpoint of channel = 7.058(CFS) Depth of flow = 0.249(Ft.), Average velocity = 4.570(Ft/s) Irregular Channel Data I - - -- Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.25 0.00 3 25.00 0.50 Manning's 'N' friction factor 0.013 ----------------------------------------------------------------- Sub-Channel flow = 7.058(CFS) flow top width = 12.427 (Ft.) velocity= 4.570(Ft/s) area = 1.544(Sq.Ft) Froude number = 2.285 Upstream point elevation = 82.200 (Ft.) Downstream point elevation = 57.300 (Ft.) Flow length = 950.000(Ft.) Travel time = 3.46 mm. Time of concentration = 11.57 mm. Depth of flow = 0.249 (Ft.) Average velocity = 4.570(Ft/s) Total irregular channel flow = 7.058(CFS) Irregular channel normal depth above invert elev. = 0.249 (Ft.) Average velocity of channel(s) = 4.570(Ft/s) Adding area flow to channel User specified 'C' value of 0.800 given for subarea Rainfall intensity = 3.987(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 2.664 27 1* Subarea runoff = 7.047(CFS) for 2.080(Ac Total runoff = 10.620(CFS) Total area = 3.330(Ac. Depth of flow = 0.290(Ft.), Average velocity = 5.062 (Ftls) End of computations, total study area = 3.330 (Ac.) RIM San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 07/12/11 ----------------------------------------------------------------------- 100 Year Hydrology for Existing Conditions El Camino Real Basin ECR-5 JN 101307 By NF 7/12/11 Hydrology Study Control Information Program License Serial Number 5007 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.300 P6/P24 = 60.5% San Diego hydrology manual C values used ++++ + +++++ +++++++++ ++++++++++++ ++ +++++++++ ++ +++++++ ++ -1-++ + ++++++ + ++ + Process from Point/Station 200.000 to Point/Station 400.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL (14.5 DU/A or Less Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 225.000(Ft.) Highest elevation = 85.100(Ft.) Lowest elevation = 83.200 (Ft.) Elevation difference = 1.900(Ft.) Slope = 0.844 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 0.84 %, in a development type of 14.5 DU/A or Less 99 o o In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.22 minutes . TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope"(1/3)] TC= [1.8*(1.1_0.6300)*( 65.000".5)/( 0.844"(1/3)1= 7.22 The initial area total distance of 225.00 (Ft.) entered leaves a remaining distance of 160.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.44 minutes for a distance of 160.00 (Ft.) and a slope of 0.84 % with an elevation difference of 1.35(Ft.) from the end of the top area Tt = [ll.9*length(Mi)"3)/(elevation change(Ftj)].385 *60(min/hr) = 2.444 Minutes Tt=[(ll.9*0.0303'3)/( 1.35)}".385= 2.44 Total initial area Ti = 7.22 minutes from Figure 3-3 formula plus 2.44 minutes from the Figure 3-4 formula = 9.66 minutes Rainfall intensity (I) = 4.479(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.649(CFS) Total initial stream area = 0.230(Ac.) Process from Point/Station 400.000 to Point/Station 401.000 IRREGULAR CHANNEL FLOW TRAVEL TIME Estimated mean flow rate at midpoint of channel = 8.381(CFS) Depth of flow = 0.278(Ft.), Average velocity = 4.346(Ft/s) Irregular Channel Data ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.25 0.00 3 25.00 0.50 Manning's 'N' friction factor = 0.013 ----------------------------------------------------------------- Sub-Channel flow = 8.381(CFS) flow top width = 13.886 (Ft.) velocity= 4.346(Ft/s) area = 1.928(Sq.Ft) Froude number = 2.055 Upstream point elevation = 83.200 (Ft.) Downstream point elevation = 46.400(Ft.) Flow length = 1800.000(Ft.) Travel time = 6.90 mm. Time of concentration = 1656 mm. Depth of flow = 0.278(Ft.) Average velocity = 4.346(Ft/s) Total irregular channel flow = 8.381(CFS) Irregular channel normal depth above invert elev. = 0.278(Ft. Average velocity of channel(s) = 4.346(Ft/s) Adding area flow to channel User specified 'C' value of 0.500 given for subarea Rainfall intensity = 3.164(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area 0 (Q=KCIA) is C = 0.500 CA = 5.070 30 Subarea runoff = 15.391(CFS) for 9.910(Ac.) Total runoff = 16.040(CFS) Total area = 10.140(Ac.) Depth of flow = 0.354(Ft.), Average velocity = 5.112(Ft/s) Process from Point/Station 400.000 to Point/Station 401.000 **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 10.140 (Ac.) Runoff from this stream = 16.040(CFS) Time of concentration = 16.56 mm. Rainfall intensity = 3.164(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 402.000 to Point/Station 403.000 k INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 270.000(Ft.) Highest elevation = 74.000(Ft.) Lowest elevation = 64.000(Ft.) Elevation difference = 10.000(Ft.) Slope = 3.704 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 3.70 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.39 minutes TC = [1.8*(1.1C)*distance(Ft.).5)/(% slope"(1/3)I TC= [1.8*(1.1_0.8700)*( 80.000".5)/( 3.704"(1/3)]= 2.39 The initial area total distance of 270.00 (Ft.) entered leaves a remaining distance of 190.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.58 minutes for a distance of 190.00 (Ft.) and a slope of 3.70 % with an elevation difference of 7.04(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))].385 *50(mjn/hr) = 1.579 Minutes Tt=[(11.9*0.03603)/( 7.04)]".385= 1.58 Total initial area Ti = 2.39 minutes from Figure 3-3 formula plus 1.58 minutes from the Figure 3-4 formula = 3.97 minutes Rainfall intensity (I) = 7.947(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.830(CFS) Total initial stream area = 0.120(Ac.) 31 Process from Point/Station 403.000 to Point/Station 401.000 Ak IRREGULAR CHANNEL FLOW TRAVEL TIME Estimated mean flow rate at midpoint of channel = 4.014(CFS) Depth of flow = 0.205(Ft.), Average velocity = 3.827(Ft/s) Irregular Channel Data ---------------------------------------------------------------- - Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.25 0.00 3 25.00 0.50 Mannings 'N' friction factor = 0.013 ----------------------------------------------------------------- Sub-Channel flow = 4.014(CFS) flow top width = 10.241 (Ft.) velocity= 3.827(Ft/s) area = 1.049(SqFt) Froude number = 2.107 Upstream point elevation = 64.000(Ft.) Downstream point elevation = 46.400(Ft.) Flow length = 740.000(Ft.) Travel time = 3.22 mm. Time of concentration = 7.19 mm. Depth of flow = 0.205 (Ft.) Average velocity = 3.827(Ft/s) Total irregular channel flow = 4.014(CFS) Irregular channel normal depth above invert elev. = 0.205 (Ft.) Average velocity of channel(s) = 3.827(Ft/s) Adding area flow to channel User specified 'C' value of 0.950 given for subarea Rainfall intensity = 5.417(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.950 CA = 1.311 Subarea runoff = 6.272(CFS) for 1.260(Ac.) Total runoff = 7.102(CFS) Total area = 1.380(Ac. Depth of flow = 0.254(Ft.), Average velocity = 4.414(Ft/s) Process from point/Station 403.000 to Point/Station 401.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.380(Ac.) Runoff from this stream = 7.102(CFS) Time of concentration = 7.19 mm. Rainfall intensity = 5.417(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) r. 32 1 16.040 2 7.102 Qmax(1) o =1.000 * 0.584 * Qmax(2) = 1.000 * 1.000 * 16.56 3.164 7.19 5.417 1.000 * 16.040) + 1.000 * 7.102) + = 20.187 0.434 * 16.040) + 1.000 * 7.102) + = 14.069 Total of 2 main streams to confluence: Flow rates before confluence point: 16.040 7.102 Maximum flow rates at confluence using above data: 20.187 14.069 Area of streams before confluence: 10.140 1.380 Results of confluence: Total flow rate = 20.187(CFS) Time of concentration = 16.564 mm. Effective stream area after confluence = 11.520 (Ac.) End of computations, total study area = 11.520 (Ac.) o to 33 2 APPENDIX 2 100 Yr. Ultimate Hydrologic Calculations (See Exhibit 'L') 0 ecrip San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2006 version 7.7 Rational method hydrology program based on San Diego County Flood control Division 2003 hydrology manual Rational Hydrology Study Date: 12/17/13 ------------------------------------------------------------------------ 100 Year Hydrology for ultimate condition Basin ECR1P IN 101307 Revised by HL 12/17/13 ------------------------------------------------------------------------ Hydrology study control Information Program License Serial Number 6218 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.300 P6/P24 = 60.5% San Diego hydrology manual 'C' values used +++++ +++ +++ +++++++ + ++ + +++++ ++++++ + ++++ +++++++++++ ++++++++++++++ ++++++ + Process from Point/Station 1000.000 to Point/Station 1001.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C value = 0.790 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 63.000(Ft.) Lowest elevation = 57.800(Ft.) Elevation difference = 5.200(Ft.) Slope = 5.200 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 5.20 %, in a development type of 43.0 DU/A or Less In Accordance with Figure 3-3 Initial Area Time of Concentration = 3.14 minutes TC = [1.8(1.1_C)distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.7900)*( 95.000A.5)/( 5.200A(1/3)1= 3.14 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 5.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.08 minutes for a distance of 5.00 (Ft.) and a slope of 5.20 % with an elevation difference of 0.26(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(m-jn/hr) Page 1 ecrip . = 0.084 Minutes Tt=[(11.9*0.0009A3)/( 0.26)]A.385= 0.08 Total initial area Ti = 3.14 minutes from Figure 3-3 formula plus 0.08 minutes from the Figure 3-4 formula = 3.22 minutes calculated TC of 3.223 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KcIA) is C = 0.790 Subarea runoff = 0.920(cFS) Total initial stream area = 0.170(Ac.) +++++++++++++++ +++++ +++ +++++++ + + +++ ++++++++++++ +++++++ + +++ +++++ + ++ + Process from point/Station 1001.000 to Point/Station 1002.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 57.800(Ft.) End of street segment elevation = 40.300(Ft.) Length of street segment = 595.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(m.) 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 = 3.877(cFS) Depth of flow = 0.242(Ft.), Average velocity = 3.168(Ft/5) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.354(Ft.) Flow velocity = 3.17(Ft/s) Travel time = 3.13 mm. TC = 6.35 mm. Adding area flow to street Rainfall intensity (I) = 5.869(In/Hr) for a 100.0 year storm User specified 'C' value of 0.790 given for subarea Rainfall intensity = 5.869(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KcmA) is C = 0.790 CA = 1.138 Subarea runoff = 5.757(CFS) for 1.270(Ac.) Total runoff = 6.677(CFS) Total area = 1.440(Ac.) Street flow at end of street = 6.677(CFS) Half street flow at end of Street = 3.338(CFS) Depth of flow = 0.280(Ft.), Average velocity = 3.594(Ft/s) Flow width (from curb towards crown)= 9.261(Ft.) Process from point/Station 1002.000 to Point/Station 1003.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = Downstream point/station elevation = Pipe length = 35.19(Ft.) Slope = No. of pipes = 1 Required pipe flow Given pipe size = 18.00(In.) calculated individual pipe flow = Normal flow depth in pipe = 10.09(In Page 2 34.190(Ft.) 33.800(Ft.) 0.0111 Manning's N = 0.013 = 6.677(CFS) 6.677(CFS) ) ecrip Flow top width inside pipe = 17.87(In.) Critical Depth = 12.00(in.) Pipe flow velocity = 6.55(Ft/s) Travel time through pipe = 0.09 mm. Time of concentration (TC) = 6.44 mm. End of computations, total study area = 1.440 (Ac.) Page 3 ECR2U I San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 01/08/14 ------------------------------------------------------------------------100 Year Hydrology for ultimate condition Basin ECR2U JN 101307 REVISED BY HL ------------------------------------------------------------------------ *** Hydrology Study control Information Program License Serial Number 6218 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.300 P6/P24 = 60.5% • San Diego hydrology manual 'C' values used +++++ ++++++++++ +++++++++ +++++++++++++++++++++++++ + ++ + ++ + +++++++++++++ + Process from Point/Station 2000.000 to Point/Station 2001.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 297.000(Ft.) Highest elevation = 99.400(Ft.) Lowest elevation = 77.700(Ft.) Elevation difference = 21.700(Ft.) Slope = 7.306 % Top of Initial Area Slope adjusted by User to 16.815 % Bottom of Initial Area Slope adjusted by User to 16.815 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 16.82 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.27 minutes TC = [1.8(1.1-C)distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.3500)*( 100.000A.5)/( 16.815A(1/3)1= 5.27 The initial area total distance of 297.00 (Ft.) entered leaves a remaining distance of 197.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.91 minutes • for a distance of 197.00 (Ft.) and a slope of 16.82 % Page 1 ECR2U . with an elevation difference of 33.13(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 60(min/hr) = 0.907 Minutes Tt=[(11.9*0.0373A3)/( 33.13)]A.385= 0.91 Total initial area Ti = 5.27 minutes from Figure 3-3 formula plus 0.91 minutes from the Figure 3-4 formula = 6.18 minutes Rainfall intensity (I) = 5.978(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 subarea runoff = 0.753(CFS) Total initial stream area = 0.360(Ac.) ++ ++ ++ ++++++ +++ ++++++++ + ++ +++++++ +++++++++++++++++++++++++ ++ + +++++++ + + Process from Point/Station 2001.000 to Point/Station 2002.100 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 77.700(Ft.) Downstream point elevation = 67.790(Ft.) channel length thru subarea = 250.000(Ft.) Channel base width = 2.000(Ft.) slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 1.627(CFs) Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 1.627(CFS) Depth of flow = 0.144(Ft.), Average velocity = 4.926(Ft/s) channel flow top width = 2.577(Ft.) Flow Velocity = 4.93(Ft/s) Travel time = 0.85 mm. Time of concentration = 7.02 mm. Critical depth = 0.250(Ft.) • Adding area flow to channel Rainfall intensity (I) = 5.503(In/Hr) for a 100.0 year storm 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 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub -Area C Value = 0.350 Rainfall intensity = 5.503(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.445 subarea runoff = 1.693(CFS) for 0.910(Ac.) Total runoff = 2.446(cFS) Total area = 1.270(Ac.) Depth of flow = 0.183(Ft.), Average velocity = 5.655(Ft/s) Critical depth = 0.320(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 2002.100 to Point/Station 2002.000 PIPEFLOW TRAVEL TIME (User specified size) upstream point/station elevation = 55.740(Ft.) Downstream point/station elevation = 54.900(Ft.) Pipe length = 82.57(Ft.) Slope = 0.0102 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.446(CFS) Given pipe size = 24.00(in.) Calculated individual pipe flow = 2.446(CFs) . Normal flow depth in pipe = 5.31(In.) Flow top width inside pipe = 19.92(In.) Page 2 ECR2U . Critical Depth = 6.52(In.) Pipe flow velocity = 4.74(Ft/s) Travel time through pipe = 0.29 mm. Time of concentration (TC) = 7.31 mm. ++++++++++++++++++++++++-I-+++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2002.000 to Point/Station 2003.000 ** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 54.570(Ft.) Downstream point/station elevation = 53.830(Ft.) Pipe length = 73.54(Ft.) Slope = 0.0101 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.446(CFS) Given pipe size = 24.00(In.) calculated individual pipe flow = 2.446(CFS) Normal flow depth in pipe = 5.32(In.) Flow top width inside pipe = 19.94(In.) Critical Depth = 6.52(In.) Pipe flow velocity = 4.72(Ft/s) Travel time through pipe = 0.26 mm. Time of concentration (TC) = 7.57 mm. + +++++ + ++++++++++++++ ++ ++++ ++++++ ++++ + +++++++++ ++ + +++ ++ ++++++++++++++ + Process from Point/Station 2002.000 to Point/Station 2003.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.270(Ac.) Runoff from this stream = 2.446(CFS) Time of concentration = 7.57 mm. Rainfall intensity = 5.242(In/Hr) Program is now starting with Main Stream No. 2 +++ ++++++++ ++++ + + ++++++ +++++++++++++++++++++++++++ + +++ ++ ++ ++++++ +++++ + Process from Point/Station 2004.000 to Point/Station 2005.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type I (General Commercial ) Impervious value, Al = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 120.000(Ft.) Highest elevation = 86.100(Ft.) Lowest elevation = 83.900(Ft.) Elevation difference = 2.200(Ft.) Slope = 1.833 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.83 %, in a development type of General Commercial In Accordance with Figure 3-3 Initial Area Time of Concentration = 3.57 minutes IC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.8200)*( 75.000A.5)/( 1.833A(1/3)]= 357 . The initial area total distance of 120.00 (Ft.) entered leaves a remaining distance of 45.00 (Ft.) Page 3 . ECR2U Using Figure 3-4, the travel time for this distance is 0.68 minutes for a distance of 45.00 (Ft.) and a slope of 1.83 % with an elevation difference of 0.82(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.683 Minutes Tt=[(11.9*0.0085A3)/( 0.82)]A.385= 0.68 Total initial area Ti = 3.57 minutes from Figure 3-3 formula plus 0.68 minutes from the Figure 3-4 formula = 4.25 minutes calculated TC of 4.249 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 subarea runoff = 1.011(CFS) Total initial stream area = 0.180(Ac.) + +++++++ +++++++++++++++++ + +++++++ +++ +++++++++++ + +++ +++++ +++ ++++++++++ + Process from Point/Station 2005.000 to Point/Station 2005.100 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION TO of street segment elevation = 83.900(Ft.) End of street segment elevation = 69.350(Ft.) Length of street segment = 560.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) . slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 3.018(CFS) Depth of flow = 0.230(Ft.), Average velocity = 2.853(Ft/s) streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.765(Ft.) Flow velocity = 2.85(Ft/s) Travel time = 3.27 mm. TC = 7.52 mm. Adding area flow to street Rainfall intensity (I) = 5.265(In/Hr) for a 100.0 year storm User specified 'C' value of 0.810 given for subarea Rainfall intensity = 5.265(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.812 CA = 0.933 subarea runoff = 3.903(CFS) for 0.970(Ac.) Total runoff = 4.914(CFS) Total area = 1.150(Ac.) Street flow at end of street = 4.914(CFS) Half street flow at end of street = 2.457(CFS) Depth of flow = 0.262(Ft.), Average velocity = 3.189(Ft/s) Flow width (from curb towards crown)= 8.361(Ft.) +++++ ++ ++++++++++++++ +++++ + +++ ++++ +++++++++ ++ +++ + +++++++ +++++++++ ++++ + Process from Point/Station 2005.100 to Point/Station 2005.200 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 69.760(Ft.) . Downstream point/station elevation = 69.130(Ft.) Pipe length = 16.25(Ft.) Slope = 0.0388 Manning's N = 0.013 Page 4 . ECR2U No. of pipes = 1 Required pipe flow = 4.914(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.914(CFS) Normal flow depth in pipe = 5.97(m.) Flow top width inside pipe = 16.95(in.) Critical Depth = 10.22(m.) Pipe flow velocity = 9.59(Ft/s) Travel time through pipe = 0.03 mm. Time of concentration (Tc) = 7.55 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 2005.200 to Point/Station 2005.400 PIPEFLOW TRAVEL TIME (User specified size) upstream point/station elevation = 68.820(Ft.) Downstream point/station elevation = 66.740(Ft.) Pipe length = 65.83(Ft.) Slope = 0.0316 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.914(CFS) Given pipe size = 18.00(In.) calculated individual pipe flow = 4.914(CFS) Normal flow depth in pipe = 6.30(In.) Flow toy width inside pipe = 17.17(In.) Critica Depth = 10.22(in.) Pipe flow velocity = 8.91(Ft/s) Travel time through pipe = 0.12 mm. Time of concentration (TC) = 7.67 mm. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-1- . Process from Point/Station 2005.400 to Point/Station 2005500 PIPEFLOW TRAVEL TIME (User specified size) *c upstream point/station elevation = 66.410(Ft.) Downstream point/station elevation = 64.150(Ft.) Pipe length = 64.08(Ft.) Slope = 0.0353 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.914(CFS) Given pipe size = 18.00(In.) calculated individual pipe flow = 4.914(cFS) Normal flow depth in pipe = 6.12(In.) Flow toy width inside pipe = 17.06(In.) critica Depth = 10.22(In.) Pipe flow velocity = 9.27(Ft/s) Travel time through pipe = 0.12 mm. Time of concentration (Tc) = 7.79 mm. ++++ +++ +++++ ++ + +++++++ + +++ +++++++ +++ ++ ++++++ ++ +++++++++++++++++++++++ + Process from Point/Station 2005.500 to Point/Station 2003.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 63.780(Ft.) Downstream point/station elevation = 53.440(Ft.) Pipe length = 40.22(Ft.) Slope = 0.2571 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.914(CFS) Given pipe size = 18.00(In.) calculated individual pipe flow = 4.914(CFS) Normal flow depth in pipe = 3.69(In.) Flow top width inside pipe = 14.54(In.) critical Depth = 10.22(In.) Pipe flow velocity = 18.82(Ft/s) . Travel time through pipe = 0.04 mm. Time of concentration (Tc) = 7.82 mm. Page 5 S ECR2U ++++ +++ + ++ ++++++++++++ + ++++++++++++++ +++++++++++++ ++++ + +++ + ++++++++ ++ + Process from Point/Station 2005.100 to Point/Station 2003.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.150(Ac.) Runoff from this stream = 4.914(CFs) Time of concentration = 7.82 mm. Rainfall intensity = 5.133(In/Hr) Program is now starting with Main Stream No. 3 +++++++ ++ + + +++++ +++++++ ++++++ ++++++++++++ ++++ + +++++ +++++++++++ +++++++ + Process from Point/Station 2005.300 to Point/Station 2006.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C value = 0.870 Initial subarea total flow distance = 240.800(Ft.) Highest elevation = 66.200(Ft.) Lowest elevation = 63.900(Ft.) Elevation difference = 2.300(Ft.) Slope = 0.955 % Top of Initial Area Slope adjusted by User to 0.020 % Bottom of Initial Area slope adjusted by User to 0.020 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.02 %, in a development type of General Industrial In Accordance with Figure 3-3 Initial Area Time of Concentration = 10.78 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.8700)*( 50.000A.5)/( 0.020A(1/3)]= 10.78 The initial area total distance of 240.80 (Ft.) entered leaves a remaining distance of 190.80 (Ft.) Using Figure 3-4, the travel time for this distance is 11.82 minutes for a distance of 190.80 (Ft.) and a slope of 0.02 % with an elevation difference of 0.04(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 11.823 Minutes Tt=[(11.9*0.0361A3)/( 0.04)]A.385= 11.82 Total initial area Ti = 10.78 minutes from Figure 3-3 formula plus 11.82 minutes from the Figure 3-4 formula = 22.61 minutes Rainfall intensity (I) = 2.588(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.225(CFs) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2005.300 to Point/Station 2006.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION S Top of street segment elevation = 69.350(Ft.) End of Street segment elevation = 63.900(Ft.) Page 6 ECR2U . Length of street segment = 210.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.400(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the Street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(m.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.660(cFS) Depth of flow = 0.185(Ft.), Average velocity = 2.403(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.511(Ft.) Flow velocity = 2.40(Ft/s) Travel time = 1.46 min. TC = 24.06 mm. Adding area flow to street Rainfall intensity (I) = 2.486(In/Hr) for a 100.0 year storm User specified 'C' value of 0.810 given for subarea Rainfall intensity = 2.486(mn/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.822 CA = 0.419 subarea runoff = 0.817(CFS) for 0.410(Ac.) Total runoff = 1.042(CFS) Total area = 0.510(Ac.) Street flow at end of street = 1.042(CFS) Half street flow at end of Street = 1.042(CFS) . Depth of flow = 0.209(Ft.), Average velocity = 2.632(Ft/s) Flow width (from curb towards crown)= 5.698(Ft.) + +++++++++ ++++++ ++ + ++++++++ +++ ++++ +++++++ ++++++++ ++ +++++ +++ ++++ + +++++ + Process from Point/Station 2006.000 to Point/Station 2003.100 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 62.130(Ft.) Downstream point/station elevation = 60.170(Ft.) Pipe length = 21.11(Ft.) Slope = 0.0928 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.042(CFS) Given pipe size = 18.00(in.) Calculated individual pipe flow = 1.042(CFS) Normal flow depth in pipe = 2.23(Iri.) Flow top width inside pipe = 11.85(m.) Critical Depth = 4.57(mn.) Pipe flow velocity = 8.30(Ft/s) Travel time through pipe = 0.04 mm. Time of concentration (TC) = 24.11 mm. +++ +++ + ++ +++++++++++ +++++++ ++ +++++++ + + + + ++++++++++++++++ ++++ +++++++++ + Process from Point/Station 2003.100 to Point/Station 2003.200 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 59.980(Ft.) Downstream point/station elevation = 56.880(Ft.) Pipe length = 28.80(Ft.) Slope = 0.1076 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.042(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.042(CFS) Normal flow depth in pipe = 2.15(m.) Page 7 . ECR2U Flow top width inside pipe = 11.67(In.) Critical Depth = 4.57(In.) Pipe flow velocity = 8.74(Ft/s) Travel time through pipe = 0.05 mm. Time of concentration (TC) = 24.16 mm. ++++++++ ++ + + ++++ ++++++++++++ +++++++++++++ ++ ++++++ ++ + +++++++++++ +++ + Process from Point/Station 2003.200 to Point/Station 2003.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 56.470(Ft.) Downstream point/station elevation = 54.440(Ft.) Pipe length = 21.62(Ft.) Slope = 0.0939 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.042(CFS) Given pipe size = 18.00(In.) calculated individual pipe flow = 1.042(CFS) Normal flow depth in pipe = 2.22(In.) Flow top width inside pipe = 11.84(In.) critical Depth = 4.57(m.) Pipe flow velocity = 8.34(Ft/s) Travel time through pipe = 0.04 mm. Time of concentration (TC) = 24.21 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2006.000 to Point/Station 2003.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: . In Main Stream' number: 2 Stream flow area = 0.510(Ac.) Runoff from this stream = 1.042(CFS) Time of concentration = 24.21 mm. Rainfall intensity = 2.477(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 2.446 7.57 5.242 2 1.042 24.21 2.477 Qmax(1) = 1.000 * 1.000 * 2.446) + 1.000 * 0.313 * 1.042) + = 2.772 Qmax(2) 0.473 * 1.000 * 2.446) + 1.000 * 1.000 * 1.042) + = 2.198 Total of 2 main streams to confluence: Flow rates before confluence point: 2.446 1.042 Maximum flow rates at confluence using above data: 2.772 2.198 Area of streams before confluence: 1.270 0.510 Results of confluence: Total flow rate = 2.772(cFS) . Time of concentration = 7.572 mm. Effective stream area after confluence = 1.780(Ac.) Page 8 +++ + ++++++ + + ++++++++ +++++++ +++++++++ + +++++ +++++++ ++++++++++ + Process from Point/Station 2003.000 to Point/Station 2007.000 PIPEFLOW TRAVEL TIME (User specified size) upstream point/station elevation = 53.760(Ft.) Downstream point/station elevation = 53. 520(Ft.) Pipe length = 24.60(Ft.) Slope = 0.0098 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.772(CFS) Given pipe size = 24.00(In.) calculated individual pipe flow = 2.772(CFS) Normal flow depth in pipe = 5.71(m.) Flow top width inside pipe = 20.44(m.) critical Depth = 6.96(m.) Pipe flow velocity = 4.84(Ft/s) Travel time through pipe = 0.08 mm. Time of concentration (TC) = 7.66 mm. Process from Point/Station 2003.000 to Point/Station 2007.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.780(Ac.) Runoff from this stream = 2.772(CFS) Time of concentration = 7.66 mm. Rainfall intensity = 5.204(In/Hr) Program is now starting with Main Stream No. 2 ++ +++ ++++++++++ +++++++++++ + ++++ ++ + ++++++ +++++++++++++++++ ++++++++ ++ ++ + Process from Point/Station 2008.000 to Point/Station 2009.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub-Area C value = 0.710 Initial subarea total flow distance = 125.000(Ft.) Highest elevation = 84.000(Ft.) Lowest elevation = 82.500(Ft.) Elevation difference = 1.500(Ft.) Slope = 1.200 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.20 %, in a development type of 24.0 DU/A or Less In Accordance with Figure 3-3 Initial Area Time of Concentration = 5.33 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.7100)*( 65.000A.5)/( 1.200A(1/3)1= 5.33 The initial area total distance of 125.00 (Ft.) entered leaves a remaining distance of 60.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.00 minutes for a distance of 60.00 (Ft.) and a slope of 1.20 % . with an elevation difference of 0.72(Ft.) from the end of the top area Tt = [11.9length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) Page 9 ECR2U = 1.003 Minutes Tt=[(11.9*0.0114A3)/( 0.72)]A.385= 1.00 Total initial area Ti = 5.33 minutes from Figure 3-3 formula plus 1.00 minutes from the Figure 3-4 formula = 6.33 minutes Rainfall intensity (I) = 5.884(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KcIA) is C = 0.710 Subarea runoff = 0.627(CFS) Total initial stream area = 0.150(Ac.) +.++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2009.000 to Point/Station 2010.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 82.500(Ft.) End of street segment elevation = 67.700(Ft.) Length of street segment = 620.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 2.798(cFS) Depth of flow = 0.228(Ft.), Average velocity = 2.715(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.664(Ft.) Flow velocity = 2.71(Ft/s) Travel time = 3.81 min. TC = 10.14 mm. Adding area flow to street Rainfall intensity (I) = 4.343(In/Hr) for a 100.0 year storm User specified 'C' value of 0.650 given for subarea Rainfall intensity = 4.343(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is C = 0.655 CA = 1.108 Subarea runoff = 4.183(CFs) for 1.540(Ac.) Total runoff = 4.810(CFS) Total area = 1.690(Ac.) Street flow at end of street = 4.810(CFS) Half street flow at end of street = 2.405(CFS) Depth of flow = 0.264(Ft.), Average velocity = 3.072(Ft/s) Flow width (from curb towards crown)= 8.436(Ft.) +++++++ ++++ ++++++++++ ++++++++++ + +++ ++ ++++++ +++++++++ + ++ +++ ++++++ +++++ + Process from Point/Station 2010.000 to Point/Station 2007.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 58.640(Ft.) Downstream point/station elevation = 54.020(Ft.) Pipe length = 48.09(Ft.) Slope= 0.0961 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.810(CFS) Given pipe size = 18.00(In.) calculated individual pipe flow = 4.810(CFS) Normal flow depth in pipe = 4.68(In.) Flow top width inside pipe = 15.79(In.) Critical Depth = 10.11(In.) Page 10 . ECR2U Pipe flow velocity = 13.19(Ft/s) Travel time through pipe = 0.06 mm. Time of concentration (TC) = 10.20 mm. +++ +++++ +++ ++++++ + ++++++ + ++ + ++++++++++++++++++ + ++++++ +++ +++++ + Process from Point/Station 2010.000 to Point/Station 2007.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main stream number: 2 Stream flow area = 1.690(Ac.) Runoff from this stream = 4.810(CFs) Time of concentration = 10.20 mm. Rainfall intensity = 4.326(In/Hr) summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 2.772 7.66 5.204 2 4.810 10.20 4.326 Qmax(1) = 1.000 * 1.000 * 2.772) + 1.000 * 0.751 * 4.810) + = 6.384 Qmax(2) = 0.831 * 1.000 * 2.772) + 1.000 * 1.000 * 4.810) + = 7.114 . Total of 2 main streams to confluence: Flow rates before confluence point: 2.772 4.810 Maximum flow rates at confluence using above data: 6.384 7.114 Area of streams before confluence: 1.780 1.690 Results of confluence: Total flow rate = 7.114(CFS) Time of concentration = 10.196 mm. Effective stream area after confluence = 3.470(Ac.) + +++++++++++ ++++ ++++++ ++++++++ +++++++++++++++ +++++++++ + + +++ ++++++ ++++ + Process from Point/Station 2007.000 to Point/Station 2011.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 53.520(Ft.) Downstream point/station elevation = 52.370(Ft.) Pipe length = 98.64(Ft.) Slope = 0.0117 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.114(CFS) Given pipe size = 24.00(In.) calculated individual pipe flow = 7.114(CFS) Normal flow depth in pipe = 8.87(In.) Flow toy width inside pipe = 23.17(In.) Critica Depth = 11.36(in.) Pipe flow velocity = 6.74(Ft/s) Travel time through pipe = 0.24 mm. Time of concentration (TC) = 10.44 mm. . End of computations, total study area = 4.620 (Ac.) Page 11 . ECR2U San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood control Division 2003 hydrology manual Rational Hydrology Study Date: 01/08/14 ------------------------------------------------------------------------100 Year Hydrology for ultimate Condition Basin ECR2U JN 101307 REVISED BY HL ------------------------------------------------------------------------ Hydrology Study Control Information Program License Serial Number 6218 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.300 P6/P24 = 60.5% San Diego hydrology manual 'C' values used +++-I-++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2000.000 to Point/Station 2001.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent open space ) Impervious value, Ai = 0.000 Sub-Area C value = 0.350 Initial subarea total flow distance = 297.000(Ft.) Highest elevation = 99.400(Ft.) Lowest elevation = 77.700(Ft.) Elevation difference = 21.700(Ft.) Slope = 7.306 % Top of Initial Area Slope adjusted by User to 16.815 % Bottom of Initial Area Slope adjusted by User to 16.815 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 16.82 %, in a development type of Permanent Open Space In Accordance with Figure 3-3 Initial Area Time of Concentration = 5.27 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.3500)*( 100.000A.5)/( 16.815A(1/3)1= 5.27 The initial area total distance of 297.00 (Ft.) entered leaves a . remaining distance of 197.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.91 minutes for a distance of 197.00 (Ft.) and a slope of 16.82 % Page 1 . ECR2U with an elevation difference of 33.13(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(mi n/hr) = 0.907 Minutes Tt=[(11.90.0373A3)/( 33.13)]A.385 0.91 Total initial area Ti = 5.27 minutes from Figure 3-3 formula plus 0.91 minutes from the Figure 3-4 formula = 6.18 minutes Rainfall intensity (I) = 5.978(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KcIA) is C = 0.350 subarea runoff = 0.753(CFS) Total initial stream area = 0.360(Ac.) ++++++++++++-4-+++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2001.000 to Point/Station 2002.100 IMPROVED CHANNEL TRAVEL TIME 1-1 upstream point elevation = 77.700(Ft.) Downstream point elevation = 67.790(Ft.) Channel length thru subarea = 250.000(Ft.) Channel base width = 2.000(Ft.) Slope or 'z' of left channel bank = 2.000 Slope or 'z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel Manning 's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 1.627(CFS) Depth of flow = 0.144(Ft.), Average velocity channel flow top width = 2.577(Ft.) Flow Velocity = 4.93(Ft/s) Travel time = 0.85 mm. Time of concentration = 7.02 mm. Critical depth = 0.250(Ft.) Adding area flow to channel Rainfall intensity (I) = 5.503(In/Hr) for 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 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 = 1.627(CFs) = 4.926(Ft/s) a 100.0 year storm Rainfall intensity = 5.503(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.445 Subarea runoff = 1.693(CFS) for 0.910(Ac.) Total runoff = 2.446(CFS) Total area = 1.270(Ac.) Depth of flow = 0.183(Ft.), Average velocity = 5.655(Ft/s) Critical depth = 0.320(Ft.) + +++++ ++ ++++++++ +++ + ++++++ +++ ++++++++++++++ + ++++++++ ++ +++++++ + +++++++ + Process from Point/Station 2002.100 to Point/Station 2002.000 H(C* PIPEFLOW TRAVEL TIME (User specified size) 17J Upstream point/station elevation = 55.740(Ft.) Downstream point/station elevation = 54.900(Ft.) Pipe length = 82.57(Ft) Slope = 0.0102 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.446(CFS) Given pipe size = 24.00(in.) Calculated individual pipe flow = 2.446(CFS) Normal flow depth in pipe = 5.31(In.) Flow top width inside pipe = 19.92(In.) Page 2 ECR2U . critical Depth = 6.52(In.) Pipe flow velocity = 4.74(Ft/s) Travel time through pipe = 0.29 mm. Time of concentration (TC) = 7.31 mm. ++++++++ +++++++ + +++++ ++++ ++++++ + ++++++++++ +++++ ++++++++++++++ + Process from point/Station 2002.000 to Point/Station 2003.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 54.570(Ft.) Downstream point/station elevation = 53.830(Ft.) Pipe length = 73.54(Ft.) slope = 0.0101 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.446(CFS) Given pipe size = 24.00(In.) calculated individual pipe flow = 2.446(CFS) Normal flow depth in pipe = 5.32(In.) Flow toy width inside pipe = 19.94(In.) Critica Depth = 6.52(In.) Pipe flow velocity = 4.72(Ft/s) Travel time through pipe = 0.26 mm. Time of concentration (TC) = 7.57 mm. ++++++++++++++++++++++ ++++ ++ +++++ +++++++++ ++++++ ++ ++++ + + +++++++ + Process from Point/Station 2002.000 to Point/Station 2003.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 . Stream flow area = 1.270(Ac.) Runoff from this stream = 2.446(CFS) Time of concentration = 7.57 mm. Rainfall intensity = 5.242(In/Hr) Program is now starting with Main Stream No. 2 + +++++++++++++++++ + + +++ + ++++ ++++ ++ +++ +++++++ + ++++++++ ++ ++++++++++++++ + Process from Point/Station 2004.000 to Point/Station 2005.000 INITIAL AREA EVALUATION ) = 0.850 820 flow distance = 120.000(Ft.) 86.100(Ft.) 83.900(Ft.) = 2.200(Ft.) Slope = 1.833 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.83 %, in a development type of General commercial In Accordance with Figure 3-3 Initial Area Time of Concentration = 3.57 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.8200)*( 75.000A.5)/( 1.833A(1/3)]= 3.57 . The initial area total distance of 120.00 (Ft.) entered leaves a remaining distance of 45.00 (Ft.) Page 3 Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (General Commercial Impervious value, Ai Sub-Area C Value = 0. Initial subarea total Highest elevation = Lowest elevation = Elevation difference group A = 0.000 group B = 0.000 group C = 0.000 group D = 1.000 ECR2U . Using Figure 3-4, the travel time for this distance is 0.68 minutes for a distance of 45.00 (Ft.) and a slope of 1.83 % with an elevation difference of 0.82(Ft.) from the end of the top area Tt = [11.9length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.683 Minutes Tt=[(11.9*0.0085A3)/( 0.82)]A.385= 0.68 Total initial area Ti = 3.57 minutes from Figure 3-3 formula plus 0.68 minutes from the Figure 3-4 formula = 4.25 minutes calculated TC of 4.249 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KcIA) is C = 0.820 Subarea runoff = 1.011(CFS) Total initial stream area = 0.180(Ac.) +++ + +++++ +++++ + ++ +++++++++++++++++ ++++ +++++++++ +++++ + +++++++ + + Process from Point/Station 2005.000 to point/Station 2005.100 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION TO of street segment elevation = 83.900(Ft.) End of street segment elevation = 69.350(Ft.) Length of street segment = 560.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half Street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 3.018(cFS) Depth of flow = 0.230(Ft.), Average velocity = 2.853(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.765(Ft.) Flow velocity = 2.85(Ft/s) Travel time = 3.27 mm. TC = 7.52 mm. Adding area flow to street Rainfall intensity (I) = 5.265(In/Hr) for a 100.0 year storm User specified 'C' value of 0.810 given for subarea Rainfall intensity = 5.265(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is C = 0.812 CA = 0.933 Subarea runoff = 3.903(CFS) for 0.970(Ac.) Total runoff = 4.914(CFS) Total area = 1.150(Ac.) Street flow at end of street = 4.914(CFS) Half street flow at end of street = 2.457(cFS) Depth of flow = 0.262(Ft.), Average velocity = 3.189(Ft/s) Flow width (from curb towards crown)= 8.361(Ft.) +++ +++++++++ ++++++++++ + ++ + ++++ ++++++++++++++++ ++++++++++++ +++++++++++ + Process from Point/Station 2005.100 to Point/Station 2005.200 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 69.760(Ft.) . Downstream point/station elevation = 69.130(Ft.) Pipe length = 16.25(Ft.) Slope = 0.0388 Manning's N = 0.013 Page 4 ECR2U . No. of pipes = 1 Required pipe flow = 4.914(CFS) Given pipe size = 18.00(in.) calculated individual pipe flow = 4.914(CFS) Normal flow depth in pipe = 5.97(in.) Flow toy width inside pipe = 16.95(In.) critica Depth = 10.22(In.) Pipe flow velocity = 9.59(Ft/s) Travel time through pipe = 0.03 mm. Time of concentration (TC) = 7.55 mi n. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-1-+++++++++ Process from Point/Station 2005.200 to Point/Station 2005.400 PIPEFLOW TRAVEL TIME (User specified size) upstream point/station elevation = 68.820(Ft.) Downstream point/station elevation = 66.740(Ft.) Pipe length = 65.83(Ft.) Slope = 0.0316 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.914(CFS) Given pipe size = 18.00(m.) calculated individual pipe flow = 4.914(CFS) Normal flow depth in pipe = 6.30(mn.) Flow tO width inside pipe = 17.17(In.) Critical Depth = 10.22(mn.) Pipe flow velocity = 8.91(Ft/s) Travel time through pipe = 0.12 mm. Time of concentration (TC) = 7.67 mm. Process from Point/Station 2005.400 to Point/Station 2005.500 PIPEFLOW TRAVEL TIME (User specified size) upstream point/station elevation = 66.410(Ft.) Downstream point/station elevation = 64.150(Ft.) Pipe length = 64.08(Ft.) Slope = 0.0353 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.914(CFS) Given pipe size = 18.00(in.) calculated individual pipe flow = 4.914(CFS) Normal flow depth in pipe = 6.12(In.) Flow toy width inside pipe = 17.06(In.) critica Depth = 10.22(In.) Pipe flow velocity = 9.27(Ft/s) Travel time through pipe = 0.12 mm. Time of concentration (TC) = 7.79 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2005.500 to Point/Station 2003.000 PIPEFLOW TRAVEL TIME (User specified size) upstream point/station elevation = 63.780(Ft.) Downstream point/station elevation = 53.440(Ft.) Pipe length = 40.22(Ft.) Slope = 0.2571 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.914(CFS) Given pipe size = 18.00(In.) calculated individual pipe flow = 4.914(CFS) Normal flow depth in pipe = 3.69(mn.) Flow top width inside pipe = 14.54(m.) critical Depth = 10.22(In.) Pipe flow velocity = 18.82(Ft/s) S Travel time through pipe = 0.04 mm. Time of concentration (TC) = 7.82 mm. Page 5 . ECR2U ++ + + + ++ ++++ +++++++++++++++++++++ ++++++++++++ + + Process from Point/Station 2005.100 to Point/Station 2003.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 stream flow area = 1.150(Ac.) Runoff from this stream = 4.914(CFS) Time of concentration = 7.82 mm. Rainfall intensity = 5.133(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 2005.300 to Point/Station 2006.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C value = 0.870 Initial subarea total flow distance = 240.800(Ft.) Highest elevation = 66.200(Ft.) Lowest elevation = 63.900(Ft.) . Elevation difference = 2.300(Ft.) Slope = 0.955 % Top of Initial Area Slope adjusted by User to 0.020 % Bottom of Initial Area Slope adjusted by User to 0.020 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.02 %, in a development type of General Industrial In Accordance with Figure 3-3 Initial Area Time of Concentration = 10.78 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.8700)*( 50.000A.5)/( 0.020A(1/3)]= 10.78 The initial area total distance of 240.80 (Ft.) entered leaves a remaining distance of 190.80 (Ft.) using Figure 3-4, the travel time for this distance is 11.82 minutes for a distance of 190.80 (Ft.) and a slope of 0.02 % with an elevation difference of 0.04(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(m.jn/hr) = 11.823 Minutes Tt=[(11.9*0.0361A3)/( 0.04)]A.385= 11.82 Total initial area Ti = 10.78 minutes from Figure 3-3 formula plus 11.82 minutes from the Figure 3-4 formula = 22.61 minutes Rainfall intensity (I) = 2.588(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.225(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2005.300 to Point/Station 2006.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION . Top of street segment elevation = 69.350(Ft.) End of street segment elevation = 63.900(Ft.) Page 6 . ECR2U Length of street segment = 210.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half Street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.400(Ft slope from gutter to grade break (v/hz) = 0.020 slope from grade break to crown (v/hz) = 0.020 street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = Depth of flow = 0.185(Ft.), Average velocity = streetflow hydraulics at midpoint of Street travel: Halfstreet flow width = 4.511(Ft.) Flow velocity = 2.40(Ft/s) Travel time = 1.46 min. TC = 24.06 mm. Adding area flow to street 0. 660(CFs) 2.403 (Ft/s) Rainfall intensity (I) = 2.486(In/Hr) for a 100.0 year storm User specified 'C' value of 0.810 given for subarea Rainfall intensity = 2.486(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.822 CA = 0.419 subarea runoff = 0.817(CFS) for 0.410(Ac.) Total runoff = 1.042(CFS) Total area = 0.510(Ac.) Street flow at end of street = 1.042(CFS) Half Street flow at end of Street = 1.042(CFS) . Depth of flow = 0.209(Ft.), Average velocity = 2.632(Ft/s) Flow width (from curb towards crown)= 5.698(Ft.) ++ ++++++++++++ + ++++++++ +++ + +++ ++++ +++++++++ +++ ++ + + + +++ +++++++++++++++ + Process from Point/Station 2006.000 to Point/Station 2003.100 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 62.130(Ft.) Downstream point/station elevation = 60.170(Ft.) Pipe length = 21.11(Ft.) Slope = 0.0928 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.042(CFS) Given pipe size = 18.00(In.) calculated individual pipe flow = 1.042(CFS) Normal flow depth in pipe = 2.23(In.) Flow top width inside pipe = 11.85(In.) Critical Depth = 4.57(in.) Pipe flow velocity = 8.30(Ft/s) Travel time through pipe = 0.04 mm. Time of concentration (Tc) = 24.11 mm. +++++++++++++++++++++++++++++++++++.++++.++++++++++.++++++++++++++++++ Process from Point/Station 2003.100 to Point/Station 2003.200 PIPEFLOW TRAVEL TIME (User specified size) upstream point/Station elevation = 59.980(Ft.) Downstream point/station elevation = 56.880(Ft.) Pipe length = 28.80(Ft.) Slope = 0.1076 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.042(CFS) Given pipe size = 18.00(In.) . Calculated individual pipe flow = 1.042(CFS) Normal flow depth in pipe = 2.15(In.) Page 7 . ECR2U Flow top width inside pipe = 11.67(in.) Critical Depth = 4.57(in.) Pipe flow velocity = 8.74(Ft/s) Travel time through pipe = 0.05 mm. Time of concentration (TC) = 24.16 mm. ++ +++++ + +++++++++ ++++ +++++++ +++ +++++++ + ++ +++ +++++++++++++++++++++++++ + Process from Point/Station 2003.200 to Point/Station 2003.000 *** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 56.470(Ft.) Downstream point/station elevation = 54.440(Ft.) Pipe length = 21.62(Ft.) Slope = 0.0939 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.042(CFS) Given pipe size = 18.00(In.) calculated individual pipe flow = 1.042(CFS) Normal flow depth in pipe = 2.22(In.) Flow top width inside pipe = 11.84(In.) critical Depth = 4.57(In.) Pipe flow velocity = 8.34(Ft/s) Travel time through pipe = 0.04 mm. Time of concentration (TC) = 24.21 mm. +++++++ ++++++++++++ + ++++++ +++++++++++++++ +++ + + ++++++++ ++ ++++ ++++++++ + + Process from Point/Station 2006.000 to Point/Station 2003.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: . In Main Stream number: 2 Stream flow area = 0.510(Ac.) Runoff from this stream = 1.042(CFS) Time of concentration = 24.21 mm. Rainfall intensity = 2.477(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 2.446 7.57 5.242 2 1.042 24.21 2.477 Qmax(1) = 1.000 * 1.000 * 2.446) + 1.000 * 0.313 * 1.042) + = 2.772 Qmax(2) = 0.473 1.000 * 2.446) + 1.000 * 1.000 * 1.042) + = 2.198 Total of 2 main streams to confluence: Flow rates before confluence point: 2.446 1.042 Maximum flow rates at confluence using above data: 2.772 2.198 Area of streams before confluence: 1.270 0.510 Results of confluence: Total flow rate = 2.772(CFS) . Time of concentration = 7.572 mm. Effective stream area after confluence = 1.780(Ac.) Page 8 . ECR2U Process from Point/Station 2003.000 to Point/Station 2007.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 53.760(Ft.) Downstream point/station elevation = 53.520(Ft.) Pipe length = 24.60(Ft.) Slope = 0.0098 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.772(CFS) Given pipe size = 24.00(in.) Calculated individual pipe flow = 2.772(cFS) Normal flow depth in pipe = 5.71(In.) Flow top width inside pipe = 20.44(In.) critical Depth = 6.96(in.) Pipe flow velocity = 4.84(Ft/s) Travel time through pipe = 0.08 mm. Time of concentration (TC) = 7.66 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2003.000 to Point/Station 2007.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.780(Ac.) Runoff from this stream = 2.772(CFS) Time of concentration = 7.66 mm. Rainfall intensity = 5.204(In/Hr) Program is now starting with Main Stream No. 2 ++ +++ ++++++ ++ + ++++ + ++++++++ ++++++++ ++++++++ ++ ++++ +++++++++++++ + Process from Point/Station 2008.000 to Point/Station 2009.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub-Area C value = 0.710 Initial subarea total flow distance = 125.000(Ft.) Highest elevation = 84.000(Ft.) Lowest elevation = 82.500(Ft.) Elevation difference = 1.500(Ft.) Slope = 1.200 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.20 %, in a development type of 24.0 DU/A or Less In Accordance with Figure 3-3 Initial Area Time of Concentration = 5.33 minutes TC = [1.8*(1.1_C)distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8(1.1_0.7100)*( 65.000A.5)/( 1.200A(1/3)1= 5.33 The initial area total distance of 125.00 (Ft.) entered leaves a remaining distance of 60.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.00 minutes for a distance of 60.00 (Ft.) and a slope of 1.20 % . with an elevation difference of 0.72(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(mjn/hr) Page 9 ECR2U = 1.003 Minutes Tt=[(11.9*0.0114A3)/( 0.72)]A.385= 1.00 Total initial area Ti = 5.33 minutes from Figure 3-3 formula plus 1.00 minutes from the Figure 3-4 formula = 6.33 minutes Rainfall intensity (I) = 5.884(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KcIA) is C = 0.710 Subarea runoff = 0.627(CFS) Total initial stream area = 0150(Ac.) +++++ + ++ ++++++ ++ + +++ +++++++++++++++++ + + + Process from point/Station 2009.000 to Point/Station 2010.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 82.500(Ft.) End of street segment elevation = 67.700(Ft.) Length of street segment = 620.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.500(Ft.) slope from gutter to grade break (v/hz) = 0.020 slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 2.798(cFS) Depth of flow = 0.228(Ft.), Average velocity = 2.715(Ft/s) streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.664(Ft.) Flow velocity = 2.71(Ft/s) Travel time = 3.81 mm. TC = 10.14 mm. Adding area flow to street Rainfall intensity (I) = 4.343(In/Hr) for a 100.0 year storm User specified 'C' value of 0.650 given for subarea Rainfall intensity = 4.343(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is C = 0.655 CA = 1.108 subarea runoff = 4.183(CF5) for 1.540(Ac.) Total runoff = 4.810(CFS) Total area = 1.690(Ac.) Street flow at end of street = 4.810(CFS) Half street flow at end of Street = 2.405(CFS) Depth of flow = 0.264(Ft.), Average velocity = 3.072(Ft/s) Flow width (from curb towards crown)= 8.436(Ft.) ++++++ ++++++++++ +++++ ++++++++++ + +++ + + ++++++++ ++++ + ++++++ ++++++++++ +++ + Process from Point/Station 2010.000 to Point/Station 2007.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 58.640(Ft.) Downstream point/station elevation = 54.020(Ft.) Pipe length = 48.09(Ft.) Slope = 0.0961 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.810(CFS) Given pipe size = 18.00(In.) calculated individual pipe flow = 4.810(CFS) Normal flow depth in pipe = 4.68(In.) Flow tO width inside pipe = 15.79(In.) Critical Depth = 10.11(In.) Page 10 ECR2U . Pipe flow velocity = 13.19(Ft/s) Travel time through pipe = 0.06 mm. Time of concentration (TC) = 10.20 mm. Process from Point/Station 2010.000 to Point/Station 2007.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main stream number: 2 Stream flow area = 1.690(Ac.) Runoff from this stream = 4.810(CFS) Time of concentration = 10.20 mm. Rainfall intensity = 4.326(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 2.772 7.66 5.204 2 4.810 10.20 4.326 Qmax(1) = 1.000 * 1.000 * 2.772) + 1.000 * 0.751 * 4.810) + = 6.384 Qmax(2) = 0.831 * 1.000 * 2.772) + 1.000 * 1.000 * 4.810) + = 7.114 . Total of 2 main streams to confluence: Flow rates before confluence point: 2.772 4.810 Maximum flow rates at confluence using above data: 6.384 7.114 Area of streams before confluence: 1.780 1.690 Results of confluence: Total flow rate = 7.114(CFS) Time of concentration = 10.196 mm. Effective stream area after confluence = 3.470(Ac.) ++++++++ ++++++ ++++++++++++ ++++ ++++ + + + +++ ++++++ ++ +++++++ + + +++++++ +++++ + Process from Point/Station 2007.000 to Point/Station 2011.000 ' PIPEFLOW TRAVEL TIME (User specified size) upstream point/station elevation = 53.520(Ft.) Downstream point/station elevation = 52.370(Ft.) Pipe length = 98.64(Ft.) Slope = 0.0117 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.114(CFS) Given pipe size = 24.00(In.) calculated individual pipe flow = 7.114(CFS) Normal flow depth in pipe = 8.87(In.) Flow top width inside pipe = 23.17(In.) critical Depth = 11.36(in.) Pipe flow velocity = 6.74(Ft/s) Travel time through pipe = 0.24 mm. Time of concentration (TC) = 10.44 mm. . End of computations, total study area = 4.620 (Ac.) Page 11 ECR3U San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 01/09/14 ------------------------------------------------------------------------ 100 Year Hydrology for ultimate Conditions Basin ECR3U JN 101307 Revised by HL ------------------------------------------------------------------------ Hydrology Study Control Information Program License Serial Number 6218 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 our, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.300 P6/P24 = 60.5% San Diego hydrology manual 'C' values used +++++++++++ +++++++ ++ ++++++++++ + ++++ ++++ + + +++++++ +++ ++++++++++ ++++++++ + Process from Point/Station 2012.000 to Point/Station 2013.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C.= 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent open space ) Impervious value, Ai = 0.000 Sub-Area C value = 0.350 Initial subarea total flow distance = 300.000(Ft.) Highest elevation = 101.600(Ft.) Lowest elevation = 83.000(Ft.) Elevation difference = 18.600(Ft.) Slope = 6.200 % Top of Initial Area Slope adjusted by User to 25.000 % Bottom of Initial Area Slope adjusted by User to 0.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 25.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.62 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.3500)*( 100.000A.5)/( 25.000A(1/3)]= 4.62 The initial area total distance of 300.00 (Ft.) entered leaves a remaining distance of 200.00 (Ft.) Using Figure 3-4, the travel time for this distance is 3.55 minutes for a distance of 200.00 (Ft.) and a slope of 0.50 % with an elevation difference of 1.00(Ft.) from the end of the top area Page 1 . ECR3U Tt = [11.9*lerigth(Mi)A3)/(elevation change(Ft.))]A.385 *60(mjn/hr) = 3.550 Minutes Tt=[(11.9*0.0379A3)/( 1.00)]A.385= 355 Total initial area Ti = 4.62 minutes from Figure 3-3 formula plus 3.55 minutes from the Figure 3-4 formula = 8.17 minutes Rainfall intensity (I) = 4.992(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KcIA) is C = 0.350 subarea runoff = 0.716(CFS) Total initial stream area = 0.410(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2013.000 to Point/Station 2013.100 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 77.140(Ft.) Downstream point/station elevation = 76.330(Ft.) Pipe length = 32.24(Ft.) Slope = 0.0251 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.716(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 0.716(CFS) Normal flow depth in pipe = 2.54(In.) Flow toy width inside pipe = 12.54(In.) critica depth could not be calculated. Pipe flow velocity = 4.69(Ft/s) Travel time through pipe = 0.11 mm. Time of concentration (TC) = 8.28 mm. . Process from Point/Station 2013.100 to Point/Station 3001.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 76.000(Ft.) Downstream point/station elevation = 73.140(Ft.) Pipe length = 301.23(Ft.) Slope = 0.0095 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.716(CFS) Given pipe size = 18.00(In) calculated individual pipe flow = 0.716(CFS) Normal flow depth in pipe = 3.22(In.) Flow top width inside pipe = 13.80(In.) critical depth could not be calculated. Pipe flow velocity = 3.33(Ft/s) Travel time through pipe = 1.51 mm. Time of concentration (Tc) = 9.79 mm. Process from Point/Station 2013.100 to Point/Station 3001.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.410(Ac.) Runoff from this stream = 0.716(CFS) Time of concentration = 9.79 mm. Rainfall intensity = 4.442(In/Hr) Program is now starting with Main Stream No. 2 . Process from Point/Station 2004.000 to Point/Station 3000.000 INITIAL AREA EVALUATION Page 2 . ECR3U Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub -Area C Value = 0.710 Initial subarea total flow distance = 115.000(Ft.) Highest elevation = 86.100(Ft.) Lowest elevation = 84.100(Ft.) Elevation difference = 2.000(Ft.) Slope = 1.739 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.74 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.06 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.7100)*( 75.000A.5)/( 1.739A(1/3)]= 5.06 The initial area total distance of. 115.00 (Ft.) entered leaves a remaining distance of 40.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.64 minutes for a distance of 40.00 (Ft.) and a slope of 1.74 % with an elevation difference of 0.70(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.636 Minutes Tt=[(11.9O.0O76A3)/( 0.70)]A.385= 0.64 . Total initial area Ti = 5.06 minutes from Figure 3-3 formula plus 0.64 minutes from the Figure 3-4 formula = 5.69 minutes Rainfall intensity (I) = 6.301(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff = 1.029(CFS) Total initial stream area = 0.230(Ac.) ++ ++ ++++++++++ ++ ++ ++++ + ++++++ ++++++ + + ++++++++++ ++++++++++ ++++++++++++ + Process from Point/Station 3000.000 to Point/Station 3001.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 74.270(Ft.) Downstream point/station elevation = 73.140(Ft.) Pipe length = 57.17(Ft.) Slope = 0.0198 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.029(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.029(CFS) Normal flow depth in pipe = 3.22(In.) Flow top width inside pipe = 13.79(In.) Critical Depth = 4.53(In.) Pipe flow velocity = 4.81(Ft/s) Travel time through pipe = 0.20 mm. Time of concentration (TC) = 5.89 mm. + ++ +++++++++++++++++ ++++.............................................. Process from Point/Station 3000.000 to Point/Station 3001.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: . In Main Stream number: 2 Stream flow area = 0.230(Ac.) Runoff from this stream = 1.029(CFS) Page 3 ECR3U . Time of concentration = 5.89 mm. Rainfall intensity = 6.163(In/Hr) summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 0.716. 9.79 4.442 2 1.029 5.89 6.163 Qmax(1) = 1.000 * 1.000 * 0.716) + 0.721 * 1.000 * 1.029) + = 1.458 Qmax(2) = 1.000 * 0.602 * 0.716) + 1.000 * 1.000 * 1.029) + = 1.460 Total of 2 main streams to confluence: Flow rates before confluence point: 0.716 1.029 Maximum flow rates at confluence using above data: 1.458 1.460 Area of streams before confluence: 0.410 0.230 Results of confluence: Total flow rate = 1.460(CFS) Time of concentration = 5.890 mm. Effective stream area after confluence = 0.640(Ac.) ++++ ++++ ++++++ +++++++++++++++++ + +++ ++++ + ++ ++++++++ ++++ + Process from Point/Station 3001.000 to Point/Station 3002.000 PIPEFLOW TRAVEL TIME (User specified size) upstream point/station elevation = 72.810(Ft.) Downstream point/station elevation = 71.020(Ft.) Pipe length = 91.84(Ft.) slope = 0.0195 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.460(CFS) Given pipe size = 18.00(In.) calculated individual pipe flow = 1.460(CFS) Normal flow depth in pipe = 3.84(In.) Flow tO width inside pipe = 14.74(In.) Critical Depth = 5.43(In.) Pipe flow velocity = 5.30(Ft/s) Travel time through pipe = 0.29 mm. Time of concentration (TC) = 6.18 mm. Process from Point/Station 3001.000 to Point/Station 3002.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.640(Ac.) Runoff from this stream = 1.460(CFS) Time of concentration = 6.18 mm. Rainfall intensity = 5.976(In/Hr) Program is now starting with Main Stream No. 2 0 Page 4 ECR3U Process from Point/Station 3002000 to Point/Station 3002.000 USER DEFINED FLOW INFORMATION AT A POINT User specified 'C' value of 0.630 given for subarea Rainfall intensity (I) = 3.389(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 14.89 mm. Rain intensity = 3.39(In/Hr) Total area = 54.860(Ac.) Total runoff = 103.690(CFS) Process from Point/Station 3002.000 to Point/Station 3002.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 54.860(Ac.) Runoff from this stream = 103.690(CFs) Time of concentration = 14.89 mm. Rainfall intensity = 3.389(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 1.460 6.18 5.976 2 103.690 14.89 3.389 Qmax(1) = . 1.000 1.000 * 1.000 * * 0.415 * 1.460) 103.690) + + = 44.488 Qmax(2) = 0.567 * 1.000 * 1.460) + 1.000 * 1.000 * 103.690) + = 104.518 Total of 2 main streams to confluence: Flow rates before confluence point: 1.460 103.690 Maximum flow rates at confluence using above data: 44.488 104.518 Area of streams before confluence: 0.640 54.860 Results of confluence: Total flow rate = 104.518(CFS) Time of concentration = 14.890 mm. Effective stream area after confluence = 55.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3002.000 to Point/Station 3003.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 70.690(Ft.) Downstream point/station elevation = 69.160(Ft.) Pipe length = 153.96(Ft.) Slope = 0.0099 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 104.518(CFS) Given pipe size = 48.00(In.) calculated individual pipe flow = 104.518(CFS) of Normal flow depth in pipe = 30.42(In.) Flow top width inside pipe = 46.25(In.) Page 5 ECR3U . critical Depth = 37.16(in.) Pipe flow velocity = 12.44(Ft/s) Travel time through pipe = 0.21 mm. Time of concentration (TC) = 15.10 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3002.000 to Point/Station 3003.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 55.500(Ac.) Runoff from this stream = 104.518(CFS) Time of concentration = 15.10 mm. Rainfall intensity = 3.359(In/Hr) Program is now starting with Main Stream No. 2 + ++++++++++ +++++ +++ +++++ + +++ ++ ++++++++++++++++++++++++ + +++++++++++ + + + + Process from Point/Station 3004.000 to Point/Station 3005.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C value = 0.570 Initial subarea total flow distance = 300.000(Ft.) Highest elevation = 91.700(Ft.) Lowest elevation = 82.200(Ft.) Elevation difference = 9.500(Ft.) Slope = 3.167 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 3.17 %, in a development type of 7.3 DU/A or Less In Accordance with Figure 3-3 Initial Area Time of Concentration = 6.33 minutes TC = [1.8(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.5700)*( 95.000A.5)/( 3.167A(1/3)1= 6.33 The initial area total distance of 300.00 (Ft.) entered leaves a remaining distance of 205.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.78 minutes for a distance of 205.00 (Ft.) and a slope of 3.17 % with an elevation difference of 6.49(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(m-in/hr) = 1.778 Minutes Tt=[(11.9*0.0388A3)/( 6.49)]A.385= 1.78 Total initial area Ti = 6.33 minutes from Figure 3-3 formula plus 1.78 minutes from the Figure 3-4 formula = 8.11 minutes Rainfall intensity (I) = 5.015(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 3.573(CFS) Total initial stream area = 1.250(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3004.000 to Point/Station 3005.000 CONFLUENCE OF MINOR STREAMS W Page 6 ECR3U . Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.250(Ac.) Runoff from this stream = 3.573(CFS) Time of concentration = 8.11 mm. Rainfall intensity = 5.015(In/Hr) Process from point/Station 3006.000 to Point/Station 3005.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Al = U.9U Sub-Area C Value = 0.870 Initial subarea total flow distance = 148.000(Ft.) Highest elevation = 86.000(Ft.) Lowest elevation = 82.200(Ft.) Elevation difference = 3.800(Ft.) Slope = 2.568 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.57 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.70 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] . TC = [1.8*(1.1_0.8700)*( 80.000A.5)/( 2.568A(1/3)]= 2.70 The initial area total distance of 148.00 (Ft.) entered leaves a remaining distance of 68.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.82 minutes for a distance of 68.00 (Ft.) and a slope of 2.57 % with an elevation difference of 1.75(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.824 Minutes Tt=[(11.9*0.0129A3)/( 1.75)]A.385= 0.82 Total initial area Ti = 2.70 minutes from Figure 3-3 formula plus 0.82 minutes from the Figure 3-4 formula = 3.53 minutes Calculated TC of 3.528 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 subarea runoff = 1.371(CFS) Total initial stream area = 0.230(Ac.) +++++++++++4-++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3006.000 to Point/Station 3005.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.230(Ac.) Runoff from this stream = 1.371(CFS) Time of concentration = 3.53 mm. Rainfall intensity = 6.850(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity . No. (CFs) (mm) (In/Hr) Page 7 ECR3U 1 3.573 8.11 5.015 2 1.371 3.53 6.850 Qmax(1) = 1.000 * 1.000 * 3.573) + 0.732 * 1.000 * 1.371) + = 4.576 Qmax(2) = 1.000 * 0.435 * 3.573) + 1.000 * 1.000 * 1.371) + = 2.925 Total of 2 streams to confluence: Flow rates before confluence point: 3.573 1.371 Maximum flow rates at confluence using above data: 4.576 2.925 Area of streams before confluence: 1.250 0.230 Results of confluence: Total flow rate = 4.576(CFs) Time of concentration = 8.110 mm. Effective stream area after confluence = 1.480(Ac.) ++++ +++++++ ++++++ ++++ +++ ++ +++++ + +++++++++++++ +++++ +++ +++++ + ++++++++++ + Process from point/Station 3005.000 to Point/Station 3007.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 82.200(Ft.) End of street segment elevation = 80.200(Ft.) Length of street segment = 180.000(Ft.) Height of curb above gutter flowline = 6.0(In.) • width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.500(Ft.) slope from gutter to grade break (v/hz) = 0.020 slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the Street Distance from curb to property line = 10.000(Ft.) slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 5.159(cFS) Depth of flow = 0.298(Ft.), Average velocity = 2.332(Ft/s) streetfiow, hydraulics at midpoint of street travel: Halfstreet flow width = 10.172(Ft.) Flow velocity = 2.33(Ft/s) Travel time = 1.29 mm. TC = 9.40 mm. Adding area flow to street Rainfall intensity (I) = 4.560(In/Hr) for a 100.0 year storm User specified 'C' value of 0.790 given for subarea Rainfall intensity = 4.560(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is C = 0.654 CA = 1.236 Subarea runoff = 1.063(CFS) for 0.410(Ac.) Total runoff = 5.639(CFs) Total area = 1.890(Ac.) Street flow at end of street = 5.639(CFs) Half street flow at end of street = 2.819(cFs) Depth of flow = 0.306(Ft.), Average velocity = 2.383(Ft/s) Flow width (from curb towards crown)= 10.546(Ft.) Page 8 ECR3U S ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3007.000 to Point/station 3003.100 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 73.640(Ft.) Downstream point/station elevation = 73.050(Ft.) Pipe length = 58.76(Ft.) slope = 0.0100 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.639(CFS) Given pipe size = 18.00(In.) calculated individual pipe flow = 5.639(CFS) Normal flow depth in pipe = 9.38(in.) Flow top width inside pipe = 17.98(In.) Critical Depth = 10.98(In.) Pipe flow velocity = 6.06(Ft/s) Travel time through pipe = 0.16 mm. Time of concentration (TC) = 9.56 mm. + +++ ++++++++++ +++++ + + ++++ ++++++++++++++ +++++ + +++++++ ++++++++++++++ + ++ . Process from Point/station 3003.100 to Point/Station 3003.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 72.720(Ft.) Downstream point/station elevation = 71.320(Ft.) Pipe length = 37.00(Ft.) Slope = 0.0378 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.639(CFS) Given pipe size = 18.00(In.) calculated individual pipe flow = 5.639(CFS) Normal flow depth in pipe = 6.46(In.) Flow top width inside pipe = 17.27(In.) critical Depth = 10.98(In.) Pipe flow velocity = 9.88(Ft/s) Travel time through pipe = 0.06 mm. Time of concentration (TC) = 9.62 mm. ++++++++++++++++ +++++ +++++++ +++++++++++++++++ ++ ++++++++ + ++ + +++++ +++++ + Process from Point/Station 3007.000 to Point/Station 3003.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.890(Ac.) Runoff from this stream = 5.639(CFS) Time of concentration = 9.62 mm. Rainfall intensity = 4.492(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFs) (min) (In/Hr) 1 104.518 15.10 3.359 2 5.639 9.62 4.492 Qmax(1) = 1.000 * 1.000 * 104.518) + 0.748 * 1.000 * 5.639) + = 108.735 Qmax(2) = 1.000 * 0.637 * 104.518) + 1.000 * 1.000 * 5.639) + = 72.242 Total of 2 main streams to confluence: Flow rates before confluence point: Page 9 ECR3U . 104.518 5.639 Maximum flow rates at confluence using above data: 108.735 72.242 Area of streams before confluence: 55.500 1.890 Results of confluence: Total flow rate = 108.735(CFS) Time of concentration = 15.096 mm. Effective stream area after confluence = 57.390(Ac.) Process from Point/Station 3003.000 to Point/Station 3003.000 SUBAREA FLOW ADDITION Rainfall intensity (I) = 3.359(In/Hr) for a 100.0 year storm 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 [UNDISTURBED NATURAL TERRAIN ] (Permanent open space ) Impervious value, Ai = 0.000 Sub-Area C value = 0.350 Time of concentration = 15.10 mm. Rainfall intensity = 3.359(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is C = 0.628 CA = 36.182 . Subarea runoff = 12.791(CFS) for 0.220(Ac.) Total runoff = 121.526(CFS) Total area = 57.610(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3003.000 to Point/Station 3010.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 68.820(Ft.) Downstream point/station elevation = 65.980(Ft.) Pipe length = 147.97(Ft.) Slope = 0.0192 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 121.526(CFS) Given pipe size = 48.00(in.) Calculated individual pipe flow = 121.526(CFS) Normal flow depth in pipe = 27.09(In.) Flow tO width inside pipe = 47.60(In.) Critical Depth = 39.79(In.) Pipe flow velocity = 16.62(Ft/s) Travel time through pipe = 0.15 mm. Time of concentration (TC) = 15.24 mm. Process from Point/Station 3003.000 to Point/Station 3010.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 57.610(Ac.) Runoff from this stream = 121.526(CFS) Time of concentration = 15.24 mm. . Rainfall intensity = 3.338(In/Hr) Program is now starting with Main Stream No. 2 Page 10 ECR3U + ++++++++++ +++ + +++++++++ ++++++++++ +++++ ++ +++++++++ ++++++++++++++++++ + + Process from Point/Station 3008.000 to Point/Station 3009.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C value = 0.870 Initial subarea total flow distance = 285.000(Ft.) Highest elevation = 84.200(Ft.) Lowest elevation = 78.400(Ft.) Elevation difference = 5.800(Ft.) Slope = 2.035 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 2.04 %, in a development type of General Industrial In Accordance with Figure 3-3 Initial Area Time of Concentration = 2.73 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.8700)*( 70.000A.5)/( 2.035A(1/3)1= 2.73 The initial area total distance of 285.00 (Ft.) entered leaves a remaining distance of 215.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.19 minutes for a distance of 215.00 (Ft.) and a slope of 2.04 % with an elevation difference of 4.38(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(mjn/hr) = 2.187 Minutes Tt=[(11.9*0.0407A3)/( 4.38)]A.385= 2.19 Total initial area Ti = 2.73 minutes from Figure 3-3 formula plus 2.19 minutes from the Figure 3-4 formula = 4.92 minutes calculated TC of 4.920 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 2.563(CFS) Total initial stream area = 0.430(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3009.000 to Point/Station 3010.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 61.340(Ft.) Downstream point/station elevation = 60.650(Ft.) Pipe length = 34.25(Ft.) Slope = 0.0201 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.563(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.563(CFS) Normal flow depth in pipe = 5.05(In.) Flow top width inside pipe = 16.17(In.) Critical Depth = 7.27(In.) Pipe flow velocity = 6.31(Ft/s) Travel time through pipe = 0.09 mm. Time of concentration (TC) = 5.01 mm. . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Page 11 I ECR3U Process from Point/Station 3009.000 to Point/Station 3010.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.430(Ac.) Runoff from this stream = 2.563(CFS) Time of concentration = 5.01 mm. Rainfall intensity = 6.841(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 121.526 15.24 3.338 2 2.563 5.01 6.841 Qmax(1) = 1.000 * 1.000 * 121.526) + 0.488 * 1.000 * 2.563) + = 122.776 Qmax(2) = 1.000 * 0.329 121.526) + 1.000 * 1.000 * 2.563) + = 42.504 Total of 2 main streams to confluence: Flow rates before confluence point: 121.526 2.563 Maximum flow rates at confluence using above data: 122.776 42.504 Area of streams before confluence: . 57.610 0.430 Results of confluence: Total flow rate = 122.776(CFS) Time of concentration = 15.245 mm. Effective stream area after confluence = 58.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3010.000 to Point/Station 4000.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 65.650(Ft.) Downstream point/station elevation = 61.690(Ft.) Pipe length = 196.00(Ft.) Slope = 0.0202 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 122.776(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 122.776(CFS) Normal flow depth in pipe = 26.84(In.) Flow top width inside pipe = 47.66(In.) Critical Depth = 39.98(In.) Pipe flow velocity = 16.99(Ft/s) Travel time through pipe = 0.19 mm. Time of concentration (TC) = 15.44 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3003.000 to Point/Station 4000.000 CONFLUENCE OF MAIN STREAMS . The following data inside Main Stream is listed: In Main Stream number: 1 Page 12 ECR3(J . Stream flow area = 58.040(Ac.) Runoff from this stream = 122.776(CFS) Time of concentration = 15.44 mm. Rainfall intensity = 3.311(In/Hr) Program is now starting with Main Stream No. +++ + ++++ + +++ ++ ++ ++++ ++++++++++++++++ ++++++++ +++++++++ ++++++++++++ + Process from Point/Station 4001.000 to Point/Station 4002.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C value = 0.570 Initial subarea total flow distance = 180.000(Ft.) Highest elevation = 91.800(Ft.) Lowest elevation = 90.000(Ft.) Elevation difference = 1.800(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 7.3 DU/A or Less In Accordance with Figure 3-3 Initial Area Time of Concentration = 7.69 minutes TC = [1.8(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] . TC = [1.8*(1.1_0.5700)*( 65.000A.5)/( 1.000A(1/3)]= 7.69 The initial area total distance of 180.00 (Ft.) entered leaves a remaining distance of 115.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.78 minutes for a distance of 115.00 (Ft.) and a slope of 1.00 % with an elevation difference of 1.15(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 1.776 Minutes Tt=[(11.9*0.0218A3)/( 1.15)]A.385= 1.78 Total initial area Ti = 7.69 minutes from Figure 3-3 formula plus 1.78 minutes from the Figure 3-4 formula = 9.47 minutes Rainfall intensity (I) = 4.538(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.776(CFS) Total initial stream area = 0.300(Ac.) + + +++ + +++++++++++++++++++++++++ + +++ +++ +++ ++++++++++++++++ ++++ + ++ +++++ + Process from Point/Station 4002.000 to Point/Station 4003.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 90.000(Ft.) End of street segment elevation = 84.900(Ft.) Length of street segment = 450.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 16.000(Ft.) Distance from crown to crossfall grade break = 14.500(Ft Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 5.500(Ft.) slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Page 13 ECR3U S Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning 's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.170(CFS) Depth of flow = 0.318(Ft.), Average velocity = 2.250(Ft/s) Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width = 9.079(Ft.) Flow velocity = 2.25(Ft/s) Travel time = 3.33 mm. TC = 12.80 mm. Adding area flow to street Rainfall intensity (I) = 3.736(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C value = 0.570 Rainfall intensity = 3.736(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is c = 0.570 CA = 1.995 subarea runoff = 6.677(CFS) for 3.200(Ac.) Total runoff = 7.453(CFS) Total area = 3.500(Ac.) Street flow at end of street = 7.453(CFS) Half street flow at end of street = 3.726(cFS) Depth of flow = 0.368(Ft.), Average velocity = 2.577(Ft/s) Flow width (from curb towards crown)= 11.591(Ft.) S ++++++++++ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4003.000 to Point/Station 4004.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 81.400(Ft.) Downstream point/station elevation = 64.770(Ft.) Pipe length = 70.00(Ft.) Slope = 0.2376 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.453(CFS) Given pipe size = 18.00(in.) Calculated individual pipe flow = 7.453(CFS) Normal flow depth in pipe = 4.64(In.) Flow top width inside pipe = 15.75(In.) Critical Depth = 12.70(in.) Pipe flow velocity = 20.66(Ft/s) Travel time through pipe = 0.06 mm. Time of concentration (TC) = 12.86 mm. +++++.++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4003.000 to Point/Station 4004.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.500(Ac.) Runoff from this stream = 7.453(CFS) Time of concentration = 12.86 mm. Rainfall intensity = 3.725(In/Hr) + +++++++++++++++++++++++++++++++++++++++++ ++ ++++ ++++++++++++++++++++ + + S Process from Point/Station 4005.000 to Point/Station 4006.000 INITIAL AREA EVALUATION Page 14 . ECR3U Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C value = 0.790 Initial subarea total flow distance = 430.000(Ft.) Highest elevation = 82.600(Ft.) Lowest elevation = 70.800(Ft.) Elevation difference = 11.800(Ft.) Slope = 2.744 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.74 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.67 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.7900)*( 85.000A.5)/( 2.744A(1/3)1= 3.67 The initial area total distance of 430.00 (Ft.) entered leaves a remaining distance of 345.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.81 minutes for a distance of 345.00 (Ft.) and a slope of 2.74 % with an elevation difference of 9.47(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 2.805 Minutes Tt=[(11.9*0.0653A3)/( 9.47)]A.385= 2.81 Total initial area Ti = 3.67 minutes from Figure 3-3 formula plus 2.81 minutes from the Figure 3-4 formula = 6.48 minutes Rainfall intensity (I) = 5.796(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 3.480(CFS) Total initial stream area = 0.760(Ac.) ++ ++++++++++++++++++++ ++++++ ++++++ + ++++++++ +++ ++++++++++ ++++++++ ++++ + + Process from Point/Station 4006.000 to Point/Station 4004.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 64.890(Ft.) Downstream point/station elevation = 64.790(Ft.) Pipe length = 8.03(Ft.) Slope = 0.0125 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.480(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.480(CFS) Normal flow depth in pipe = 6.72(In.) Flow top width inside pipe = 17.41(In.) Critical Depth = 8.54(In.) Pipe flow velocity = 5.78(Ft/s) Travel time through pipe = 0.02 mm. Time of Concentration (TC) = 6.50 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4006.000 to Point/Station 4004.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.760(Ac.) . Runoff from this stream = 3.480(CFS) Time of concentration = 6.50 mm. Page 15 ECR3U . Rainfall intensity = 5.782(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 7.453 12.86 3.725 2 3.480 6.50 5.782 Qmax(1) = 1.000 * 1.000 * 7.453) + 0.644 * 1.000 * 3.480) + = 9.694 Qmax(2) = 1.000 * 0.506 * 7453) + 1.000 * 1.000 * 3.480) + = 7.249 Total of 2 streams to confluence: Flow rates before confluence point: 7.453 3.480 Maximum flow rates at confluence using above data: 9.694 7.249 Area of streams before confluence: 3.500 0.760 Results of confluence: Total flow rate = 9.694(CFS) Time of concentration = 12.857 mm. Effective stream area after confluence = 4.260(Ac.) ++++ +++++ ++++ ++ +++++++ + ++++++++ +++++++++++++++ + ++++ ++++++++++++++++++ + Process from Point/Station 4004.000 to Point/Station 4000.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 64230(Ft.) Downstream point/station elevation = 63. 360(Ft.) Pipe length = 86.50(Ft.) Slope = 0.0101 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.694(CFS) Given pipe size = 24.00(m.) calculated individual pipe flow = 9.694(CFS) Normal flow depth in pipe = 10.96(m.) Flow top width inside pipe = 23.91(mn.) Critical Depth = 13.37(In.) Pipe flow velocity = 6.94(Ft/s) Travel time through pipe = 0.21 mm. Time of concentration (TC) = 13.07 mm. +++++++++++++++++++++++++++++++++++++++++-4-++++++++++++++++++++++++++++ Process from Point/Station 4004.000 to Point/Station 4000.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.260(Ac.) Runoff from this stream = 9.694(CFS) Time of concentration = 13.07 mm. Rainfall intensity = 3.687(mn/Hr) Program is now starting with Main Stream No. 3 ++++ ++ + ++++++ + ++++++ +++++++++++++++++++ .++++ ++++ ++++ ++++ ++++++ +++++++ + . Process from Point/Station 4008.000 to Point/Station 4009.000 INITIAL AREA EVALUATION Page 16 ECR3U 40 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 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Al = 0.000 Sub-Area c value = 0.350 Initial subarea total flow distance = 150.000(Ft.) Highest elevation = 114.800(Ft.) Lowest elevation = 100.400(Ft.) Elevation difference = 14.400(Ft.) Slope = 9.600 % Top of Initial Area Slope adjusted by User to 30.000 % Bottom of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.34 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.3500)*( 100.000A.5)/( 30.000A(1/3)1= 4.34 The initial area total distance of 150.00 (Ft.) entered leaves a remaining distance of 50.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.72 minutes for a distance of 50.00 (Ft.) and a slope of 2.00 % with an elevation difference of 1.00(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 60(min/hr) = 0.716 Minutes . Tt=[(11.9*0.0095A3)/( 1.00)]A.385= 0.72 Total initial area Ti = 4.34 minutes from Figure 3-3 formula plus 0.72 minutes from the Figure 3-4 formula = 5.06 minutes Rainfall intensity (I) = 6.797(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0 .350 subarea runoff = 0.214(CFS) Total initial stream area = 0.090(Ac.) ++++++++++++ ++ +++++++ + ++++++++++++ ++++++ +++ +++++++++ + ++++ ++++ + Process from Point/Station 4009.000 to Point/Station 4010.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 99.400(Ft.) Downstream point elevation = 89.100(Ft.) Channel length thru subarea = 320.000(Ft.) Channel base width = 0.015(Ft.) Slope or 'Z' of left channel bank = 0.000 slope or 'Z' of right channel bank = 0.000 !!Warning: Water is above left or right bank elevations !!Warning: Water is above left or right bank elevations !Warning: Water is above left or right bank elevations !Warning: Water is above left or right bank elevations !Warning: Water is above left or right bank elevations Estimated mean flow rate at midpoint of channel = 1.091(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.100(Ft.) Flow(q) thru subarea = 1.091(CFs) Depth of flow = 6.670(Ft.), Average velocity = 10.767(Ft/s) !Warning: Water is above left or right bank elevations Channel flow top width = 0.015(Ft.) . Flow velocity = 10.77(Ft/s) Travel time = 0.50 mm. Page 17 ECR3U . Time of concentration = 5.56 mm. Critical depth = 5.438(Ft.) ERROR - channel depth exceeds maximum allowable depth Adding area flow to channel Rainfall intensity (I) = 6.400(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C value = 0.870 Rainfall intensity = 6.400(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.759 CA = 0.319 Subarea runoff = 1.825(CFS) for 0.330(Ac.) Total runoff = 2.039(CFS) Total area = 0.420(Ac.) Depth of flow = 9.704(Ft.), Average velocity = 13.825(Ft/s) !Warning: Water is above left or right bank elevations ERROR - Channel depth exceeds maximum allowable depth Critical depth = 8.250(Ft.) +++++ ++ +++ +++++ +++ ++++++++++++ ++ + + ++++++++++++++++++++++++++ + Process from Point/Station 4009.000 to Point/Station 4010.000 c*** CONFLUENCE OF MINOR STREAMS Along Main stream number: 3 in normal stream number 1 Stream flow area = 0.420(Ac.) Runoff from this stream = 2.039(CFS) Time of concentration = 5.56 mm. Rainfall intensity = 6.400(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4011.000 to Point/Station 4010.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C value = 0.350 Initial subarea total flow distance = 290.000(Ft.) Highest elevation = 99.000(Ft.) Lowest elevation = 89.100(Ft.) Elevation difference = 9.900(Ft.) Slope = 3.414 % Top of Initial Area Slope adjusted by User to 30.000 % Bottom of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.34 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.3500)*( 100.000A.5)/( 30.000A(1/3)]= 4.34 The initial area total distance of 290.00 (Ft.) entered leaves a remaining distance of 190.00 (Ft.) Page 18 ECR3U . Using Figure 3-4, the travel time for this distance is 2.00 minutes for a distance of 190.00 (Ft.) and a slope of 2.00 % with an elevation difference of 3.80(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 2.001 Minutes Tt=[(11.9*0.0360A3)/( 3.80)]A.385= 2.00 Total initial area Ti = 4.34 minutes from Figure 3-3 formula plus 2.00 minutes from the Figure 3-4 formula = 6.35 minutes Rainfall intensity (I) = 5.874(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KcIA) is C = 0.350 subarea runoff = 0.493(CFS) Total initial stream area = 0.240(Ac.) ++++++++++++ +++++++ ++ ++++++++++++++++ +++++ + + + Process from Point/Station 4011.000 to Point/Station 4010.000 CONFLUENCE OF MINOR STREAMS Along Main stream number: 3 in normal stream number 2 Stream flow area = 0.240(Ac.) Runoff from this stream = 0.493(cFS) Time of concentration = 6.35 mm. Rainfall intensity = 5.874(In/Hr) summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 2.039 5.56 6.400 . 2 0.493 6.35 5.874 Qmax(1) = 1.000 * 1.000 * 2.039) + 1.000 * 0.876 * 0.493) + = 2.471 Qmax(2) = 0.918 * 1.000 * 2.039) + 1.000 * 1.000 * 0.493) + = 2.365 Total of 2 streams to confluence: Flow rates before confluence point: 2.039 0.493 Maximum flow rates at confluence using above data: 2.471 2.365 Area of streams before confluence: 0.420 0.240 Results of confluence: Total flow rate = 2.471(CFS) Time of concentration = 5.556 mm. Effective stream area after confluence = 0.660(Ac) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4010.000 to Point/Station 4010.100 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 84.000(Ft.) Downstream point/station elevation = 65.690(Ft.) Pipe length = 25.00(Ft.) Slope = 0.7324 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.471(cFS) Given pipe size = 18.00(In.) calculated individual pipe flow = 2.471(CFs) . Normal flow depth in pipe = 2.05(In.) Flow top width inside pipe = 11.44(In.) Page 19 ECR3U . Critical Depth = 7.13(in.) Pipe flow velocity = 22.17(Ft/s) Travel time through pipe = 0.02 mm. Time of concentration (TC) = 5.57 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4010.100 to Point/Station 4010.100 SUBAREA FLOW ADDITION Rainfall intensity (I) = 6.386(In/Hr) for a 100.0 year storm 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 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Al = 0.000 Sub-Area C value = 0.350 Time of concentration = 5.57 mm. Rainfall intensity = 6.386(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is C = 0.503 CA = 0.564 subarea runoff = 1.128(CFS) for 0.460(Ac.) Total runoff = 3.599(CFS) Total area = 1.120(Ac.) +++++++ ++ + + +++++ ++++++++ ++++++++++++++++ +++++++ +++++ +++ +++ ++++++++ + + + + Process from Point/Station 4010.100 to Point/Station 4000.000 PIPEFLOW TRAVEL TIME (User specified size) . Upstream point/station elevation = 65.360(Ft.) Downstream point/station elevation = 63.860(Ft.) Pipe length = 30.00(Ft.) Slope = 0.0500 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.599(CFS) Given pipe size = 18.00(In.) calculated individual pipe flow = 3.599(CFS) Normal flow depth in pipe = 4.76(In.) Flow tO width inside pipe = 15.88(In.) Critical Depth = 8.69(In.) Pipe flow velocity = 9.62(Ft/s) Travel time through pipe = 0.05 mm. Time of concentration (TC) = 5.63 mm. +++++++ +++ ++++++++ +++++ +++ + + +++++ +++ ++++++++++++++++++ ++++ +++ ++++++++ + Process from point/Station 4010.100 to Point/Station 4000.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.120(Ac.) Runoff from this stream = 3.599(CFS) Time of concentration = 5.63 mm. Rainfall intensity = 6.348(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) S i 122.776 15.44 3.311 2 3.599 5.63 6.348 Page 20 ECR3U Qmax(1) = 1.000 * 1.000 * 122.776) + 0.522 1.000 * 3599) + = 124.653 Qmax(2) = 1.000 * 0.365 * 122.776) + 1.000 1.000 3.599) + = 48.351 Total of 2 main streams to confluence: Flow rates before confluence point: 122.776 3.599 Maximum flow rates at confluence using above data: 124.653 48.351 Area of streams before confluence: 58.040 1.120 Results of confluence: Total flow rate = 124.653(CFS) Time of concentration = 15.437 mm. Effective stream area after confluence = 59.160(Ac.) ++ +++++++++++ + +++ ++++++ +++++++ +++++++++ + +++++++++++++++++++++++++++ ++ + Process from Point/Station 4000.000 to Point/Station 4011.300 PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 61.360(Ft.) Downstream point/station elevation = 57.990(Ft.) Pipe length = 90.49(Ft.) Slope = 0.0372 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 124.653(CFS) Given pipe size = 48.00(In.) calculated individual pipe flow = 124.653(cFs) Normal flow depth in pipe = 22.57(In.) Flow tO width inside pipe = 47.91(in.) Critical Depth = 40.24(In.) Pipe flow velocity = 21.48(Ft/s) Travel time through pipe = 0.07 mm. Time of concentration (Tc) = 15.51 mm. ++ +++++++++++ +++ +++++ ++++++++++++ + .++ ++++ +++ + +++ +++++++++++++++++++++ + Process from Point/Station 4000.000 to Point/Station 4011.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 59.160(Ac.) Runoff from this stream = 124.653(cFS) Time of concentration = 15.51 mm. Rainfall intensity = 3.301(In/Hr) Program is now starting with Main Stream No. 2 + ++++ +++ + ++++++++++++++++±+ ++++++++++++++++ ++++ ++++ ++++ +++ + ++ ++++ ++++ + Process from Point/Station 4011.100 to Point/Station 4011.200 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 . [UNDISTURBED NATURAL TERRAIN (Permanent open Space ) Page 21 . ECR3U Impervious value, Ai = 0.000 Sub -Area C value = 0.350 Initial subarea total flow distance = 170.000(Ft.) Highest elevation = 90.000(Ft.) Lowest elevation = 67.800(Ft.) Elevation difference = 22.200(Ft.) Slope = 13.059 % Top of Initial Area Slope adjusted by User to 25.000 % Bottom of Initial Area Slope adjusted by User to 25.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 25.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.62 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.3500)*( 100.000A.5)/( 25.000A(1/3)]= 4.62 The initial area total distance of 170.00 (Ft.) entered leaves a remaining distance of 70.00 (Ft.) Using Figure 3-4, the travel time for this distance is .0.35 minutes for a distance of 70.00 (Ft.) and a slope of 25.00 % with an elevation difference of 17.50(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.351 Minutes Tt=[(11.9*0.0133A3)/( 17.50)]A.385= 0.35 Total initial area Ti = 4.62 minutes from Figure 3-3 formula plus 0.35 minutes from the Figure 3-4 formula = 4.97 minutes Calculated TC of 4.968 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.456(CFS) • Total initial stream area = 0.190(Ac.) ++++ +++++++ + + ++ +++ +++++ ++ +++++++ +++++++++++++++++++++++++++++ + Process from Point/Station 4011.200 to Point/Station 4011.300 PIPEFLOW TRAVEL TIME (User specified size) upstream point/station elevation = 60.000(Ft.) Downstream point/station elevation = 59.240(Ft.) Pipe length = 13.72(Ft.) Slope = 0.0554 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.456(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 0.456(CFS) Normal flow depth in pipe = 1.70(m.) Flow top width inside pipe = 10.51(In.) Critical Depth = 3.00(mn.) Pipe flow velocity = 5.40(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 5.01 mm. ++ ++++++ ++ +++++++++++ ++ + ++ + +++++++++++ ++++ +++ + ++++++++++ +++++++++++++ + Process from Point/Station 4011.200 to Point/Station 4011.300 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.190(Ac.) Runoff from this stream = 0.456(CFS) Time of concentration = 5.01 mm. . Rainfall intensity = 6.841(In/Hr) summary of stream data: Page 22 Flow rate TC ECR3U Rainfall Intensity Stream No. (CFS) (mm) (In/Hr) 1 124.653 15.51 3.301 2 0.456 5.01 6.841 Qmax(1) = 1.000 * 1.000 * 124.653) + 0.483 * 1.000 * 0.456) + = 124.873 Qmax(2) = 1.000 * 0.323 * 124.653) + 1.000 * 1.000 * 0.456) + = 40.729 Total of 2 main streams to confluence: Flow rates before confluence point: 124.653 0.456 Maximum flow rates at confluence using above data: 124.873 40.729 Area of streams before confluence: 59.160 0.190 Results of confluence: Total flow rate = 124.873(CFS) Time of concentration = 15.507 mm. Effective stream area after confluence = 59.350(Ac.) +++++++++.++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4011.300 to Point/Station 5000.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 57.990(Ft.) Downstream point/station elevation = 47.160(Ft.) Pipe length = 290.51(Ft.) Slope = 0.0373 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 124.873(CFS) Given pipe size = 48.00(In.) calculated individual pipe flow = 124.873(CFS) Normal flow depth in pipe = 22..57(In.) Flow top width inside pipe = 47.91(In.) critical Depth = 40.24(in.) Pipe flow velocity = 21.49(Ft/s) Travel time through pipe = 0.23 mm. Time of concentration (TC) = 15.73 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4011.300 to Point/Station 5000.000 CONFLUENCE OF MAIN STREAMS ? The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 59.350(Ac.) Runoff from this stream = 124.873(CFS) Time of concentration = 15.73 mm. Rainfall intensity = 3.270(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (cFS) (mm) (In/Hr) is Page 23 ECR3U . 1 124.653 15.51 3.301 Qmax(1) = 1.000 * 1.000 * 124.653) + = 124.653 Total of 1 main streams to confluence: Flow rates before confluence point: 124.653 Maximum flow rates at confluence using above data: 124.653 Area of streams before confluence: 59.160 Results of confluence: Total flow rate = 124.653(CFS) Time of concentration = 15.507 mm. Effective stream area after confluence = 59.160(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5001.000 to Point/Station 5002.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Al = 0.800 . Sub-Area C Value = 0.790 Initial subarea total flow distance = 423.000(Ft.) Highest elevation = 73.800(Ft.) Lowest elevation = 58.400(Ft.) Elevation difference = 15.400(Ft.) Slope = 3.641 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 3.64 %, in a development type of 43.0 DU/A or Less In Accordance with Figure 3-3 Initial Area Time of Concentration = 3.34 minutes TC = [1.8*(1.1_c)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.7900)*( 85.000A.5)/( 3.641A(1/3)1= 3.34 The initial area total distance of 423.00 (Ft.) entered leaves a remaining distance of 338.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.48 minutes for a distance of 338.00 (Ft.) and a slope of 3.64 % with an elevation difference of 12.31(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevatiorl change(Ft.))]A.385 *60(min/hr) = 2.476 Minutes Tt=[(11.9*0.0640A3)/( 12.31)]A.385= 2.48 Total initial area Ti = 3.34 minutes from Figure 3-3 formula plus 2.48 minutes from the Figure 3-4 formula = 5.82 minutes Rainfall intensity (I) = 6.211(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KcIA) is C = 0.790 Subarea runoff = 2.551(CFS) Total initial stream area = 0.520(Ac.) ++++++++ +++ +++++++++ + ++++++++++++ ++ ++++++ ++++++++ + ++ +++++ ++++++ +++++ + + Process from Point/Station 5002.000 to Point/Station 5000.000 PIPEFLOW TRAVEL TIME (User specified size) W Page 24 ECR3U . upstream point/station elevation = 48.730(Ft.) Downstream point/station elevation = 46.940(Ft.) Pipe length = 99.73(Ft.) slope = 0.0179 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.551(CFS) Given pipe size = 18.00(In.) calculated individual pipe flow = 2.551(CFS) Norma] flow depth in pipe = 5.19(In.) Flow tO width inside pipe = 16.31(In.) critical Depth = 7.26(in.) Pipe flow velocity = 6.05(Ft/s) Travel time through pipe = 027 mm. Time of concentration (Tc) = 6.10 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5002.000 to Point/Station 5000.000 CONFLUENCE OF MAIN STREAMS The following data inside Main stream is listed: In Main Stream number: 2 Stream flow area = 0520(Ac.) Runoff from this stream = 2.551(CFS) Time of concentration = 6.10 mm. Rainfall intensity = 6.029(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) . 1 2 124.653 2.551 15.51 6.10 3.301 6.029 Qmax(1) = 1.000 * 1.000 * 124.653) + 0.548 * 1.000 * 2.551) + = 126.050 Qmax(2) = 1.000 * 0.393 * 124.653) + 1.000 * 1.000 * 2.551) + = 51.546 Total of 2 main streams to confluence: Flow rates before confluence point: 124.653 2.551 Maximum flow rates at confluence using above data: 126.050 51.546 Area of streams before confluence: 59.160 0.520 Results of confluence: Total flow rate = 126.050(CFS) Time of concentration = 15.507 mm. Effective stream area after confluence = 59.680(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5000.000 to Point/Station 5000.200 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 46.610(Ft.) Downstream point/station elevation = 46.250(Ft.) Pipe length = 51.56(Ft.) Slope = 0.0070 Manning's N = 0.013 . No. of pipes = 1 Required pipe flow = 126.050(CFS) Given pipe size = 48.00(In.) Page 25 ECR3U . NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 2.380(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 0.397(Ft.) Minor friction loss = 2.344(Ft.) K-factor = 1.50 Pipe flow velocity = 10.03(Ft/s) Travel time through pipe = 0.09 mm. Time of concentration (TC) = 15.59 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5000.000 to Point/Station 5000.200 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 59.680(Ac.) Runoff from this stream = 126.050(CFS) Time of concentration = 15.59 mm. Rainfall intensity = 3.289(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 6005.000 to Point/Station 6006.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 133.000(Ft.) Lowest elevation = 118.900(Ft.) Elevation difference = 14.100(Ft.) Slope = 14.100 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 14.10 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.59 minutes TC = [1.8(1.1_C)*distance(Ft.)A,5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.3500)*( 100.000A.5)/( 14.100A(1/3)1= 5.59 Rainfall intensity (I) = 6.376(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.290(CFS) Total initial stream area = 0.130(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6006.000 to Point/Station 6007.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 118.900(Ft.) Downstream point elevation = 110.800(Ft.) Channel length thru subarea = 285.000(Ft.) Channel base width = 0.000(Ft.) . Slope or 'z' of left channel bank = 4.000 Slope or 'Z' of right channel bank = 1.000 Page 26 ECR3U . Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.916(CFS) Depth of flow = 0.291(Ft.), Average velocity = channel flow top width = 1.456(Ft.) Flow velocity = 4.32(Ft/s) Travel time = 1.10 mm. Time of concentration = 6.69 mm. critical depth = 0.383(Ft.) Adding area flow to channel Rainfall intensity (I) = 5.678(In/I-1r) for a Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C value = 0.350 0. 916(cFS) 4. 318(Ft/s) 100.0 year storm Rainfall intensity = 5.678(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is C = 0.350 CA = 0.256 subarea runoff = 1.161(CFS) for 0.600(Ac.) Total runoff = 1.451(CFS) Total area = 0.730(Ac.) Depth of flow = 0.346(Ft.), Average velocity = 4.845(Ft/s) Critical depth = 0.461(Ft.) +++ +++++++++++++ +++++ + ++++++++++++++++++ + ++ +++ ++++++++++ +++++ ++++ + Process from Point/Station 6007.000 to Point/Station 6008.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 103.000(Ft.) Downstream point/station elevation = 78.000(Ft.) Pipe length = 68.64(Ft.) Slope = 0.3642 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.451(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.451(CFS) Normal flow depth in pipe = 1.88(m.) Flow tO width inside pipe = 11.01(mn.) critical Depth = 5.41(In.) Pipe flow velocity = 14.79(Ft/s) Travel time through pipe = 0.08 mm. Time of concentration (TC) = 6.77 mm. ++++++++ ++ +++++++++++++++++++++++++++++ + +++++++++++++ + +++ ++++++++ + Process from Point/Station 6007.000 to Point/Station 6008.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.730(Ac.) Runoff from this stream = 1.451(CFS) Time of concentration = 6.77 mm. Rainfall intensity = 5.636(In/Hr) +++ ++++++++++ ++++ + + +++++++++++++++ +++++++ + +++ ++++++++++++ +++ +++ ++ + +++ + Process from Point/Station 6009.000 to Point/Station 6010.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Page 27 ECR3U S Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 initial subarea total flow distance = 105.000(Ft.) Highest elevation = 110.500(Ft.) Lowest elevation = 90.000(Ft.) Elevation difference = 20.500(Ft.) slope = 19.524 % Top of Initial Area Slope adjusted by User to 19.500 % Bottom of Initial Area Slope adjusted by user to 19.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 19.50 %, in a development type of Permanent Open Space In Accordance with Figure 3-3 Initial Area Time of Concentration = 5.02 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.3500)( 100.000A.5)/( 19.500A(1/3)]= 5.02 The initial area total distance of 105.00 (Ft.) entered leaves a remaining distance of 5.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.05 minutes for a distance of 5.00 (Ft.) and a slope of 19.50 % with an elevation difference of 0.97(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.051 Minutes Tt=[(11.9*0.0009A3)/( 0.97)]A.385= 0.05 Total initial area Ti = 5.02 minutes from Figure 3-3 formula plus S 0.05 minutes from the Figure 3-4 formula = 5.07 minutes Rainfall intensity (I) = 6.792(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 subarea runoff = 0.262(cFS) Total initial stream area = 0.110(Ac.) ++++++++++++++++++++.+++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6010.000 to Point/Station 6008.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 90.000(Ft.) Downstream point elevation = 84.000(Ft.) Channel length thru subarea = 230.000(Ft.) Channel base width = 0.015(Ft.) Slope or 'Z' of left channel bank = 0.000 slope or 'z' of right channel bank = 0.000 !Warning: Water is above left or right bank elevations !warning: water is above left or right bank elevations !Warning: Water is above left or right bank elevations !warning: Water is above left or right bank elevations !Warning: Water is above left or right bank elevations !Warning: Water is above left or right bank elevations Estimated mean flow rate at midpoint of channel = 1.621(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.100(Ft.) Flow(q) thru subarea = 1.621(CFS) Depth of flow = 9.005(Ft.), Average velocity = 11.841(Ft/s) !Warning: Water is above left or right bank elevations channel flow top width = 0.015(Ft.) Flow Velocity = 11.84(Ft/s) S Travel time = 0.32 mm. Time of concentration = 5.39 mm. Page 28 . ECR3U critical depth = 7.063(Ft.) ERROR - Channel depth exceeds maximum allowable depth Adding area flow to channel Rainfall intensity (I) = 6.526(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Rainfall intensity = 6.526(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.775 CA = 0.45 Subarea runoff = 2.772(CFS) for 0.490(Ac.) Total runoff = 3.033(CFS) Total area = 0.600(Ac.) Depth of flow = 13.117(Ft.), Average velocity = 15.215(Ft/s) !!Warning: Water is above left or right bank elevations ERROR - Channel depth exceeds maximum allowable depth Critical depth = 10.750(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6010.000 to Point/Station 6008.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.600(Ac.) Runoff from this stream = 3.033(CFS) Time of concentration = 5.39 mm. Rainfall intensity = 6.526(In/Hr) summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 1.451 6.77 5.636 2 3.033 5.39 6.526 Qmax(1) = 1.000 * 1.000 * 1.451) + 0.864 * 1.000 * 3.033) + = 4.071 Qmax(2) = 1.000 * 0.797 * 1.451) + 1.000 * 1.000 * 3.033) + = 4.189 Total of 2 streams to confluence: Flow rates before confluence point: 1.451 3.033 Maximum flow rates at confluence using above data: 4.071 4.189 Area of streams before confluence: 0.730 0.600 Results of confluence: Total flow rate = 4.189(CFS) Time of concentration = 5.390 mm. Effective stream area after confluence = 1.330(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ . Process from Point/Station 6008.000 to Point/Station 5000.200 PIPEFLOW TRAVEL TIME (User specified size) Page 29 . ECR3U upstream point/station elevation = 75.000(Ft.) Downstream point/station elevation = 47.720(Ft.) Pipe length = 76.80(Ft.) Slope = 0.3552 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.189(cFS) Given pipe size = 18.00(m.) calculated individual pipe flow = 4.189(cFS) Normal flow depth in pipe = 3.16(m.) Flow top width inside pipe = 13.69(In.) Critical Depth = 9.41(In.) Pipe flow velocity = 20.13(Ft/s) Travel time through pipe = 0.06 mm. Time of concentration (TC) = 5.45 mm. ++++++++ +++ + ++++++++++++ ++++ +++++++++++ ++++++++ + ++ + ++++++++ +++++ + ++++ + Process from Point/Station 6008.000 to Point/Station 5000.200 *** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 stream flow area = 1.330(Ac.) Runoff from this stream = 4.189(CFS) Time of concentration = 5.45 mm. Rainfall intensity = 6.477(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) . 1 126.050 15.59 3.289 2 4.189 5.45 6.477 Qmax(1) = 1.000 * 1.000 126.050) + 0.508 * 1.000 * 4.189) + = 128.177 Qmax(2) = 1.000 * 0.350 * 126.050) + 1.000 * 1.000 * 4.189) + = 48.275 Total of 2 main streams to confluence: Flow rates before confluence point: 126.050 4.189 Maximum flow rates at confluence using above data: 128.177 48.275 Area of streams before confluence: 59.680 1.330 Results of confluence: Total flow rate = 128.177(CFS) Time of concentration = 15.593 mm. Effective stream area after confluence = 61.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5000.200 to Point/Station 5000.100 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 46.250(Ft.) Downstream point/station elevation = 45.360(Ft.) . Pipe length = 128.90(Ft.) Slope = 0.0069 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 128.177(cFs) Page 30 ECR3U . Given pipe size = 48.00(m.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 2.559(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 1.026(Ft.) Minor friction loss = 2.423(Ft.) K-factor = 1.50 Pipe flow velocity = 10.20(Ft/s) Travel time through pipe = 0.21 mm. Time of concentration (TC) = 15.80 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-I-++++.++++ Process from Point/Station 5000.200 to point/Station 5000.100 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main stream number: 1 Stream flow area = 61.010(Ac.) Runoff from this stream = 128.177(CFS) Time of concentration = 15.80 mm. Rainfall intensity = 3.261(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++ ++++ ++ ++++++++++ +++++ ++++++ ++++++++ + ++++ ++++ + ++ + ++++ + Process from Point/Station 3009.000 to Point/Station 5003.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 • Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub-Area C value = 0.710 Initial subarea total flow distance = 110.000(Ft.) Highest elevation = 78.400(Ft.) Lowest elevation = 74.800(Ft.) Elevation difference = 3.600(Ft.) Slope = 3.273 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 3.27 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.49 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.7100)*( 90.000A.5)/( 3.273A(1/3)]= 4.49 The initial area total distance of 110.00 (Ft.) entered leaves a remaining distance of 20.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.29 minutes for a distance of 20.00 (Ft.) and a slope of 3.27 % with an elevation difference of 0.65(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *0(m.jn/hr) = 0.293 Minutes Tt=[(11.9*0.0038A3)/( 0.65)]A.385= 0.29 Total initial area Ti = 4.49 minutes from Figure 3-3 formula plus 0.29 minutes from the Figure 3-4 formula = 4.78 minutes Calculated TC of 4.778 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm . Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff = 0.730(CFS) Page 31 11 ECR3U Total initial stream area = 0.150(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5003.000 to Point/Station 5000.300 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 74.800(Ft.) End of street segment elevation = 53.800(Ft.) Length of street segment = 690.000(Ft.) Height of curb above gutter flowline = 6.0(in.) width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the Street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 2.331(cFS) Depth of flow = 0.211(Ft.), Average velocity = 2.869(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.788(Ft.) Flow velocity = 2.87(Ft/s) Travel time = 4.01 mm. TC = 8.79 mm. Adding area flow to street Rainfall intensity (I) = 4.762(In/Hr) for a 100.0 year storm User specified 'C' value of 0.670 given for subarea Rainfall intensity = 4.762(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is c = 0.675 CA = 0.797 Subarea runoff = 3.064(CFS) for 1.030(Ac.) Total runoff = 3.794(cFS) Total area = 1.180(Ac.) Street flow at end of street = 3.794(CFs) Half street flow at end of street = 1.897(CFS) Depth of flow = 0.240(Ft.), Average velocity = 3.194(Ft/s) Flow width (from curb towards crown)= 7.229(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5003.000 to Point/Station 5000.300 SUBAREA FLOW ADDITION Rainfall intensity (I) = 4.762(In/Hr) for a 100.0 year storm 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 [UNDISTURBED NATURAL TERRAIN (Permanent Open space ) Impervious value, Ai = 0.000 Sub-Area C value = 0.350 Time of concentration = 8.79 mm. Rainfall intensity = 4.762(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.556 CA = 1.035 Subarea runoff = 1.133(CFS) for O.680(Ac.) Total runoff = 4.927(CFS) Total area = 1.860(Ac Page 32 . ECR3U ++++ +++ + +++++++++ + + ++++++++++++++ +++++ +++ + +++++ ++ ++++++++++-I-+ ++++++++ + Process from Point/Station 5000.300 to Point/Station 5000.100 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 46.490(Ft.) Downstream point/station elevation = 46.430(Ft.) Pipe length = 3.17(Ft.) Slope = 0.0189 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.927(CFS) Given pipe size = 18.00(In.) calculated individual pipe flow = 4.927(CFS) Normal flow depth in pipe = 7.24(m.) Flow top width inside pipe = 17.65(m.) critical Depth = 10.25(In.) Pipe flow velocity = 7.40(Ft/s) Travel time through pipe = 0.01 mm. Time of concentration (TC) = 8.79 mm. + +++ +++++ +++++++ ++ +++ +++++++++++++++ +++++ ++++++++++ ++++++ + ++++ +++ ++++ + Process from Point/Station 5000.300 to Point/Station 5000.100 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.860(Ac.) Runoff from this stream = 4.927(CFS) Time of concentration = 8.79 mm. Rainfall intensity = 4.760(In/Hr) Summary of stream data: . Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 128.177 15.80 3.261 2 4.927 8.79 4.760 Qmax(1) = 1.000 * 1.000 * 128.177) + 0.685 * 1.000 * 4.927) + = 131.553 Qmax(2) = 1.000 * 0.556 128.177) + 1.000 * 1.000 4.927) + = 76.243 Total of 2 main streams to confluence: Flow rates before confluence point: 128.177 4.927 Maximum flow rates at confluence using above data: 131.553 76.243 Area of streams before confluence: 61.010 1.860 Results of confluence: Total flow rate = 131.553(CFS) Time of concentration = 15.803 mm. Effective stream area after confluence = 62.870(Ac.) ++ ++++ ++++ + +++ +++ + + +++ +++++++ +++++++ +++ +++++++ + ++++++++ ++++++++++++++ + Process from Point/Station 5000.100 to Point/Station 6000.000 PIPEFLOW TRAVEL TIME (User specified size) W Page 33 ECR3U . Upstream point/station elevation = 45.360(Ft.) Downstream point/station elevation = 43.720(Ft.) Pipe length = 234.39(Ft.) Slope = 0.0070 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 131.553(cFs) Given pipe size = 48.00(in.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 2.878(Ft..) at the headworks or inlet of the pipe(s) Pipe friction loss = 1.965(Ft.) Minor friction loss = 2.553(Ft.) K-factor = 1.50 Pipe flow velocity = 10.47(Ft/s) Travel time through pipe = 0.37 mm. Time of concentration (TC) = 16.18 mm. ++ +++ + + + + +++++++++++++++++++++++++++++++++ .++++++++++++++ + ++++++++++ + + Process from Point/Station 5000.100 to Point/Station 6000.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 62.870(Ac.) Runoff from this stream = 131.553(CFS) Time of concentration = 16.18 mm. Rainfall intensity = 3.212(In/Hr) Program is now starting with Main Stream No. 2 + + ++ ++++++ ++++++++++++++++++++ +++++++++++++++++++++++++++ +++ ++ ++++ +++ + Process from Point/Station 5002.000 to Point/Station 6003.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub -Area C value = 0.790 Initial subarea total flow distance = 110.000(Ft.) Highest elevation = 58.400(Ft.) Lowest elevation = 56.000(Ft.) Elevation difference = 2.400(Ft.) Slope = 2.182 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.18 %, in a development type of 43.0 DU/A or Less In Accordance with Figure 3-3 Initial Area Time of Concentration = 3.73 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.7900)*( 75.000A.5)/( 2.182A(1/3)]= 3.73 The initial area total distance of 110.00 (Ft.) entered leaves a remaining distance of 35.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.53 minutes for a distance of 35.00 (Ft.) and a slope of 2.18 % with an elevation difference of 0.76(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.526 Minutes Tt=[(11.9*0.0066A3)/( 0.76)]A.385= 0.53 . Total initial area Ti = 3.73 minutes from Figure 3-3 formula plus 0.53 minutes from the Figure 3-4 formula = 4.25 minutes Calculated TC of 4.252 minutes is less than 5 minutes, Page 34 ECR3U . resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 1.191(CFS) Total initial stream area = 0.220(Ac.) + ++.++++++++++++ ++++++++ + +++ +++++++++++++++++++++++++++++++++++++++++ + Process from Point/Station 6003.000 to Point/Station 6004.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION To of street segment elevation = 56.000(Ft.) End of street segment elevation = 53.400(Ft.) Length of street segment = 322.000(Ft.) Height of curb above gutter flowline = 6.0(in.) Width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.500(Ft.) slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 2.149(CFS) Depth of flow = 0.246(Ft.), Average velocity = 1.681(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.536(Ft.) Flow velocity = 1.68(Ft/s) Travel time = 3.19 mm. TC = 7.44 mm. Adding area flow to street Rainfall intensity (I) = 5.299(In/Hr) for a 100.0 year storm User specified 'C' value of 0.760 given for subarea Rainfall intensity = 5.299(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is C = 0.769 CA = 0.561 Subarea runoff = 1.785(CFS) for 0.510(Ac.) Total runoff = 2.975(CFS) Total area = 0.730(Ac.) Street flow at end of street = 2.975(CFS) Half street flow at end of Street = 1.488(CFS) Depth of flow = 0.268(Ft.), Average velocity = 1.813(Ft/s) Flow width (from curb towards crown)= 8.657(Ft.) +++++++++++ +++++ + +++++++++ +++++ ++ ++ ++++++ +++ ++ +++++++++++++++++++ + +++ + Process from Point/Station 6004.000 to Point/Station 6000.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 44.140(Ft.) Downstream point/Station elevation = 43.890(Ft.) Pipe length = 49.83(Ft.) Slope = 0.0050 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.975(CFS) Given pipe size = 18.00(In.) calculated individual pipe flow = 2.975(CFS) Normal flow depth in pipe = 7.92(In.) Flow top width inside pipe = 17.87(In.) Critical Depth = 7.86(in.) Pipe flow velocity = 3.98(Ft/s) . Travel time through pipe = 0.21 mm. Time of concentration (TC) = 7.65 mm. Page 35 ECR3U +++++++++++++++++++++.+++.++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 6004.000 to Point/Station 6000.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.730(Ac.) Runoff from this stream = 2.975(CFS) Time of concentration = 7.65 mm. Rainfall intensity = 5.206(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 131.553 16.18 3.212 2 2.975 7.65 5.206 Qmax(1) = 1.000 * 1.000 * 131.553) + 0.617 * 1.000 * 2.975) + = 133.389 Qmax(2) = 1.000 * 0.473 * 131.553) + 1.000 * 1.000 * 2.975) + = 65.211 Total of 2 main streams to confluence: Flow rates before confluence point: 131.553 2.975 Maximum flow rates at confluence using above data: 133.389 65.211 Area of streams before confluence: 62.870 0.730 Results of confluence: Total flow rate = 133.389(CFS) Time of concentration = 16.177 mm. Effective stream area after confluence = 63.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6000.000 to Point/Station 6000.100 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 43.390(Ft.) Downstream point/station elevation = 42.550(Ft.) Pipe length = 169.08(Ft.) Slope = 0.0050 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 133.389(cFS) Given pipe size = 48.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 3.242(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 1.458(Ft.) Minor friction loss = 2.624(Ft.) K-factor = 1.50 Pipe flow velocity = 10.61(Ft/s) Travel time through pipe = 0.27 mm. Time of concentration (Tc) = 16.44 mm. . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6000.000 to Point/Station 6000.100 Page 36 ECR3U CONFLUENCE OF MAIN STREAMS W The following data inside Main Stream is liste In Main Stream number: 1 Stream flow area = 63.600(Ac.) Runoff from this stream = 133.389(CFS) Time of concentration = 16.44 ruin. Rainfall intensity = 3.179(In/Hr) Program is now starting with Main Stream No. 2 ++ ++ + +++++ +++++++++++++++++++++ +++ ++++++++ ++ ++ + +++++ + ++++++++ ++++ ++++ + Process from Point/Station 6015.000 to Point/Station 6016.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 180.000(Ft.) Highest elevation = 118.000(Ft.) Lowest elevation = 115.200(Ft.) Elevation difference = 2.800(Ft.) Slope = 1.556 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 1.56 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 10.73 minutes TC = [1.8(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.3500)*( 85.000A.5)/( 1.560A(1/3)1= 1073 The initial area total distance of 180.00 (Ft.) entered leaves a remaining distance of 95.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.29 minutes for a distance of 95.00 (Ft.) and a slope of 1.56 % with an elevation difference of 1.48(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 1.291 Minutes Tt=[(11.9*0.0180A3)/( 1.48)]A.385= 1.29 Total initial area Ti = 10.73 minutes from Figure 3-3 formula plus 1.29 minutes from the Figure 3-4 formula = 12.02 minutes Rainfall intensity (I) = 3.890(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.653(CFS) Total initial stream area = 0.480(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6016.000 to Point/Station 6017.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 102.000(Ft.) Downstream point/station elevation = 76.380(Ft.) Pipe length = 52.47(Ft.) Slope = 0.4883 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.653(cFS) Given pipe size = 18.00(In.) calculated individual pipe flow = 0.653(cFS) Normal flow depth in pipe = 1.20(In.) Flow top width inside pipe = 8.99(In.) Page 37 ECR3U . Critical Depth = 3.60(in.) Pipe flow velocity = 12.88(Ft/s) Travel time through pipe = 0.07 mm. Time of concentration (TC) = 12.09 mm. +++ +++++++ + +++ +++++++++ +++++++++++++++++++++++++++++++++ +++ + ++++++ +++ + Process from Point/Station 6017.000 to Point/Station 6017.000 SUBAREA FLOW ADDITION Rainfall intensity (I) = 3.876(In/Hr) for a 100.0 year storm 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 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C value = 0.350 Time of concentration = 12.09 mm. Rainfall intensity = 3.876(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is C = 0.350 CA = 0.312 Subarea runoff = 0.554(CFS) for 0.410(Ac.) Total runoff = 1.207(CFS) Total area = 0.890(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6017.000 to Point/Station 6014.000 PIPEFLOW TRAVEL TIME (User specified size) . Upstream point/station elevation = 76.050(Ft.) Downstream point/station elevation = 54.000(Ft.) Pipe length = 46.55(Ft.) slope = 0.4737 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.207(CFS) Given pipe size = 18.00(In.) calculated individual pipe flow = 1.207(CFS) Normal flow depth in pipe = 1.62(In.) Flow top width inside pipe = 10.30(In.) critical Depth = 4.92(In.) Pipe flow velocity = 15.34(Ft/s) Travel time through pipe = 0.05 mm. Time of concentration (TC) = 12.14 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6013.000 to Point/Station 6012.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent open space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 120.000(Ft.) Highest elevation = 87.000(Ft.) Lowest elevation = 64.400(Ft.) Elevation difference = 22.600(Ft.) Slope = 18.833 % Top of Initial Area Slope adjusted by User to 18.800 % Bottom of Initial Area slope adjusted by User to 18.800 % Page 38 ECR3U . INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 18.80 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.08 minutes IC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] IC = [1.8*(1.1_0.3500)*( 100.000A.5)/( 18.800A(1/3)1= 5.08 The initial area total distance of 120.00 (Ft.) entered leaves a remaining distance of 20.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.15 minutes for a distance of 20.00 (Ft.) and a slope of 18.80 % with an elevation difference of 3.76(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.149 Minutes Tt=[(11.9*0.0038A3)/( 3.76)]A.385= 0.15 Total initial area Ti = 5.08 minutes from Figure 3-3 formula plus 0.15 minutes from the Figure 3-4 formula = 5.23 minutes Rainfall intensity (I) = 6.657(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 subarea runoff = 0.350(cFS) Total initial stream area = 0.150(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6012.000 to Point/Station 6014.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 64.400(Ft.) Downstream point elevation = 61.100(Ft.) • Channel length thru subarea = 170.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'z' of left channel bank = 4.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 0.766(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.766(CFS) Depth of flow = 0.293(Ft.), Average velocity = 3.579(Ft/s) Channel flow top width = 1.463(Ft.) Flow Velocity = 3.58(Ft/s) Travel time = 0.79 mm. Time of concentration = 6.02 mm. Critical depth = 0.357(Ft.) Adding area flow to channel Rainfall intensity (I) = 6.079(In/Hr) for a 100.0 year storm 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 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C value = 0.350 Rainfall intensity = 6.079(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.185 Subarea runoff = 0.778(CFS) for 0.380(Ac.) Total runoff = 1.128(CFS) Total area = 0.530(Ac.) Depth of flow = 0.338(Ft.), Average velocity = 3.943(Ft/s) Critical depth = 0.418(Ft.) Page 39 ECR3U Process from Point/Station 6014.000 to Point/Station 6018.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 53.670(Ft.) Downstream point/station elevation = 43.040(Ft.) Pipe length = 20.08(Ft.) Slope = 0.5294 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.128(CFS) Given pipe size = 18.00(in.) calculated individual pipe flow = 1.128(CFS) Normal flow depth in pipe = 1.53(In.) Flow top width inside pipe = 10.03(in.) Critical Depth = 4.75(In.) Pipe flow velocity = 15.62(Ft/s) Travel time through pipe = 0.02 mm. Time of concentration (TC) = 6.04 mm. Process from Point/Station 6014.000 to Point/Station 6018.000 CONFLUENCE OF MINOR STREAMS Along Main stream number: 2, in normal stream number 1 Stream flow area = 0.530(Ac.) Runoff from this stream = 1.128(CFS) Time of concentration = 6.04 mm. Rainfall intensity = 6.065(In/Hr) Process from Point/Station 6011.000 to Point/Station 6019.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 110.000(Ft.) Highest elevation = 66.000(Ft.) Lowest elevation = 52.850(Ft.) Elevation difference = 13.150(Ft.) Slope = 11.955 % Top of Initial Area Slope adjusted by User to 12.000 % Bottom of Initial Area Slope adjusted by User to 12.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 12.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.90 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.3500)*( 100.000A.5)/( 12.000A(1/3)1= 5.90 The initial area total distance of 110.00 (Ft.) entered leaves a remaining distance of 10.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.10 minutes for a distance of 10.00 (Ft.) and a slope of 12.00 % with an elevation difference of 1.20(Ft.) from the end of the top area Tt = [11.9length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) . = 0.104 Minutes Tt=[(11.9*0.0019A3)/( 1.20)]A.385= 0.10 Page 40 ECR3U . Total initial area Ti = 5.90 minutes from Figure 3-3 formula plus 0.10 minutes from the Figure 3-4 formula = 6.00 minutes Rainfall intensity (I) = 6.090(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KcIA) is C = 0.350 Subarea runoff = 0.171(CFS) Total initial stream area = 0.080(Ac.) Process from Point/Station 6019.000 to Point/Station 6018.000 IMPROVED CHANNEL TRAVEL TIME upstream point elevation = 52.850(Ft.) Downstream point elevation = 52.000(Ft.) Channel length thru subarea = 170.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 4.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 0.554(CFs) Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.554(CFS) Depth of flow = 0.334(Ft.), Average velocity = 1.985(Ft/s) Channel flow top width = 1.671(Ft.) Flow velocity = 1.99(Ft/s) Travel time = 1.43 mm. Time of concentration = 7.43 mm. Critical depth = 0.314(Ft.) Adding area flow to channel Rainfall intensity (I) = 5.307(In/Hr) for a 100.0 year storm 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 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C value = 0.350 Rainfall intensity = 5.307(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.164 Subarea runoff = 0.702(CFS) for 0.390(Ac.) Total runoff = 0.873(CFS) Total area = 0.470(Ac.) Depth of flow = 0.396(Ft.), Average velocity = 2.224(Ft/s) Critical depth = 0.377(Ft.) ++ ++++ + ++++++++ +++++++ + ++ + + +++++++++++++++++++++ ++ ++++++ +++++ + Process from Point/Station 6019.000 to Point/Station 6018.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.470(Ac.) Runoff from this stream = 0.873(CFS) Time of concentration = 7.43 mm. Rainfall intensity = 5.307(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 0 1 1.128 6.04 6.065 Page 41 0.873 . Qmax(1) = 1.000 * 1.000 * Qmax(2) = 0.875 * 1.000 * ECR3U 7.43 5.307 1.000 * 1.128) + 0.813 * 0.873) + = 1.837 1.000 * 1.128) + 1.000 * 0.873) + = 1.860 Total of 2 streams to confluence: Flow rates before confluence point: 1.128 0.873 Maximum flow rates at confluence using above data: 1.837 1.860 Area of streams before confluence: 0.530 0.470 Results of confluence: Total flow rate = 1.860(CFS) Time of concentration = 7.428 mm. Effective stream area after confluence = 1.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6018.000 to Point/Station 6000.100 PIPEFLOW TRAVEL TIME (User specified size) upstream point/station elevation = 42.710(Ft.) Downstream point/station elevation = 42.550(Ft.) Pipe length = 32.17(Ft.) Slope = 0.0050 Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 1.860(cFs) Given pipe size = 18.00(In.) is calculated individual pipe flow = 1.860(cFs) Normal flow depth in pipe = 6.63(In.) Flow top width inside pipe = 17.37(in.) Critical Depth = 6.16(in.) Pipe flow velocity = 3.15(Ft/s) Travel time through pipe = 0.17 mm. Time of concentration (TC) = 7.60 mm. Process from Point/Station 6018.000 to Point/Station 6000.100 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.000(Ac.) Runoff from this stream = 1.860(cFS) Time of concentration = 7.60 mm. Rainfall intensity = 5.230(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 133.389 16.44 3.179 2 1.860 7.60 5.230 Qmax(1) = 1.000 * 1.000 * 133.389) + 0.608 * 1.000 * 1.860) + = 134.519 Qmax(2) = 46 1.000 * 0.462 * 133.389) + 1.000 * 1.000 * 1.860) + = 63.502 Page 42 ECR3U Total of 2 main streams to confluence: Flow rates before confluence point: 133.389 1.860 Maximum flow rates at confluence using above data: 134.519 63.502 Area of streams before confluence: 63.600 1.000 Results of confluence: Total flow rate = 134.519(CFS) Time of concentration = 16.442 mm. Effective stream area after confluence = 64.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6000.100 to Point/Station 7000.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 42 .220(Ft.) Downstream point/station elevation = 40.950(Ft.) Pipe length = 251.88(Ft.) Slope = 0.0050 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 134.519(cFS) Given pipe size = 48.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 3.607(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 2.208(Ft.) Minor friction loss = 2.669(Ft) K-factor = 1.50 Pipe flow velocity = 10.70(Ft/s) Travel time through pipe = 0.39 mm. Time of concentration (Tc) = 16.83 mm. ++ ++++++++ +++++ + ++++++ ++++++++++ +++ + ++++++ ++ +++++ ++++++ ++ ++++++++++++ + Process from Point/Station 7000.000 to Point/Station 7003.000 PIPEFLOW TRAVEL TIME (User specified size) upstream point/station elevation = 40.950(Ft.) Downstream point/station elevation = 40.490(Ft.) Pipe length = 94.47(Ft.) Slope = 0.0049 Manning's N = 0.013 No. of pipes = 3 Required pipe flow = 134.519(CFS) Given pipe size = 36.00(in.) Calculated individual pipe flow = 44.840(CFS) Normal flow depth in pipe = 28.41(In.) Flow toy width inside pipe = 29.37(In.) critica Depth = 26.18(In.) Pipe flow velocity = 7.50(Ft/s) Travel time through pipe = 0.21 mm. Time of concentration (TC) = 17.04 mm. +++ ++ + ++++++++++ ++++++ +++++ ++++++++ +++ + +++ +++ ++++ ++++++ + ++++++++++++ + + Process from Point/Station 7003.000 to Point/Station 7003.100 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 40.490(Ft.) Downstream point/station elevation = 40. 290(Ft.) Pipe length = 36.75(Ft.) Slope = 0.0054 Manning's N = 0.013 No. of pipes = 3 Required pipe flow = 134.519(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 44.840(CFS) Page 43 . ECR3U Normal flow depth in pipe = 27.00(In.) Flow top width inside pipe = 3118(In.) Critical Depth = 26.18(in.) Pipe flow velocity = 7.89(Ft/s) Travel time through pipe = 0.08 mm. Time of concentration (TC) = 17.12 mm. +++++++++++++++++++±++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7003.000 to Point/Station 7003.100 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 64.600(Ac.) Runoff from this stream = 134.519(CFS) Time of concentration = 17.12 mm. Rainfall intensity = 3.097(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 7004.000 to Point/Station 7005.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C value = 0.790 Initial subarea total flow distance = 138.000(Ft.) Highest elevation = 53.800(Ft.) Lowest elevation = 51.700(Ft.) Elevation difference = 2.100(Ft.) Slope = 1.522 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.52 %, in a development type of 43.0 DU/A or Less In Accordance with Figure 3-3 Initial Area Time of Concentration = 4.20 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.7900)*( 75.000A.5)/( 1.522A(1/3)1= 4.20 The initial area total distance of 138.00 (Ft.) entered leaves a remaining distance of 63.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.95 minutes for a distance of 63.00 (Ft.) and a slope of 1.52 % with an elevation difference of 0.96(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.950 Minutes Tt=[(11.9*0.0119A3)/( 0.96)]A.385= 0.95 Total initial area Ti = 4.20 minutes from Figure 3-3 formula plus 0.95 minutes from the Figure 3-4 formula = 5.15 minutes Rainfall intensity (I) = 6.720(In/Hr) for a 1000 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 1.009(CFS) Total initial stream area = 0.190(Ac.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 7005.000 to Point/Station 7006.000 Page 44 ECR3U . STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 51.700(Ft.) End of street segment elevation = 48.200(Ft.) Length of street segment = 353.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half Street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(in.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of Street = 1.908(cFs) Depth of flow = 0.232(Ft.), Average velocity = 1.772(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.836(Ft.) Flow velocity = 1.77(Ft/s) Travel time = 3.32 mm. TC = 8.47 mm. Adding area flow to street Rainfall intensity (I) = 4.875(In/Hr) for a 100.0 year storm User specified 'C' value of 0.760 given for subarea Rainfall intensity = 4.875(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is C = 0.768 CA = 0.545 . Subarea runoff = 1.650(CFS) for 0.520(Ac.) Total runoff = 2.659(CFS) Total area = 0.710(Ac.) Street flow at end of street = 2.659(CFS) Half street flow at end of street = 1.329(CFS) Depth of flow = 0.253(Ft.), Average velocity = 1.911(Ft/s) Flow width (from curb towards crown)= 7.902(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7006.000 to Point/Station 7006.300 PIPEFLOW TRAVEL TIME (User specified size) upstream point/station elevation = 43.250(Ft.) Downstream point/station elevation = 43.120(Ft.) Pipe length = 13.55(Ft.) Slope = 0.0096 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.659(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.659(CFS) Normal flow depth in pipe = 6.24(In.) Flow top width inside pipe = 17.13(In.) critical Depth = 7.41(In.) Pipe flow velocity = 4.88(Ft/s) Travel time through pipe = 0.05 mm. Time of concentration (Tc) = 8.52 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7006.300 to Point/Station 7003.100 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 42.790(Ft.) Downstream point/station elevation = 42.160(Ft.) Pipe length = 126.63(Ft.) Slope = 0.0050 Manning's N = 0.013 Page 45 . ECR3U NO. of pipes = 1 Required pipe flow = 2.659(CFS) Given pipe size = 18.00(In.) calculated individual pipe flow = 2.659(CFS) Normal flow depth in pipe = 7.45(m.) Flow top width inside pipe = 17.73(In.) Critical Depth = 741(In.) Pipe flow velocity = 3.85(Ft/s) Travel time through pipe = 0.55 mm. Time of concentration (TC) = 9.07 mm. ++++++++++++++++++-4-+++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7006.300 to Point/Station 7003.100 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.710(Ac.) Runoff from this stream = 2.659(CFS) Time of concentration = 9.07 mm. Rainfall intensity = 4.667(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (cFS) (mm) (In/Hr) 1 134.519 17.12 3.097 2 2.659 9.07 4.667 Qmax(1) = . 1.000 * 1.000 * 134.519) + 0.664 * 1.000 * 2.659) + = 136.283 Qmax(2) = 1.000 * 0.530 134.519) + 1.000 * 1.000 * 2.659) + = 73.890 Total of 2 main streams to confluence: Flow rates before confluence point: 134.519 2.659 Maximum flow rates at confluence using above data: 136.283 73.890 Area of streams before confluence: 64.600 0.710 Results of confluence: Total flow rate = 136.283(CFS) Time of concentration = 17.122 mm. Effective stream area after confluence = 65.310(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7003.100 to Point/Station 7007.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station \elevation = 40.470(Ft.) Downstream point/station elevation = 39.820(Ft.) Pipe length = 84.94(Ft.) Slope = 0.0077 Manning's N = 0.013 No. of pipes = 3 Required pipe flow = 136.283(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 45.428(CFS) . Normal flow depth in pipe = 23.88(m.) Flow top width inside pipe = 34.02(In.) Page 46 is ECR3U Critical Depth = 26.35(In.) Pipe flow velocity = 9.12(Ft/s) Travel time through pipe = 0.16 mm. Time of concentration (TO = 17.28 mm. End of computations, total study area = 70.650 (Ac.) Page 47 0 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 01/22/14 ------------------------------------------------------------------------ 100 YEAR HYDROLOGY FOR ULTIMATE CONDITION BASIN ECRP4 JN 101307 REVISED BY HL ------------------------------------------------------------------------ Hydrology Study Control Information Program License Serial Number 6218 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.300 P6/P24 = 60.5% San Diego hydrology manual 'C' values used Process from Point/Station 8000.000 to Point/Station 8001.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type (Limited Industrial Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 Initial subarea total flow distance = 204.000(Ft.) Highest elevation = 81.000(Ft.) Lowest elevation = 72.800(Ft.) Elevation difference = 8.200(Ft.) Slope = 4.020 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 4.02 %, in a development Limited Industrial . In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.68 minutes Page 1of 20 type of TC = [1.8*(1.1_C)*distance(Ft.)'.5)/(% slope(1/3)J TC = {1.8*(1.1_0.8500)*( 90.000.5)/( 4.020A(1/3)1= 2.68 The initial area total distance of 204.00 (Ft.) entered leaves a remaining distance of 114.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.03 minutes for a distance of 114.00 (Ft.) and a slope of 4.02 % with an elevation difference of 4.58(Ft.) from the end of the top area Tt = [11.9*length(Mi)3)/(elevation change(Ft.))]A.385 *60(min/hr) = 1.032 Minutes Tt=[(11.9*0.0216'3)/( 4.58)]'.385= 1.03 Total initial area Ti = 2.68 minutes from Figure 3-3 formula plus 1.03 minutes from the Figure 3-4 formula = 3.72 minutes Calculated TC of 3.717 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 2.853(CFS) Total initial stream area = 0.490(Ac.) ++++++++++++-1-+++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8001.000 to Point/Station 8002.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 72.800(Ft.) End of street segment elevation = 63.670(Ft.) . Length of street segment = 250.400(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 4.251(CFS) Depth of flow = 0.241(Ft.), Average velocity = 3.514(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.304(Ft.) Flow velocity = 3.51 (Ft/s) Travel time = 1.19 mm. TC = 4.90 mm. Adding area flow to street Calculated TC of 4.905 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm User specified 'C' value of 0.860 given for subarea Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm . Effective runoff coefficient used for total area (Q=KCIA) is C = 0.855 CA = 0.829 Page 2 of 20 Subarea runoff = 2.828(CFS) for 0.480 (Ac.) Total runoff = 5.681(CFS) Total area = 0.970(Ac.) Street flow at end of street = 5.681(CFS) Half street flow at end of street = 2.840(CFS) Depth of flow = 0.261(Ft.), Average velocity = 3.757(Ft/s) Flow width (from curb towards crown)= 8.275 (Ft.) Process from Point/Station 8002.000 to Point/Station 8002.100 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 59.240 (Ft.) Downstream point/station elevation = 58.980 (Ft.) Pipe length = 5.26(Ft.) Slope = 0.0494 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.681(CFS) Given pipe size = 18.00 (In.) Calculated individual pipe flow = 5.681(CFS) Normal flow depth in pipe = 6.05 (In.) Flow top width inside pipe = 17.00(In.) Critical Depth = 11.04(In.) Pipe flow velocity = 10.90 (Ft/s) Travel time through pipe = 0.01 mm. Time of concentration (TC) = 4.91 mm. Process from Point/Station 8002.100 to Point/Station 8002.300 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 58.650 (Ft.) Downstream point/station elevation = 56.470(Ft.) Pipe length = 51.50(Ft.) Slope = 0.0423 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.681(CFS) Given pipe size = 18.00 (In.) Calculated individual pipe flow = 5.681(CFS) Normal flow depth in pipe = 6.30(In.) Flow top width inside pipe = 17.17(In.) Critical Depth = 11.04(In.) Pipe flow velocity = 10.31 (Ft/s) Travel time through pipe = 0.08 mm. Time of concentration (TC) = 5.00 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8002.100 to Point/Station 8002.300 CONFLUENCE OF MAIN STREAMS **** The following data inside In Main Stream number: 1 Stream flow area = 0 Runoff from this stream = . Time of concentration = Rainfall intensity = Main Stream is listed: .970 (Ac.) 5.68 1(CFS) 5.00 mm. 6.850 (In/Hr) Page 3 of 20 Program is now starting with Main Stream No. 2 0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8002.400 to Point/Station 8002.200 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type I (Limited Industrial Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 Initial subarea total flow distance = 82.230(Ft.) Highest elevation = 63.670 (Ft.) Lowest elevation = 61.500(Ft.) Elevation difference = 2.170(Ft.) Slope = 2.639 Top of Initial Area Slope adjusted by User to 4.020 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 4.02 , in a development type of Limited Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.68 minutes TC = [1.8*(1.1_C)*distance(Ft.).5)/( slopeA(1/3)] TC = [1.8*(1.1_0.8500)*( 9O.000.5)/( 4.020(1/3)1= 2.68 Calculated TC of 2.685 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.582(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8002.200 to Point/Station 8002.300 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 56.730(Ft.) Downstream point/station elevation = 56.470 (Ft.) Pipe length = 5.25(Ft.) Slope = 0.0495 ManningTs N = 0.013 No. of pipes = 1 Required pipe flow = 0.582(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 0.582(CFS) Normal flow depth in pipe = 1.96(In.) Flow top width inside pipe = 11.21(In.) Critical depth could not be calculated. Pipe flow velocity = 5.60 (Ft/s) Travel time through pipe = 0.02 mm. Time of concentration (TC) = 2.70 mm. Page 4 of 20 ...................................................................... Process from Point/Station 8002.200 to Point/Station 8002.300 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.100(Ac.) Runoff from this stream = 0.582(CFS) Time of concentration = 2.70 mm. Rainfall intensity = 6.850(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 5.681 5.00 6.850 2 0.582 2.70 6.850 Qmax(l) = 1.000 * 1.000 * 5.681) + 1.000 * 1.000 * 0.582) + = 6.263 Qmax(2) = 1.000 * 0.541 * 5.681) + 1.000 * 1.000 * 0.582) + = 3.653 Total of 2 main streams to confluence: Flow rates before confluence point: 5.681 0.582 Maximum flow rates at confluence using above data: 6.263 3.653 Area of streams before confluence: 0.970 0.100 Results of confluence: Total flow rate = 6.263(CFS) Time of concentration = 4.996 mm. Effective stream area after confluence = 1.070(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8002.300 to Point/Station 9000.000 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 56.140(Ft.) Downstream point/station elevation = 44.090 (Ft.) Pipe length = 174.62(Ft.) Slope = 0.0690 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.263(CFS) Given pipe size = 18.00 (In.) Calculated individual pipe flow = 6.263(CFS) Normal flow depth in pipe = 5.83 (In.) Flow top width inside pipe = 16.85(In.) . Critical Depth = 11.60(In.) Pipe flow velocity = 12.63 (Ft/s) Page 5 of 20 Travel time through pipe = 0.23 mm. Time of concentration (TC) = 5.23 mm. Process from Point/Station 9000.000 to Point/Station 9001.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 43.760 (Ft.) Downstream point/station elevation = 43.000 (Ft.) Pipe length = 152.15(Ft.) Slope = 0.0050 ManningTs N = 0.013 No. of pipes = 1 Required pipe flow = 6.263(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.263(CFS) Normal flow depth in pipe = 12.68(In.) Flow top width inside pipe = 16.43(In.) Critical Depth = 11.60(In.) Pipe flow velocity = 4.71(Ft/s) Travel time through pipe = 0.54 mm. Time of concentration (TC) = 5.76 mm. ++++++++++++++++++++++++++++++++++++++++++++++-t-+++++++++++++++++++++++ Process from Point/Station 9001.000 to Point/Station 9002.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 42.680 (Ft.) Downstream point/station elevation = 42.480 (Ft.) Pipe length = 39.65(Ft.) Slope = 0.0050 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.263(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.263(CFS) Normal flow depth in pipe = 12.63 (In.) Flow top width inside pipe = 16.47(In.) Critical Depth = 11.60(In.) Pipe flow velocity = 4.73(Ft/s) Travel time through pipe = 0.14 mm. Time of concentration (TC) = 5.90 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9001.000 to Point/Station 9002.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.070 (Ac.) Runoff from this stream = 6.263(CFS) Time of concentration = 5.90 mm. Rainfall intensity = 6.154(In/Hr) Program is now starting with Main Stream No. 2 Page 6 of 20 Process from Point/Station 9003.100 to Point/Station 9003.200 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type I (Limited Industrial Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 Initial subarea total flow distance = 67.000 (Ft.) Highest elevation = 53.500(Ft.) Lowest elevation = 51.700(Ft.) Elevation difference = 1.800(Ft.) Slope = 2.687 Top of Initial Area Slope adjusted by User to 4.200 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 4.20 %, in a development type of Limited Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.65 minutes TC = [1.8* (1.1-C) *distance(Ft )A5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.8500)*( 90.000'.5)/( 4.200(1/3)I= 2.65 Calculated TC of 2.646 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.408(CFS) Total initial stream area = 0.070(Ac.) Process from Point/Station 9003.200 to Point/Station 9003.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 51.700 (Ft.) End of street segment elevation = 49.800(Ft.) Length of street segment = 58.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42. 500 (Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = Depth of flow = 0.172(Ft.), Average velocity = Page 7 of 20 0.564 (CFS) 2.576 (Ft/s) Streef low hydraulics at midpoint of street travel: Halfstreet flow width = 3.843 (Ft.) Flow velocity = 2.58 (Ft/s) Travel time = 0.38 min. TC = 3.02 mm. Adding area flow to street Calculated TC of 3.021 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type (Limited Industrial Impervious value, Al = 0.900 Sub-Area C Value = 0.850 Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.850 CA = 0.119 Subarea runoff = 0.408(CFS) for 0.070 (Ac.) Total runoff = 0.815(CFS) Total area = 0.140 (Ac.) Street flow at end of street = 0.815(CFS) Half street flow at end of street = 0.815(CFS) Depth of flow = 0.190(Ft.), Average velocity = 2 748 (Ft/s) Flow width (from curb towards crown)= 4.747 (Ft.) Process from Point/Station 9003.000 to Point/Station 9002.000 **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 42.500(Ft.) Downstream point/station elevation = 42.480 (Ft.) Pipe length = 18.88(Ft.) Slope = 0.0011 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.815(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 0.815(CFS) Normal flow depth in pipe = 5.98 (In.) Flow top width inside pipe = 16.96(In.) Critical Depth = 4.02(In.) Pipe flow velocity = 1.59 (Ft/s) Travel time through pipe = 0.20 mm. Time of concentration (TC) = 3.22 mm. Process from Point/Station 9003.000 to Point/Station 9002.000 CONFLUENCE OF MAIN STREAMS **** The following data inside In Main Stream number: 2 Stream flow area = 0 . Runoff from this stream = Time of concentration = Main Stream is listed: 140 (Ac.) 0.815 (CFS) 3.22 mm. Page 8 of 20 Rainfall Summary intensity of stream = 6.850(In/Hr) data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 6.263 5.90 6.154 2 0.815 3.22 6.850 Qmax(l) = 1.000 * 1.000 * 6.263) + 0.898 * 1.000 * 0.815) + = 6.996 Qmax(2) = 1.000 * 0.545 * 6.263) + 1.000 * 1.000 * 0.815) + = 4.230 Total of 2 main streams to confluence: Flow rates before confluence point: 6.263 0.815 Maximum flow rates at confluence using above data: 6.996 4.230 Area of streams before confluence: 1.070 0.140 Results of confluence: Total flow rate = 6.996(CFS) Time of concentration = 5.904 mm. Effective stream area after confluence = 1.210(Ac.) Process from point/Station 9002.000 to Point/Station 9004.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 42.280 (Ft.) Downstream point/station elevation = 41.610 (Ft.) Pipe length = 133.22(Ft.) Slope = 0.0050 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.996(CFS) Given pipe size = 18.00 (In.) Calculated individual pipe flow = 6.996(CFS) Normal flow depth in pipe = 13.85(In.) Flow top width inside pipe 15.16(In.) Critical Depth = 12.28(In.) Pipe flow velocity = 4.79 (Ft/s) Travel time through pipe = 0.46 mm. Time of concentration (TC) = 6.37 mm. Process from point/Station 9004.000 to Point/Station 8003.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 41.280 (Ft.) Page 9 of 20 Downstream point/station elevation = 40.690 (Ft.) Pipe length = 117.44(Ft.) Slope = 0.0050 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.996(CFS) Given pipe size = 18.00 (In.) Calculated individual pipe flow = 6.996(CFS) Normal flow depth in pipe = 13.88(In.) Flow top width inside pipe = 15.13(In.) Critical Depth = 12.28(In.) Pipe flow velocity = 4.79 (Ft/s) Travel time through pipe = 0.41 mm. Time of concentration (TC) = 6.78 mm. Process from Point/Station 9004.000 to Point/Station 8003.000 **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.210(Ac.) Runoff from this stream = 6.996(CFS) Time of concentration = 6.78 mm. Rainfall intensity = 5.631(In/Hr) Program is now starting with Main Stream No. 2 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8006.000 to Point/Station 8004.000 * * * * INITIAL AREA EVALUATION * * * * Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type :1 (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 109.000(Ft.) Highest elevation = 61.500(Ft.) Lowest elevation = 57.200(Ft.) Elevation difference = 4.300(Ft.) Slope = 3.945 % Top of Initial Area Slope adjusted by User to 3.900 Bottom of Initial Area Slope adjusted by User to 3.900 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 3.90 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.35 minutes TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.8700)*( 80.000A.5)/( 3.900"(1/3)1= 2.35 . The initial area total distance of 109.00 (Ft.) entered leaves a remaining distance of 29.00 (Ft.) Page 10 of 20 Using Figure 3-4, the travel time for this distance is 0.36 minutes is for a distance of 29.00 (Ft.) and a slope of 3.90 % with an elevation difference of 1.13(Ft.) from the end of the top area Tt = [11.9*length(M1) 3)/(elevation change(Ft.))] .385 *60(min/hr) = 0.364 Minutes Tt=[(11.9*0.00553)/( 1.13)].385= 0.36 Total initial area Ti = 2.35 minutes from Figure 3-3 formula plus 0.36 minutes from the Figure 3-4 formula = 2.72 minutes Calculated TC of 2.716 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.954(CFS) Total initial stream area = 0.160(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8004.000 to Point/Station 8005.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 57.200(Ft.) End of street segment elevation = 46.000(Ft.) Length of street segment = 525.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 3.974(CFS) Depth of flow = 0.307(Ft.), Average velocity = 3.315(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.618(Ft.) Flow velocity = 3.31(Ft/s) Travel time = 2.64 mm. TC = 5.36 mm. Adding area flow to street Rainfall intensity (I) = 6.553(In/Hr) for a 100.0 year storm User specified 'C' value of 0.850 given for subarea Rainfall intensity = 6.553(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.853 CA = 1.057 Subarea runoff = 5.974(CFS) for 1.080 (Ac.) Total runoff = 6.928(CFS) Total area = 1.240(Ac.) Street flow at end of street = 6.928(CFS) Half street flow at end of street = 6.928(CFS) . Depth of flow = 0.360(Ft.), Average velocity = 3.792(Ft/s) Flow width (from curb towards crown)= 13.250(Ft.) Page 11 of 20 Process from Point/Station 8004.000 to Point/Station 8005.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.240(Ac.) Runoff from this stream = 6.928(CFS) Time of concentration = 5.36 mm. Rainfall intensity = 6.553(In/Hr) Process from Point/Station 7001.000 to Point/Station 7002.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type (Limited Industrial Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 Initial subarea total flow distance = 200.000(Ft.) Highest elevation = 51.300(Ft.) Lowest elevation = 50.500 (Ft.) Elevation difference = 0.800(Ft.) Slope = 0.400 % Top of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 2.00 %, in a development type of Limited Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.99 minutes TC = [1.8* (1.1-C) *distance (Ft.) ".5) / ( slope' (1/3)11 TC= [1.8*(1.1_0.8500)*( 70.000".5)/( 2.000"(1/3)1= 2.99 Calculated TC of 2.988 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 2.329(CFS) Total initial stream area = 0.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7002.000 to Point/Station 8005.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 50.500(Ft.) End of street segment elevation = 46.370(Ft.) . Length of street segment = 400.000(Ft.) Height of curb above gutter flowline = 6.0(In Page 12 of 20 Width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 4.458(CFS) Depth of flow = 0.352(Ft.), Average velocity = 2.588(Ft/s) Streetfiow hydraulics at midpoint of street travel: Half street flow width = 12.849(Ft.) Flow velocity = 2.59(Ft/s) Travel time = 2.58 mm. TC = 5.56 mm. Adding area flow to street Rainfall intensity (I) = 6.394(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type I (Limited Industrial . Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 Rainfall intensity = 6.394(In/Hr) for a 100.0 Effective runoff coefficient used for total area (Q=KCIA) is C = 0.850 CA = 1.020 Subarea runoff = 4.193(CFS) for 0.800(Ac.) Total runoff = 6.522(CFS) Total area = Street flow at end of street = 6.522(CFS) Half street flow at end of street = 6.522(CFS) Depth of flow = 0.393(Ft.), Average velocity = 2 Flow width (from curb towards crown)= 14.916(Ft.) +++++++++++++++++++++++++++++++++-1-++++++++++++++++++++++++++++++++++++ Process from Point/Station 7002.000 to Point/Station 8005.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.200 (Ac.) Runoff from this stream = 6.522(CFS) Time of concentration = 5.56 mm. Rainfall intensity = 6.394(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) year storm 1.200 (Ac.) 841 (Ft/s) Page 13 of 20 1 6.928 5.36 6.553 2 . 6.522 5.56 6.394 Qmax(l) = 1.000 * 1.000 * 6.928) + 1.000 * 0.963 * 6.522) + = 13.206 Qmax(2) = 0.976 * 1.000 * 6.928) + 1.000 * 1.000 * 6.522) + = 13.282 Total of 2 streams to confluence: Flow rates before confluence point: 6.928 6.522 Maximum flow rates at confluence using above data: 13.206 13.282 Area of streams before confluence: 1.240 1.200 Results of confluence: Total flow rate = 13.282(CFS) Time of concentration = 5.564 mm. Effective stream area after confluence = 2.440(Ac.) Process from Point/Station 8005.000 to Point/Station 8003.000 PIPEFLOW TRAVEL TIME (User specified size) . Upstream point/station elevation = 41.140 (Ft.) Downstream point/station elevation = 40.860 (Ft.) Pipe length = 28.15(Ft.) Slope = 0.0099 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.282(CFS) Given pipe size = 24.00 (In.) Calculated individual pipe flow = 13.282(CFS) Normal flow depth in pipe = 13.24 (In.) Flow top width inside pipe = 23.87(In.) Critical Depth = 15.73(In.) Pipe flow velocity = 7.47(Ft/s) Travel time through pipe = 0.06 mm. Time of concentration (TC) = 5.63 mm. Process from Point/Station 8005.000 to Point/Station 8003.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.440 (Ac.) Runoff from this stream = 13.282(CFS) Time of concentration = 5.63 mm. Rainfall intensity = 6.348(In/Hr) Summary of stream data: . Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) Page 14 of 20 1 6.996 6.78 5.631 2 13.282 5.63 6.348 Qmax(1) = 1.000 * 1.000 * 6.996) + 0.887 * 1.000 * 13.282) + = 18.777 Qmax(2) = 1.000 * 0.830 * 6.996) + 1.000 * 1.000 * 13.282) + = 19.091 Total of 2 main streams to confluence: Flow rates before confluence point: 6.996 13.282 Maximum flow rates at confluence using above data: 18.777 19.091 Area of streams before confluence: 1.210 2.440 Results of confluence: Total flow rate = 19.091(CFS) Time of concentration = 5.627 mm. Effective stream area after confluence = 3.650(Ac.) 40 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8003.000 to Point/Station 9005.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 40.360 (Ft.) Downstream point/station elevation = 40.190(Ft.) Pipe length = 34.94(Ft.) Slope = 0.0049 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 19.091(CFS) Given pipe size = 36.00 (In.) Calculated individual pipe flow = 19.091(CFS) Normal flow depth in pipe = 16.05 (In.) Flow top width inside pipe = 35.79(In.) Critical Depth = 16.79(In.) Pipe flow velocity = 6.26(Ft/s) Travel time through pipe = 0.09 mm. Time of concentration (TC) = 5.72 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8003.000 to Point/Station 9005.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.650 (Ac.) Runoff from this stream = 19.091(CFS) Time of concentration = 5.72 mm. Rainfall intensity = 6.281(In/Hr) Page 15 of 20 . +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.++++ Process from Point/Station 7006.100 to Point/Station 7006.200 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type (Limited Industrial Impervious value, Al = 0.900 Sub-Area C Value = 0.850 Initial subarea total flow distance = 157.000(Ft.) Highest elevation = 50.000(Ft.) Lowest elevation = 48400(Ft.) Elevation difference = 1.600(Ft.) Slope = 1.019 % Top of Initial Area Slope adjusted by User to 1.000 Bottom of Initial Area Slope adjusted by User to 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.00 %, in a development type of Limited Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.49 minutes TC = [1.8* (1.1-C) *distance (Ft.) .5) / ( slope '(1/3)] . TC = [1.8*(1.1_0.8500)*( 60.000".5)/( 1.000(1/3)1= 3.49 The initial area total distance of 157.00 (Ft.) entered leaves a remaining distance of 97.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.56 minutes for a distance of 97.00 (Ft.) and a slope of 1.00 % with an elevation difference of 0.97(Ft.) from the end of the top area Tt = [11.9*length(Mi)3)/(elevation change(Ft.))IA.385 *60(min/hr) = 1.557 Minutes Tt=[(11.9*0.01843)/( 0.97)].385= 1.56 Total initial area Ti = 3.49 minutes from Figure 3-3 formula plus 1.56 minutes from the Figure 3-4 formula = 5.04 minutes Rainfall intensity (I) = 6.812(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.811(CFS) Total initial stream area = 0.140 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7006.200 to Point/Station 9005.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 52.000(Ft.) End of street segment elevation = 47.320(Ft.) Length of street segment = 74.940(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) . Distance from crown to crossfall grade break = 40.500(Ft Slope from gutter to grade break (v/hz) = 0.020 Page 16 of 20 Slope from grade break to crown (v/hz) = 0.020 . Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(m.) 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 = Depth of flow = 0.155(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 3.004 (Ft.) Flow velocity = 3.41 (Ft/s) Travel time = 0.37 min. TC = 5.41 mm. Adding area flow to street Rainfall intensity (I) = 6.511(In/Hr) for a Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Rainfall intensity = 6.511(In/Hr) for a 100. Effective runoff coefficient used for total area • (Q=KCIA) is C = 0.858 CA = 0.206 Subarea runoff = 0.531(CFS) for 0.100(Ac. Total runoff = 1.341(CFS) Total area = Street flow at end of street = 1.341(CFS) Half street flow at end of street = 0.671(CFS) Depth of flow = 0.165(Ft.), Average velocity = Flow width (from curb towards crown)= 3.485 (Ft.) 1.100 (CFS) 3.406 (Ft/s) 100.0 year storm 0 year storm 0.240 (Ac.) 3.481 (Ft/s) Process from Point/Station 7006.200 to Point/Station 9005.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.240 (Ac.) Runoff from this stream = 1.341(CFS) Time of concentration = 5.41 mm. Rainfall intensity = 6.511(In/Hr) Process from Point/Station 9007.000 to Point/Station 7006.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal . fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Page 17 of 20 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type I (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 55.500(Ft.) Highest elevation = 48.500(Ft.) Lowest elevation = 48.200(Ft.) Elevation difference = 0.300(Ft.) Slope = 0.541 % Top of Initial Area Slope adjusted by User to 2.000 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 2.00 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.75 minutes TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope(1/3)] TC = [1.8*(1.1_0.8700)*( 70.000A.5)/( 2.000'(1/3)1= 2.75 Calculated TC of 2.749 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.238(CFS) Total initial stream area = 0.040(Ac.) Process from Point/Station 7006.000 to Point/Station 9005.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 48.200(Ft.) End of street segment elevation = 47.320(Ft.) Length of street segment = 174.800(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.792(CFS) Depth of flow = 0.241(Ft.), Average velocity = 1.307(Ft/s) Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width = 7.312 (Ft.) Flow velocity = 1.31 (Ft/s) Travel time = 2.23 min.TC = 4.98 mm. . Adding area flow to street Calculated TC of 4.979 minutes is less than 5 minutes, Page 18 of 20 resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is .0 = 0.870 CA = 0.209 Subarea runoff = 1.192(CFS) for 0.200 (Ac.) Total runoff = 1.430(CFS) Total area = 0.240(Ac.) Street flow at end of street = 1.430(CFS) Half street flow at end of street = 1.430(CFS) Depth of flow = 0.283(Ft.), Average velocity = 1.499(Ft/s) Flow width (from curb towards crown)= 9.396 (Ft.) Process from Point/Station 7006.000 to Point/Station 9005.000 CONFLUENCE OF MINOR STREAMS * Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.240 (Ac.) Runoff from this stream = 1.430(CFS) Time of concentration = 4.98 mm. Rainfall intensity = 6.850(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 19.091 5.72 6.281 2 1.341 5.41 6.511 3 1.430 4.98 6.850 Qmax(l) = 1.000 * 1.000 * 19.091) + 0.965 * 1.000 * 1.341) + 0.917 * 1.000 * 1.430) + = 21.696 Qmax(2) = 1.000 * 0.946 * 19.091) + 1.000 * 1.000 * 1.341) + 0.950 * 1.000 * 1.430) + = 20.757 Qmax(3) = 1.000 * 0.870 * 19.091) + 1.000 * 0.920 * 1.341) + 1.000 * 1.000 * 1.430) + = 19.282 Total of . Flow rates 3 streams to confluence: before confluence point: Page 19 of 20 . 19.091 1.341 1.430 Maximum flow rates at confluence using above data: 21.696 20.757 19.282 Area of streams before confluence: 3.650 0.240 0.240 Results of confluence: Total flow rate = 21.696(CFS) Time of concentration = 5.720 mm. Effective stream area after confluence = 4.130(Ac.) Process from Point/Station 9005.000 to Point/Station 7007.000 PIPEFLOW TRAVEL TIME (User specified size) ** Upstream point/station elevation = 40.190 (Ft.) Downstream point/station elevation = 39.820 (Ft.) Pipe length = 71.54(Ft.) Slope = 0.0052 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 21.696(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 21.696(CFS) Normal flow depth in pipe = 16.98 (In.) Flow top width inside pipe = 35.94(In.) Critical Depth = 17.97(In.) Pipe flow velocity = 6.62 (Ft/s) Travel time through pipe = 0.18 mm. Time of concentration (TC) = 5.90 mm. End of computations, total study area = 4.130 (Ac.) Page 20 of 20 3 0 APPENDIX 3 10 Yr. Ultimate Hydrologic Calculations (See Exhibit 'L') . ECR1P1O San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2006 version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 12/17/13 ------------------------------------------------------------------------ 100 Year Hydrology for ultimate condition Basin ECR1P JN 101307 Revised by HL 12/17/13 ------------------------------------------------------------------------ Hydrology Study control Information Program License Serial Number 6218 ------------------------------------------------------------------------ Rational hydrology study storm event year is 10.0 English (in-lb) input data units used Map data precipitation entered: 6 hour, precipitation(inches) = 1.700 24 hour precipitation(inches) = 3.100 P6/P24 = 54.8% San Diego hydrology manual 'C' values used +++++++++++-I-++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1000.000 to Point/Station 1001.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C value = 0.790 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 63.000(Ft.) Lowest elevation = 57.800(Ft.) Elevation difference = 5.200(Ft.) Slope = 5.200 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 5.20 %, in a development type of 43.0 DU/A or Less In Accordance with Figure 3-3 Initial Area Time of Concentration = 3.14 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.7900)*( 95.000A.5)/( 5.200A(1/3)1= 3.14 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 5.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.08 minutes for a distance of 5.00 (Ft.) and a slope of 5.20 % with an elevation difference of 0.26(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) Page 1 . ECR1P10 = 0.084 Minutes Tt=[(11.90.0009A3)/( 0.26)]A.385= 0.08 Total initial area Ti = 3.14 minutes from Figure 3-3 formula plus 0.08 minutes from the Figure 3-4 formula = 3.22 minutes Calculated TC of 3.223 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KcIA) is C = 0.790 Subarea runoff = 0.602(CFS) Total initial stream area = 0.170(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1001.000 to Point/Station 1002.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 57.800(Ft.) End of street segment elevation = 40.300(Ft.) Length of street segment = 595.000(Ft.) Height of curb above gutter flowline = 6.0(in.) width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.500(Ft.) slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the Street Distance from curb to property line = 10.000(Ft.) slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 2.475(cFS) Depth of flow = 0.215(Ft.), Average velocity = 2.868(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.003(Ft.) Flow velocity = 2.87(Ft/s) Travel time = 3.46 min. TC = 6.68 mm. Adding area flow to street Rainfall intensity (I) = 3.715(In/Hr) for a 10.0 year storm User specified 'C' value of 0.790 given for subarea Rainfall intensity = 3.715(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is c = 0.790 CA = 1.138 Subarea runoff = 3.625(CFS) for 1.270(Ac.) Total runoff = 4.226(CFS) Total area = 1.440(Ac.) street flow at end of street = 4.226(CFS) Half street flow at end of street = 2.113(CFS) Depth of flow = 0.248(Ft.), Average velocity = 3.231(Ft/s) Flow width (from curb towards crown)= 7.635(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++-4-+++++++++++++++ Process from Point/station 1002.000 to Point/Station 1003.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 34.190(Ft.) Downstream point/station elevation = 33 .800(Ft.) Pipe length = 35.19(Ft.) Slope = 0.0111 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.226(CFS) 40 Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.226(CFS) Normal flow depth in pipe = 7.72(in.) Page 2 ECR1P1O Flow top width inside pipe = 17.82(In.) Critical Depth = 9.46(In.) Pipe flow velocity = 5.84(Ft/s) Travel time through pipe = 0.10 mm. Time of concentration (TC) = 6.78 mm. End of computations, total study area = 1.440 (Ac.) Page 3 ecr2ulO San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 01/08/14 ------------------------------------------------------------------------ 10 YEAR HYDROLOGY FOR ULTIMATE CONDITION BASIN ECR2U JN 101307 REVISED BY HL **** Hydrology Study control Information Program License Serial Number 6218 Rational hydrology study storm event year is 10.0 English (in-lb) input data Units used Map data precipitation entered: 6 our, precipitation(inches) = 1.700 24 hour precipitation(inches) = 3.100 P6/P24 = 54.8% 40 San Diego hydrology manual 'C' values used +++++ ++ + ++ + + ++++++ ++++ +++++ ++ +++++++++++ ++++ ++++ ++++++++++++++++++ + Process from Point/Station 2000.000 to Point/Station 2001.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 297.000(Ft.) Highest elevation = 99.400(Ft.) Lowest elevation = 77.700(Ft.) Elevation difference = 21.700(Ft.) Slope = 7.306 % Top of Initial Area Slope adjusted by User to 16.815 % Bottom of Initial Area Slope adjusted by User to 16.815 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 16.82 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.27 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.3500)*( 100.000A.5)/( 16.815A(1/3)]= 5.27 The initial area total distance of 297.00 (Ft.) entered leaves a remaining distance of 197.00 (Ft.) . Using Figure 3-4, the travel time for this distance is 0.91 minutes for a distance of 197.00 (Ft.) and a slope of 16.82 % Page 1 ecr2u10 with an elevation difference of 33..13(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(mjn/hr) = 0.907 Minutes Tt=[(11.9*0.0373A3)/( 33.13)]A.385= 0.91 Total initial area Ti = 5.27 minutes from Figure 3-3 formula plus 0.91 minutes from the Figure 3-4 formula = 6.18 minutes Rainfall intensity (I) = 3.908(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KcIA) is C = 0.350 subarea runoff = 0.492(CFS) Total initial stream area = 0.360(Ac.) +++ + + + +++++++++++++++ ++ + + +++++++++++ ++++ +++++ +++++++++++++++ +++ + + Process from Point/Station 2001.000 to Point/Station 2002.100 IMPROVED CHANNEL TRAVEL TIME upstream point elevation = 77.700(Ft.) Downstream point elevation = 67.790(Ft.) channel length thru subarea = 250.000(Ft.) Channel base width = 2.000(Ft.) slope or 'Z' of left channel bank = 2.000 slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 1.076(CFs) Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 1.076(cFS) Depth of flow = 0.113(Ft.), Average velocity = 4.267(Ft/s) Channel flow top width = 2.453(Ft.) Flow velocity = 4.27(Ft/s) Travel time = 0.98 mm. . Time of concentration = 7.15 mm. Critical depth = 0.195(Ft.) Adding area flow to channel Rainfall intensity (I) = 3.555(In/Hr) for a 10.0 year storm 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 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open space ) Impervious value, Al = 0.000 Sub-Area C value = 0.350 Rainfall intensity = 3.555(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.445 subarea runoff = 1.088(CFS) for 0.910(Ac.) Total runoff = 1.580(CFs) Total area = 1.270(Ac.) Depth of flow = 0.142(Ft.), Average velocity = 4.878(Ft/s) critical depth = 0.246(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2002.100 to Point/Station 2002.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 55.740(Ft.) Downstream point/station elevation = 54.900(Ft.) Pipe length = 82.57(Ft.) Slope = 0.0102 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.580(CFs) Given pipe size = 24.00(In.) Calculated individual pipe flow = 1.580(cFs) . Normal flow depth in pipe = 4.28(in.) Flow top width inside pipe = 18.37(In.) Page 2 Critical Depth = 5.21(In.) ecr2u10 Pipe flow velocity = 4.17(Ft/s) Travel time through pipe = 0.33 mm. Time of concentration (TC) = 7.48 mm. + ++ +++ ++++ +++++++ ++++++ ++ + ++++++ + + +++++++ +++++++++++++++++++++++++ +++ + Process from Point/Station 2002.000 to Point/Station 2003.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 54.570(Ft.) Downstream point/station elevation = 53.830(Ft.) Pipe length = 73.54(Ft.) Slope = 0.0101 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.580(CFS) Given pipe size = 24.00(In.) calculated individual pipe flow = 1.580(CFS) Normal flow depth in pipe = 4.29(In.) Flow top width inside pipe = 18.39(m.) Critical Depth = 5.21(In.) Pipe flow velocity = 4.15(Ft/s) Travel time through pipe = 0.30 mm. Time of concentration (TC) = 7.78 mm. +++++ +++++++++++++ ++++ +++ + ++++++ ++++ +++ ++++++++ + +++ ++++ + +++++ +++ +++++ + Process from Point/Station 2002.000 to Point/Station 2003.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: . In Main Stream number: 1 Stream flow area = 1.270(Ac.) Runoff from this stream = 1.580(CFS) Time of concentration = 7.78 mm. Rainfall intensity = 3.368(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2004.000 to Point/Station 2005.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 120.000(Ft.) Highest elevation = 86.100(Ft.) Lowest elevation = 83.900(Ft.) Elevation difference = 2.200(Ft.) Slope = 1.833 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.83 %, in a development type of General Commercial In Accordance with Figure 3-3 Initial Area Time of Concentration = 3.57 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] . TC = [1.8*(1.1_0.8200)*( 75.000A.5)/( 1.833A(1/3)1= 357 The initial area total distance of 120.00 (Ft.) entered leaves a remaining distance of 45.00 (Ft.) Page 3 . ecr2u10 Using Figure 3-4, the travel time for this distance is 0.68 minutes for a distance of 45.00 (Ft.) and a slope of 1.83 % with an elevation difference of 0.82(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.683 Minutes Tt=[(11.9*0.0085A3)/( 0.82)]A..385= 0.68 Total initial area Ti = 3.57 minutes from Figure 3-3 formula plus 0.68 minutes from the Figure 3-4 formula = 4.25 minutes calculated TC of 4.249 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KcIA) is C = 0.820 Subarea runoff = 0.661(CFS) Total initial stream area = 0.180(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2005.000 to Point/Station 2005.100 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 83.900(Ft.) End of street segment elevation = 69.350(Ft.) Length of street segment = 560.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the Street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.970(CFS) Depth of flow = 0.206(Ft), Average velocity = 2.602(Ft/s) Streetfiow hydraulics at midpoint of Street travel: Halfstreet flow width = 5.544(Ft.) Flow velocity = 2.60(Ft/s) Travel time = 3.59 min. TC = 7.84 mm. Adding area flow to street Rainfall intensity (I) = 3.352(In/Hr) for a 10.0 year storm user specified 'C' value of 0.810 given for subarea Rainfall intensity = 3..352(Iri/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is C = 0.812 CA = 0.933 Subarea runoff = 2.467(CFS) for 0.970(Ac.) Total runoff = 3.129(CFS) Total area = 1.150(Ac.) Street flow at end of Street = 3.129(cFS) Half street flow at end of street = 1.564(CFS) Depth of flow = 0.232(Ft.), Average velocity = 2.876(Ft/s) Flow width (from curb towards crown)= 6.874(Ft.) Process from Point/Station 2005.100 to Point/Station 2005.200 PIPEFLOW TRAVEL TIME (User specified size) . upstream point/station elevation = 69.760(Ft.) Downstream point/Station elevation = 69.130(Ft.) Pipe length = 16.25(Ft.) Slope = 0.0388 Manning's N = 0.013 Page 4 . ecr2u10 NO. of pipes = 1 Required pipe flow = 3.129(cFs) Given pipe size = 18.00(In.) calculated individual pipe flow = 3.129(cFs) Normal flow depth in pipe = 4.73(in.) Flow top width inside pipe = 15.85(in.) Critical Depth = 8.07(m.) Pipe flow velocity ,= 8.44(Ft/s) Travel time through pipe = 0.03 mm. Time of concentration (TC) = 7.87 mm. Process from Point/Station 2005.200 to Point/Station 2005.400 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 68.820(Ft.) Downstream point/station elevation = 66.740(Ft.) Pipe length = 65.83(Ft.) Slope = 0.0316 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.129(cFS) Given pipe size = 18.00(mn.) calculated individual pipe flow = 3.129(cFs) Normal flow depth in pipe = 4.99(In.) Flow top width inside pipe = 16.11(In.) Critical Depth = 8.07(In.) Pipe flow velocity = 7.85(Ft/s) Travel time through pipe = 0.14 mm. Time of concentration (rc) = 8.01 mm. . ++++++++++++++++++++++++++++++++++++++++ RA ++++++++++++++++++++++++++++++ Process from Point/Station 2005.400 to Point/Station 2005.500 PIPEFLOW TVEL TIME (User specified size) Upstream point/station elevation = 66.410(Ft.) Downstream point/station elevation = 64.150(Ft.) Pipe length = 64.08(Ft.) slope = 0.0353 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.129(cFs) Given pipe size = 18.00(In.) calculated individual pipe flow = 3.129(cFs) Normal flow depth in pipe = 4.85(In.) Flow top width inside pipe = 15.97(In.) critical Depth = 8.07(In.) Pipe flow velocity = 8.16(Ft/s) Travel time through pipe = 0.13 mm. Time of concentration (TC) = 8.14 mm. ++ +++ + ++++++ ++++++++++++++++++ ++++++ ++++ +++++ + +++++++ ++++ +++++++++++ + + Process from Point/Station 2005.500 to Point/Station 2003.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 63.780(Ft.) Downstream point/station elevation = 53.440(Ft.) Pipe length = 40.22(Ft.) Slope = 0.2571 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.129(CFS) Given pipe size = 18.00(In.) calculated individual pipe flow = 3.129(cFs) Normal flow depth in pipe = 2.96(In.) Flow top width inside pipe = 13.35(In.) Critical Depth = 8.07(In.) is Pipe flow velocity = 16.48(Ft/s) Travel time through pipe = 0.04 mm. Time of concentration (TC) = 8.18 mm. Page 5 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2005.100 to Point/Station 2003.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.150(Ac.) Runoff from this stream = 3129(CFS) Time of concentration = 8.18 mm. Rainfall intensity = 3.261(In/Hr) Program is now starting with Main Stream No. 3 ++ ++ + ++ + ++ + +++ ++++++++++++ ++++ ++++ .++++++++++++++++++++ +++++ + Process from Point/Station 2005.300 to Point/Station 2006.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 240.800(Ft.) Highest elevation = 66.200(Ft.) Lowest elevation = 63.900(Ft.) Elevation difference = 2.300(Ft.) Slope = 0.955 % Top of Initial Area Slope adjusted by User to 0.020 % Bottom of Initial Area slope adjusted by User to 0.020 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.02 %, in a development type of General Industrial In Accordance with Figure 3-3 Initial Area Time of Concentration = 10.78 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8(1.1_0.8700)*( 50.000A.5)/( 0.020A(1/3)1= 10.78 The initial area total distance of 240.80 (Ft.) entered leaves a remaining distance of 190.80 (Ft.) Using Figure 3-4, the travel time for this distance is 11.82 minutes for a distance of 190.80 (Ft.) and a slope of 0.02 % with an elevation difference of 0.04(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(mjn/hr) = 11.823 Minutes Tt=[(11.9*0.0361A3)/( 0.04)]A.385= 11.82 Total initial area Ti = 10.78 minutes from Figure 3-3 formula plus 11.82 minutes from the Figure 3-4 formula = 22.61 minutes Rainfall intensity (I) = 1.692(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.147(CFs) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2005.300 to Point/Station 2006.000 (* STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION . Top of street segment elevation = 69.350(Ft.) End of street segment elevation = 63.900(Ft.) Page 6 . ecr2u10 Length of street segment = 210.000(Ft.) Height of curb above gutter flowline = 6.0(m.) width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.400(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(m.) 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 = Depth of flow = 0.167(Ft.), Average velocity = Streetflow hydraulics at midpoint of Street travel: Halfstreet flow width = 3.576(Ft.) Flow velocity = 2.26(Ft/S) Travel time = 1.55 mm. TC = 24.16 mm. Adding area flow to Street 0. 449(CFS) 2. 255(Ft/s) Rainfall intensity (I) = 1.622(In/Hr) for a 10.0 year storm user specified 'C' value of 0.810 given for subarea Rainfall intensity = 1.622(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is C = 0.822 CA = 0.419 Subarea runoff = 0.532(CFS) for 0.410(Ac.) Total runoff = 0.680(CFS) Total area = 0.510(Ac.) Street flow at end of street = 0.680(CFS) is Half Street flow at end of street = 0.680(CFS) Depth of flow = 0.187(Ft.), Average velocity = 2.416(Ft/s) Flow width (from curb towards crown)= 4.583(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2006.000 to Point/Station 2003.100 PIPEFLOW TRAVEL TIME (User specified size) upstream point/station elevation = 62.130(Ft.) Downstream point/station elevation = 60.170(Ft.) Pipe length = 21.11(Ft.) Slope = 0.0928 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.680(CFS) Given pipe size = 18.00(In.) calculated individual pipe flow = 0.680(CFS) Normal flow depth in pipe = 1.82(mn.) Flow toy width inside pipe = 10.84(In) critica depth could not be calculated. Pipe flow velocity = 7.30(Ft/s) Travel time through pipe = 0.05 mm. Time of concentration (TC) = 24.21 mm. Process from Point/Station 2003.100 to Point/Station 2003.200 PIPEFLOW TRAVEL TIME (User specified size) upstream point/station elevation = 59.980(Ft.) Downstream point/station elevation = 56.880(Ft) Pipe length = 28.80(Ft.) Slope = 0.1076 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.680(CFS) Given pipe size = 1800(mn.) Calculated individual pipe flow = 0.680(CFS) Normal flow depth in pipe = 1.75(mn.) Page 7 . ecr2u10 Flow top width inside pipe = 10.67(In.) critical depth could not be calculated. Pipe flow velocity = 7.69(Ft/s) Travel time through pipe = 0.06 mm. Time of concentration (TC) = 24.27 mm. ++++++++++++++.+++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2003.200 to point/Station 2003.000 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 56.470(Ft.) Downstream point/station elevation = 54.440(Ft.) Pipe length = 21.62(Ft.) Slope = 0.0939 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.680(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 0.680(CFS) Normal flow depth in pipe = 1.81(In.) Flow top width inside pipe = 10.82(In.) critical depth could not be calculated. Pipe flow velocity = 7.33(Ft/s) Travel time through pipe = 0.05 mm. Time of concentration (TC) = 24.32 mm. ++++ +++++ + +++++ +++++++++ + +++++++++ ++++++++++ ++ ++++++ ++++ +++ ++++++++ ++ + Process from Point/Station 2006.000 to point/Station 2003.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.510(Ac.) Runoff from this stream = 0.680(CFS) Time of concentration = 24.32 mm. Rainfall intensity = 1.615(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (cFS) (mm) (In/Hr) 1 1.580 7.78 3.368 2 0.680 24.32 1.615 Qmax(1) = 1.000 * 1.000 * 1.580) + 1.000 * 0.320 * 0.680) + = 1.798 Qmax(2) = 0.479 * 1.000 * 1.580) + 1.000 * 1.000 * 0.680) + = 1.437 Total of 2 main streams to confluence: Flow rates before confluence point: 1.580 0.680 Maximum flow rates at confluence using above data: 1.798 1.437 Area of streams before confluence: 1.270 0.510 Results of confluence: . Total flow rate = 1.798(CFS) Time of concentration = 7.778 mm. Effective stream area after confluence = 1.780(Ac.) Page 8 +++.++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2003.000 to Point/Station 2007.000 PIPEFLOW TRAVEL TIME (User specified size) upstream point/station elevation = 53.760(Ft.) Downstream point/station elevation = 53. 520(Ft.) Pipe length = 24.60(Ft.) Slope = 0.0098 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.798(CFs) Given pipe size = 24.00(in.) Calculated individual pipe flow = 1.798(CFs) Normal flow depth in pipe = 4.61(In.) Flow top width inside pipe = 18.90(In.) Critical Depth = 5.57(In.) Pipe flow velocity = 4.27(Ft/s) Travel time through pipe = 0.10 mm. Time of concentration (TC) = 7.87 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.+++++++++ Process from Point/Station 2003.000 to Point/Station 2007.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.780(Ac.) Runoff from this stream = 1.798(CFS) Time of concentration = 7.87 mm. Rainfall intensity = 3.342(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2008.000 to Point/Station 2009.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub-Area C value = 0.710 Initial subarea total flow distance = 125.000(Ft.) Highest elevation = 84.000(Ft.) Lowest elevation = 82.500(Ft.) Elevation difference = 1.500(Ft.) Slope = 1.200 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.20 %, in a development type of 24.0 DU/A or Less In Accordance with Figure 3-3 Initial Area Time of Concentration = 5.33 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.7100)*( 65.000A.5)/( 1.200A(1/3)1= 5.33 The initial area total distance of 125.00 (Ft.) entered leaves a remaining distance of 60.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.00 minutes . for a distance of 60.00 (Ft.) and a slope of 1.20 % with an elevation difference of 0.72(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(mjn/hr) Page 9 . ecr2u10 = 1.003 Minutes Tt=[(11.9*0.0114A3)/( 0.72)]A.385= 1.00 Total initial area Ti = 5.33 minutes from Figure 3-3 formula plus 1.00 minutes from the Figure 3-4 formula = 6.33 minutes Rainfall intensity (I) = 3.847(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff = 0.410(CFs) Total initial stream area = 0.150(Ac.) + ++ + +++++ + ++++ +++++++++++++++++ ++++ ++++++ ++++ ++++++++++++++++++++++++ + Process from Point/Station 2009.000 to Point/Station 2010.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 82.500(Ft.) End of street segment elevation = 67.700(Ft.) Length of street segment = 620.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.500(Ft.) slope from gutter to grade break (v/hz) = 0.020 slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(in.) manning 's N in gutter = 0.0150 Manning 's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of Street = 1.795(cFS) Depth of flow = 0.203(Ft.), Average velocity = 2.468(Ft/s) streetfiow hydraulics at midpoint of street travel: Halfstreet flow width = 5.408(Ft.) Flow velocity = 2.47(Ft/S) Travel time = 4.19 mm. TC = 10.52 mm. Adding area flow to street Rainfall intensity (I) = 2.773(In/Hr) for a 10.0 year storm user specified 'C' value of 0.650 given for subarea Rainfall intensity = 2.773(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.655 CA = 1.108 subarea runoff = 2.661(CFs) for 1.540(Ac.) Total runoff = 3.071(CFS) Total area = 1.690(Ac.) Street flow at end of street = 3.071(CFS) Half street flow at end of street = 1.535(CFs) Depth of flow = 0.234(Ft.), Average velocity = 2.772(Ft/s) Flow width (from curb towards crown)= 6.948(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 2010.000 to Point/station 2007.000 PIPEFLOW TRAVEL TIME (User specified size) upstream point/station elevation = 58.640(Ft.) Downstream point/station elevation = 54.020(Ft.) Pipe length = 48.09(Ft.) Slope = 0.0961 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.071(CFS) Given pipe size = 18.00(in.) Calculated individual pipe flow = 3.071(CFS) . Normal flow depth in pipe = 3.74(In.) Flow top width inside pipe = 14.60(In.) Critical Depth = 8.00(in.) Page 10 . ecr2u10 Pipe flow velocity = 11.58(Ft/s) Travel time through pipe = 0.07 mm. Time of concentration (TC) = 10.59 mm. +++++++++++++ ++++++ + + ++++ +++++ ++ ++ ++ ++++++++++ .++++ + ++++++ +++++ +.++ ++ + Process from Point/Station 2010.000 to Point/Station 2007.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.690(Ac.) Runoff from this stream = 3.071(CFS) Time of concentration = 10.59 mm. Rainfall intensity = 2.761(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 1.798 7.87 3.342 2 3.071 10.59 2.761 Qmax(1) = 1.000 * 1.000 * 1.798) + 1.000 * 0.744 * 3.071) + = 4.082 Qmax(2) = 0.826 * 1.000 * 1.798) + 1.000 * 1.000 * 3.071) + = 4.556 . Total of 2 main streams to confluence: Flow rates before confluence point: 1.798 3.071 Maximum flow rates at confluence using above data: 4.082 4.556 Area of streams before confluence: 1.780 1.690 Results of confluence: Total flow rate = 4.556(CFS) Time of concentration = 10.585 mm. Effective stream area after confluence = 3.470(Ac.) ++ +++++++++ +++++++++ ++++++++ +++++ ++ + ++++++ ++++++++++ + ++ +++++++++++ +++ + Process from Point/Station 2007.000 to Point/Station 2011.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 53.520(Ft.) Downstream point/station elevation = 52.370(Ft.) Pipe length = 98.64(Ft.) slope = 0.0117 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.556(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 4.556(CFS) Normal flow depth in pipe = 7.02(In.) Flow top width inside pipe = 21.84(In.) Critical Depth = 9.00(In.) Pipe flow velocity = 5.95(Ft/s) Travel time through pipe = 0.28 mm. Time of concentration (TC) = 10.86 mm. End of computations, total study area = 4.620 (Ac.) Page 11 ecr3u10 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 01/09/14 ------------------------------------------------------------------------ 10 YEAR HYDROLOGY FOR ULTIMATE CONDITION BASIN ECR3U REVISED BY HL **** Hydrology Study Control Information Program License Serial Number 6218 Rational hydrology study storm event year is 10.0 English On-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1.700 24 hour precipitation(inches) = 3.100 P6/P24 = 54.8% is San Diego hydrology manual 'C' values used ++ ++ ++ ++++ ++++++++++ + + +++++++ +++++++++++++ + ++ +++++++++++++ +++ ++++++++ + Process from Point/Station 2012.000 to Point/Station 2013.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 300.000(Ft.) Highest elevation = 101.600(Ft.) Lowest elevation = 83.000(Ft.) Elevation difference = 18.600(Ft.) Slope = 6.200 % Top of Initial Area Slope adjusted by User to 25.000 % Bottom of Initial Area slope adjusted by User to 0.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 25.00 %, in a development type of Permanent open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.62 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)J TC = [1.8*(1.1_0.3500)*( 100.000A.5)/( 25.000A(1/3)]= 4.62 The initial area total distance of 300.00 (Ft.) entered leaves a remaining distance of 200.00 (Ft.) . Using Figure 3-4, the travel time for this distance is 3.55 minutes for a distance of 200.00 (Ft.) and a slope of 0.50 % Page 1 ecr3u10 . with an elevation difference of 1.00(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(m.jfl/hr) = 3.550 Minutes Tt=[(11.9*0.0379A3)/( 1.00)]A.385= 3.55 Total initial area Ti = 4.62 minutes from Figure 3-3 formula plus 3.55 minutes from the Figure 3-4 formula = 8.17 minutes Rainfall intensity (I) = 3.264(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.468(CFS) Total initial stream area = 0.410(Ac.) Process from Point/Station 2013.000 to Point/Station 2013.100 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 77.140(Ft.) Downstream point/station elevation = 76.330(Ft.) Pipe length = 32.24(Ft.) Slope = 0.0251 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.468(CFS) Given pipe size = 18.00(m.) Calculated individual pipe flow = 0.468(CFS) Normal flow depth in pipe = 2.07(m.) Flow top width inside pipe = 11.49(In.) Critical Depth = 3.04(In.) Pipe flow velocity = 4.13(Ft/s) Travel time through pipe = 0.13 mm. Time of concentration (TC) = 8.30 mm. . Process from point/Station 2013.100 to Point/Station 3001.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 76.000(Ft.) Downstream point/station elevation = 73.140(Ft.) Pipe length = 301.23(Ft.) Slope = 0.0095 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.468(CFS) Given pipe size = 18.00(mn.) Calculated individual pipe flow = 0.468(CFS) Normal flow depth in pipe = 2.62(mn.) Flow top width inside pipe = 12.70(in.) Critical Depth = 3.04(mn.) Pipe flow velocity = 2.94(Ft/s) Travel time through pipe = 1.71 mm. Time of concentration (TC) = 10.00 mm. + +++ ++++ ++ +++ ++++++ ++++ +++ +++ ++++++++ + ++++++++++++++++ +++ + +++ ++++++++ + Process from Point/Station 2013.100 to Point/Station 3001.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.410(Ac.) Runoff from this stream = 0.468(CFS) Time of concentration = 10.00 mm. Rainfall intensity = 2.863(In/Hr) Program is now starting with Main Stream No. 2 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 2004.000 to Point/Station 3000.000 Page 2 ecr3u10 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub-Area C value = 0.710 Initial subarea total flow distance = 115.000(Ft.) Highest elevation = 86.100(Ft.) Lowest elevation = 84.100(Ft.) Elevation difference = 2.000(Ft.) Slope = 1.739 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.74 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.06 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.7100)*( 75.000A.5)/( 1.739A(1/3)1= 5.06 The initial area total distance of 115.00 (Ft.) entered leaves a remaining distance of 40.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.64 minutes for a distance of 40.00 (Ft.) and a slope of 1.74 % with an elevation difference of 0.70(Ft.) from the end of the top area Tt = [11.9length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.636 Minutes Tt=[(11.9*0.0076A3)/( 0.70)]A.385= 0.64 Total initial area Ti = 5.06 minutes from Figure 3-3 formula plus 0.64 minutes from the Figure 3-4 formula = 5.69 minutes Rainfall intensity (I) = 4.120(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff = 0.673(CFS) Total initial stream area = 0.230(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 3000.000 to Point/Station 3001.000 PIPEFLOW TRAVEL TIME (User specified size) upstream point/station elevation = 74.270(Ft.) Downstream point/station elevation = 73.140(Ft) Pipe length = 57.17(Ft.) slope = 0.0198 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.673(CFS) Given pipe size = 18.00(in.) Calculated individual pipe flow = 0.673(CFS) Normal flow depth in pipe = 2.62(in.) Flow top width inside pipe = 12.69(m.) Critical Depth = 3.64(In.) Pipe flow velocity = 4.24(Ft/s) Travel time through pipe = 0.22 mm. Time of concentration (TC) = 5.92 mm. + ++ + + +++++++++++++++++++++ +++++++++ ++ ++++++++ ++++++++++ ++++ +++ +++++++ + Process from Point/Station 3000.000 to Point/Station 3001.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: . In Main Stream number: 2 Stream flow area = 0.230(Ac.) Page 3 ecr3u10 Runoff from this stream = 0.673(CFS) Time of concentration = 5.92 mm. Rainfall intensity = 4.018(In/Hr) summary of stream data: Stream Flow rate TC Rainfall Intensity No. (cFS) (mm) (In/Hr) 1 0.468 10.00 2.863 2 0.673 5.92 4.018 Qmax(1) = 1.000 * 1.000 * 0.468) + 0.713 * 1.000 0.673) + = 0.948 Qmax(2) = 1.000 * 0.591 * 0.468) + 1.000 * 1.000 * 0.673) + = 0.950 Total of 2 main streams to confluence: Flow rates before confluence point: 0.468 0.673 Maximum flow rates at confluence using above data: 0.948 0.950 Area of streams before confluence: 0.410 0.230 Results of confluence: Total flow rate = 0.950(CFS) Time of concentration = 5.917 mm. Effective stream area after confluence = 0.640(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3001.000 to Point/Station 3002.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 72.810(Ft.) Downstream point/station elevation = 71.020(Ft.) Pipe length = 91.84(Ft.) Slope = 0.0195 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.950(cFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 0.950(cFs) Normal flow depth in pipe = 311(In.) Flow top width inside pipe = 13.60(in.) critical Depth = 4.35(In.) Pipe flow velocity = 4.67(Ft/s) Travel time through pipe = 0.33 mm. Time of concentration (TC) = 6.24 mm. + +++ +++++++ ++++++ + ++++++++++ ++++ +++ ++++++++++++ +++++++++++++ ++ +++ ++++ + Process from Point/Station 3001.000 to Point/Station 3002.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is liste In Main Stream number: 1 Stream flow area = 0.640(Ac.) Runoff from this stream = 0.950(CFS) Time of concentration = 6.24 mm. Rainfall intensity = 3.881(In/Hr) . Program is now starting with Main Stream No. 2 Page 4 ecr3u10 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3002.000 to Point/Station 3002.000 USER DEFINED FLOW INFORMATION AT A POINT User specified 'C' value of 0.630 given for subarea Rainfall intensity (I) = 2.216(In/Hr) for a 10.0 year storm User specified values are as follows: TC = 14.89 mm. Rain intensity = 2.22(In/Hr) Total area = 54.860(Ac.) Total runoff = 103.690(cFs) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3002.000 to Point/Station 3002.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 54.860(Ac.) Runoff from this stream = 103.690(CFS) Time of concentration = 14.89 mm. Rainfall intensity = 2.216(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 0.950 6.24 3.881 2 103.690 14.89 2.216 Qmax(1) = 1.000 * 1.000 * 0.950) + 1.000 * 0.419 * 103.690) + = 44.434 Qmax(2) = 0.571 * 1.000 * 0.950) + 1.000 * 1.000 * 103.690) + = 104.232 Total of 2 main streams to confluence: Flow rates before confluence point: 0.950 103.690 Maximum flow rates at confluence using above data: 44.434 104.232 Area of streams before confluence: 0.640 54.860 Results of confluence: Total flow rate = 104.232(CFS) Time of concentration = 14.890 mm. Effective stream area after confluence = 55.500(Ac.) Process from Point/Station 3002.000 to Point/Station 3003.000 PIPEFLOW TRAVEL TIME (User specified size) upstream point/station elevation = 70.690(Ft.) Downstream point/station elevation = 69.160(Ft.) Pipe length = 153.96(Ft.) Slope = 0.0099 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 104.232(cFs) Given pipe size = 48.00(In.) . Calculated individual pipe flow = 104.232(CFS) Normal flow depth in pipe = 30.38(In.) Page 5 ecr3u10 . Flow top width inside pipe = 46.28(m.) Critical Depth = 37.09(In.) Pipe flow velocity = 12.43(Ft/s) Travel time through pipe = 0.21 mm. Time of concentration (TC) = 15.10 mm. +++++++++.++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3002.000 to Point/Station 3003.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 55.500(Ac.) Runoff from this stream = 104.232(CFS) Time of concentration = 15.10 mm. Rainfall intensity = 2.196(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 3004.000 to Point/Station 3005.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) is IS value, Ai = 0.400 Sub-Area C value = 0.570 Initial subarea total flow distance = 300.000(Ft.) Highest elevation = 91.700(Ft.) Lowest elevation = 82.200(Ft.) Elevation difference = 9.500(Ft.) Slope = 3.167 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 3.17 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.33 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.5700)( 95.000A.5)/( 3.167A(1/3)1= 6.33 The initial area total distance of 300.00 (Ft.) entered leaves a remaining distance of 205.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.78 minutes for a distance of 205.00 (Ft.) and a slope of 3.17 % with an elevation difference of 6.49(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 1.778 Minutes Tt=[(11.9*0.0388A3)/( 6.49)]A.385= 1.78 Total initial area Ti = 6.33 minutes from Figure 3-3 formula plus 1.78 minutes from the Figure 3-4 formula = 8.11 minutes Rainfall intensity (I) = 3.279(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KcIA) is C = 0.570 subarea runoff = 2.336(CFS) Total initial stream area = 1.250(Ac.) Process from Point/Station 3004.000 to Point/Station 3005.000 CONFLUENCE OF MINOR STREAMS Page 6 ecr3u10 Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.250(Ac.) Runoff from this stream = 2.336(CFS) Time of concentration = 8.11 mm. Rainfall intensity = 3.279(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3006.000 to Point/Station 3005.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Al = 0.950 Sub-Area C value = 0.870 Initial subarea total flow distance = 148.000(Ft.) Highest elevation = 86.000(Ft.) Lowest elevation = 82.200(Ft.) Elevation difference = 3.800(Ft.) Slope = 2.568 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.57 %, in a development type of General Industrial In Accordance with Figure 3-3 Initial Area Time of Concentration = 2.70 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.8700)*( 80.000A.5)/( 2.568A(1/3)]= 2.70 The initial area total distance of 148.00 (Ft.) entered leaves a remaining distance of 68.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.82 minutes for a distance of 68.00 (Ft.) and a slope of 2.57 % with an elevation difference of 1.75(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(mjn/hr) = 0.824 Minutes Tt=[(11.9*0.0129A3)/( 1.75)]A.385= 0.82 Total initial area Ti = 2.70 minutes from Figure 3-3 formula plus 0.82 minutes from the Figure 3-4 formula = 3.53 minutes Calculated TC of 3.528 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.896(CFS) Total initial stream area = 0.230(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3006.000 to Point/Station 3005.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.230(Ac.) Runoff from this stream = 0.896(CFS) Time of concentration = 3.53 mm. Rainfall intensity 4.479(In/Hr) Summary of stream data: . Stream Flow rate TC Rainfall Intensity No. (cFS) (mm) (In/Hr) Page 7 ecr3u10 1 2.336 8.11 3.279 2 0.896 3.53 4.479 Qmax(1) = 1.000 * 1.000 * 2.336) + 0.732 * 1.000 * 0.896) + = 2.992 Qmax(2) = 1.000 * 0.435 * 2.336) + 1.000 * 1.000 * 0.896) + = 1.913 Total of 2 streams to confluence: Flow rates before confluence point: 2.336 0.896 Maximum flow rates at confluence using above data: 2.992 1.913 Area of streams before confluence: 1.250 0.230 Results of confluence: Total flow rate = 2.992(CFS) Time of concentration = 8.110 mm. Effective stream area after confluence = 1.480(Ac.) +++++++++ ++ + + + + ++++++ ++++++++++++ ++++++ + ++ +++++++++ + ++ + ++++++++++++++ + Process from Point/Station 3005.000 to Point/Station 3007.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 82.200(Ft.) End of street segment elevation = 80.200(Ft.) Length of street segment = 180.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 3.407(cFS) Depth of flow = 0.266(Ft.), Average velocity = 2.114(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.569(Ft.) Flow velocity = 2.11(Ft/s) Travel time = 1.42 min. TC = 9.53 mm. Adding area flow to street Rainfall intensity (I) = 2.955(In/Hr) for a 10.0 year storm User specified 'C' value of 0.790 given for subarea Rainfall intensity = 2.955(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is C = 0.654 CA = 1.236 Subarea runoff = 0.662(CFS) for 0.410(Ac.) Total runoff = 3.654(CFS) Total area = 1.890(Ac.) Street flow at end of Street = 3.654(CFS) Half street flow at end of Street = 1.827(CFS) Depth of flow = 0.271(Ft.), Average velocity = 2.149(Ft/s) Flow width (from curb towards crown)= 8.825(Ft.) Page 8 ecr3u10 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3007.000 to Point/Station 3003.100 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 73 .640(Ft.) Downstream point/station elevation = 73.050(Ft.) Pipe length = 58.76(Ft.) Slope = 0.0100 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.654(CFS) Given pipe size = 18.00(in.) calculated individual pipe flow = 3.654(CFS) Normal flow depth in pipe = 7.32(In.) Flow top width inside pipe = 17.68(In.) Critical Depth = 8.76(m.) Pipe flow velocity = 5.42(Ft/s) Travel time through pipe = 0.18 mm. Time of concentration (TC) = 9.71 mm. ++ + ++ +++++++++ ++++++++++++++ ++ + + +++++++++++ ++++++++ +++++++++++ +++++++ + Process from Point/Station 3003.100 to Point/Station 3003.000 PIPEFLOW TRAVEL TIME (User specified size) upstream point/station elevation = 72.720(Ft.) Downstream point/station elevation = 71.320(Ft.) Pipe length = 37.00(Ft.) Slope = 0.0378 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.654(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.654(CFS) Normal flow depth in pipe = 5.15(mn.) Flow top width inside pipe = 16.27(m.) critical Depth = 8.76(m.) Pipe flow velocity = 8.75(Ft/s) Travel time through pipe = 0.07 mm. Time of concentration (TC) = 9.78 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3007.000 to Point/Station 3003.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.890(Ac.) Runoff from this stream = 3.654(CFS) Time of concentration = 9.78 mm. Rainfall intensity = 2.906(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (cFS) (mm) (In/Hr) 1 104.232 15.10 2.196 2 3.654 9.78 2.906 Qmax(1) = 1.000 * 1.000 * 104.232) + 0.756 * 1.000 * 3.654) + = 106.994 Qmax(2) = 1.000 * 0.648 * 104.232) + 1.000 * 1.000 * 3.654) + = 71.178 Total of 2 main streams to confluence: Page 9 ec r 3 u 10 . Flow rates before confluence point: 104.232 3.654 Maximum flow rates at confluence using above data: 106.994 71.178 Area of streams before confluence: 55.500 1.890 Results of confluence: Total flow rate = 106.994(CFS) Time of concentration = 15.096 mm. Effective stream area after confluence = 57.390(Ac.) + +++ ++++ ++++++++++++++++ ++++++++++ +++ + ++++++ + + ++++++ + ++++++ ++++ ++++ ++ + Process from Point/Station 3003.000 to Point/Station 3003.000 SUBAREA FLOW ADDITION Rainfall intensity (I) = 2.196(In/Hr) for a 10.0 year storm 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 [UNDISTURBED NATURAL TERRAIN ] (Permanent open Space ) Impervious value, Ai = 0.000 Sub-Area C value = 0.350 The area added to the existing stream causes a a lower flow rate of Q = 79.459(CFS) therefore the upstream flow rate of Q = 106.994(cFS) is being used Time of concentration = 15.10 mm. Rainfall intensity = 2.196(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is C = 0.628 CA = 36.182 Subarea runoff = 0.000(CFS) for 0.220(Ac.) Total runoff = 106.994(CFs) Total area = 57.610(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3003.000 to Point/Station 3010.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 68.820(Ft.) Downstream point/station elevation = 65.980(Ft.) Pipe length = 147.97(Ft.) Slope = 0.0192 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 106.994(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 106.994(CFS) Normal flow depth in pipe = 25.05(In.) Flow top width inside pipe = 47.95(In.) Critical Depth = 37.54(In.) Pipe flow velocity = 16.12(Ft/s) Travel time through pipe = 0.15 mm. Time of concentration (TC) = 15.25 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3003.000 to Point/Station 3010.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: . In Main Stream number: 1 Stream flow area = 57.610(Ac.) Page 10 e cr3 u 10 . Runoff from this stream = 106.994(CFS) Time of concentration = 15.25 min. Rainfall intensity = 2.182(In/Hr) Program is now starting with Main Stream No. Process from Point/Station 3008.000 to Point/Station 3009.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C value = 0.870 Initial subarea total flow distance = 285.000(Ft.) Highest elevation = 84.200(Ft.) Lowest elevation = 78.400(Ft.) Elevation difference = 5.800(Ft.) Slope = 2.035 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 2.04 %, in a development type of General Industrial In Accordance with Figure 3-3 Initial Area Time of Concentration = 2.73 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.8700)*( 70.000A.5)/( 2.035A(1/3)1= 2.73 The initial area total distance of 285.00 (Ft.) entered leaves a remaining distance of 215.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.19 minutes for a distance of 215.00 (Ft.) and a slope of 2.04 % with an elevation difference of 4.38(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 2.187 Minutes Tt=[(11.9*0.0407A3)/( 4.38)]A.385= 2.19 Total initial area Ti = 2.73 minutes from Figure 3-3 formula plus 2.19 minutes from the Figure 3-4 formula = 4.92 minutes Calculated TC of 4.920 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 subarea runoff = 1.676(CFS) Total initial stream area = 0.430(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3009.000 to Point/Station 3010.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 61.340(Ft.) Downstream point/station elevation = 60.650(Ft.) Pipe length = 34.25(Ft.) Slope = 0.0201 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.676(CFS) Given pipe size = 18.00(in.) Calculated individual pipe flow = 1.676(CFS) Normal flow depth in pipe = 4.08(In.) Flow toy width inside pipe = 15.07(In.) Critica Depth = 5.84(In.) Pipe flow velocity = 5.58(Ft/s) Travel time through pipe = 0.10 mm. Page 11 ecr3u10 Time of concentration (TC) = 502 mm. +++++++++ +++++ + ++++++++ ++++++ ++++++++ +++ + +++ ++++++ + +++++++++++++++ +++ + Process from Point/Station 3009.000 to Point/Station 3010.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.430(Ac.) Runoff from this stream = 1.676(CFS) Time of concentration = 5.02 mm. Rainfall intensity = 4.466(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 106.994 15.25 2.182 2 1.676 5.02 4.466 Qmax(1) = 1.000 1.000 * 106.994) + 0.489 * 1.000 * 1.676) + = 107.812 Qmax(2) = 1.000 * 0.329 * 106.994) + 1.000 * 1.000 * 1.676) + = 36.913 Total of 2 main streams to confluence: Flow rates before confluence point: . 106.994 1.676 Maximum flow rates at confluence using above data: 107.812 36.913 Area of streams before confluence: 57.610 0.430 Results of confluence: Total flow rate = 107.812(CFS) Time of concentration = 15.249 mm. Effective stream area after confluence = 58.040(Ac.) + +++++++++ ++++ + ++++++++++ +++ + ++++++++++++ ++++ ++++++++++ ++++++++++++++ + Process from Point/Station 3010.000 to Point/Station 4000.000 PIPEFLOW TRAVEL TIME (User specified size) upstream point/station elevation = 65.650(Ft.) Downstream point/station elevation = 61.690(Ft.) Pipe length = 196.00(Ft.) Slope = 0.0202 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 107.812(CFs) Given pipe size = 48.00(in.) calculated individual pipe flow = 107.812(cFS) Normal flow depth in pipe = 24.80(In.) Flow to width inside pipe = 47.97(In.) Critical Depth = 37.69(In.) Pipe flow velocity = 16.47(Ft/s) Travel time through pipe = 0.20 mm. Time of concentration (TC) = 15.45 mm. .Process from Point/Station 3003.000 to Point/Station 4000.000 Page 12 ec r 3 u 10 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 58.040(Ac.) Runoff from this stream = 107.812(CFS) Time of concentration = 15.45 mm. Rainfall intensity = 2.164(In/Hr) Program is now starting with Main Stream No. 2 ++ +++++++++++ ++ ++++ + + ++++++++++++ ++++ +++ ++ +++++ + Process from Point/Station 4001.000 to Point/Station 4002.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Al = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 180.000(Ft.) Highest elevation = 91.800(Ft.) Lowest elevation = 90.000(Ft.) Elevation difference = 1.800(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 7.3 DU/A or Less In Accordance with Figure 3-3 Initial Area Time of Concentration = 7.69 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.5700)*( 65.000A.5)/( 1.000A(1/3)]= 7.69 The initial area total distance of 180.00 (Ft.) entered leaves a remaining distance of 115.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.78 minutes for a distance of 115.00 (Ft.) and a slope of 1.00 % with an elevation difference of 1.15(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 1.776 Minutes Tt=[(11.9*0.0218A3)/( 1.15)]A.385= 1.78 Total initial area Ti = 7.69 minutes from Figure 3-3 formula plus 1.78 minutes from the Figure 3-4 formula = 9.47 minutes Rainfall intensity (I) = 2.967(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.507(CFS) Total initial stream area = 0.300(Ac.) +++ ++++++++ +++++++++ + ++++++ + ++ ++++ +++ ++++++++++++++++++++ ++++ ++ ++ ++++ + Process from Point/Station 4002.000 to Point/Station 4003.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 90.000(Ft.) End of street segment elevation = 84.900(Ft.) Length of street segment = 450.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 16.000(Ft.) Distance from crown to crossfall grade break = 14.500(Ft.) . Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Page 13 ec r 3 u 10 . Street flow is on [2] side(s) of the Street Distance from curb to property line = 5.500(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) manning 's N in gutter = 0.0150 Manning 's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of Street = 2.725(CFS) Depth of flow = 0.287(Ft.), Average velocity = 2.045(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.510(Ft.) Flow velocity = 2.04(Ft/s) Travel time = 3.67 min. TC = 13.13 mm. Adding area flow to street Rainfall intensity (I) = 2.402(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C value = 0.570 Rainfall intensity = 2.402(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.995 Subarea runoff = 4.285(CFS) for 3.200(Ac.) Total runoff = 4.793(CFS) Total area = 3.500(Ac.) Street flow at end of street = 4.793(CFS) • Half Street flow at end of Street = 2.396(CFS) Depth of flow = 0.329(Ft.), Average velocity = 2.323(Ft/s) Flow width (from curb towards crown)= 9.639(Ft.) Process from Point/Station 4003.000 to Point/Station 4004.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 81.400(Ft.) Downstream point/station elevation = 64.770(Ft.) Pipe length = 70.00(Ft.) Slope = 0.2376 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.793(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.793(CFS) Normal flow depth in pipe = 3.72(In.) Flow top width inside pipe = 14.58(In.) Critical Depth = 10.10(In.) Pipe flow velocity = 18.17(Ft/s) Travel time through pipe = 0.06 mm. Time of concentration (TC) = 13.20 mm. ++++ + +++ ++++++++++ +++++++++++ ++++++ +++ + +++++ ++++++ +++++++++++++ + Process from Point/Station 4003.000 to Point/Station 4004.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.500(Ac.) Runoff from this stream = 4.793(CFS) Time of Concentration = 13.20 mm. Rainfall intensity = 2.395(In/Hr) Page 14 ec r 3 u 10 Process from Point/Station 4005.000 to Point/Station 4006.000 (*** INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C value = 0.790 Initial subarea total flow distance = 430.000(Ft.) Highest elevation = 82.600(Ft.) Lowest elevation = 70.800(Ft.) Elevation difference = 11.800(Ft.) slope = 2.744 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.74 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.67 minutes TC = [1.8*(1.1_c)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.7900)*( 85.000A.5)/( 2.744A(1/3)]= 3.67 The initial area total distance of 430.00 (Ft.) entered leaves a remaining distance of 345.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.81 minutes for a distance of 345.00 (Ft.) and a slope of 2.74 % with an elevation difference of 9.47(Ft.) from the end of the top area . Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 2.805 Minutes Tt=[(11.9*0.0653A3)/( 9.47)]A.385= 2.81 Total initial area Ti = 3.67 minutes from Figure 3-3 formula plus 2.81 minutes from the Figure 3-4 formula = 6.48 minutes Rainfall intensity (I) = 3.789(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KcIA) is C = 0.790 Subarea runoff = 2.275(CFS) Total initial stream area = 0.760(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4006.000 to Point/Station 4004.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 64.890(Ft.) Downstream point/station elevation = 64.790(Ft.) Pipe length = 8.03(Ft.) Slope = 0.0125 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.275(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.275(CFS) Normal flow depth in pipe = 5.37(m.) Flow top width inside pipe = 16.47(In.) Critical Depth = 6.83(In.) Pipe flow velocity = 5.13(Ft/s) Travel time through pipe = 0.03 mm. Time of concentration (TC) = 6.51 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4006.000 to Point/Station 4004.000 CONFLUENCE OF MINOR STREAMS W Page 15 ec r 3 u 10 Along Main Stream number: 2 in normal stream number 2 stream flow area = 0.760(Ac.) Runoff from this stream = 2.275(CFS) Time of concentration = 6.51 mm. Rainfall intensity = 3.780(In/Hr) summary of stream data: Stream Flow rate TC No. (CFS) (mm) 1 4.793 13.20 2 2.275 6.51 Qmax(1) = 1.000 * 1.000 * 0.634 * 1.000 * Qmax(2) = Rainfall Intensity (In/Hr) 2.395 3.780 4.793) + 2.275) + = 6.234 1.000 * 0.493 * 4.793) + 1.000 * 1.000 * 2.275) + = 4.637 Total of 2 streams to confluence: Flow rates before confluence point: 4.793 2.275 Maximum flow rates at confluence using above data: 6.234 4.637 Area of streams before confluence: 3.500 0.760 Results of confluence: Total flow rate = 6.234(CFS) Time of concentration = 13.199 mm. Effective stream area after confluence = 4.260(Ac.) + +++++++++++++++++++++ ++++ ++++++++++++++ +++ +++ + ++++++ +++++++ +++++ + + Process from Point/Station 4004.000 to Point/Station 4000.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 64.230(Ft.) Downstream point/station elevation = 63.360(Ft.) Pipe length = 86.50(Ft.) Slope = 0.0101 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.234(cFs) Given pipe size = 24.00(In.) calculated individual pipe flow = 6.234(cFs) Normal flow depth in pipe = 8.60(In.) Flow toy width inside pipe = 23.02(m.) Critica Depth = 10.59(In.) Pipe flow velocity = 6.16(Ft/s) Travel time through pipe = 0.23 mm. Time of concentration (TC) = 13.43 mm. ++ ++ + + ++ ++++ + + ++++++++++ +++++++ ++++ ++++ +++++++++++++ ++++++++++++++ +++ + Process from Point/Station 4004.000 to Point/Station 4000.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.260(Ac.) Runoff from this stream = 6.234(cFS) Time of concentration = 13.43 mm. Rainfall intensity = 2.368(mn/Hr) . Program is now starting with Main Stream No. 3 Page 16 ecr3u10 • ++++ +++++++ ++ + ++++++ ++++++++++ + ++++++++++++ + Process from Point/Station 4008.000 to Point/Station 4009.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C value = 0.350 Initial subarea total flow distance = 150.000(Ft.) Highest elevation = 114.800(Ft.) Lowest elevation = 100.400(Ft.) Elevation difference = 14.400(Ft.) Slope = 9.600 % Top of initial Area slope adjusted by User to 30.000 % Bottom of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.34 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.3500)*( 100.000A.5)/( 30.000A(1/3)]= 4.34 The initial area total distance of 150.00 (Ft.) entered leaves a remaining distance of 50.00 (Ft.) using Figure 3-4, the travel time for this distance is 0.72 minutes • for a distance of 50.00 (Ft.) and a slope of 2.00 % with an elevation difference of 1.00(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.716 Minutes Tt=[(11.9*0.0095A3)/( 1.00)]A.385= 0.72 Total initial area Ti = 4.34 minutes from Figure 3-3 formula plus 0.72 minutes from the Figure 3-4 formula = 5.06 minutes Rainfall intensity (I) = 4.444(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0140(CFS) Total initial stream area = 0.090(Ac.) +++++++ ++++++ ++++++ +++++++ ++++++ +++++ + ++++++++++ ++ +++ ++ + +++++++ ++++++ + Process from Point/Station 4009.000 to Point/Station 4010.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 99.400(Ft.) Downstream point elevation = 89.100(Ft.) Channel length thru subarea = 320.000(Ft.) Channel base width = 0.015(Ft.) Slope or 'z' of left channel bank = 0.000 slope or 'z' of right channel bank = 0.000 !Warning: Water is above left or right bank elevations !Warning: Water is above left or right bank elevations !Warning: Water is above left or right bank elevations !Warning: Water is above left or right bank elevations Estimated mean flow rate at midpoint of channel = 0.684(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.100(Ft.) Flow(q) thru subarea = 0.684(CFS) . Depth of flow = 5.041(Ft.), Average velocity = 8.933(Ft/s) !Warning: water is above left or right bank elevations Page 17 ecr3u10 . Channel flow top width = 0.015(Ft.) Flow velocity = 8.93(Ft/s) Travel time = 0.60 mm. Time of concentration = 5.66 mm. critical depth = 4.000(Ft.) ERROR - channel depth exceeds maximum allowable depth Adding area flow to channel Rainfall intensity (I) = 4.136(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type I (General Industrial ) Impervious value, Al = 0.950 Sub-Area C value = 0.870 Rainfall intensity = 4.136(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.759 CA = 0.319 Subarea runoff = 1.178(CFS) for 0.330(Ac.) Total runoff = 1.318(CFS) Total area = 0.420(Ac.) Depth of flow = 7.468(Ft.), Average velocity = 11.609(Ft/s) !Warning: Water is above left or right bank elevations ERROR - Channel depth exceeds maximum allowable depth Critical depth = 6.125(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4009.000 to point/Station 4010.000 CONFLUENCE OF MINOR STREAMS . Along Main Stream number: 3 in normal stream number 1 Stream flow area = 0.420(Ac.) Runoff from this stream = 1.318(CFS) Time of concentration = 5.66 mm. Rainfall intensity = 4.136(In/Hr) ++++++++++++ ++ ++ ++ +++++++++ +++++++ +++ ++++ ++++++++++ + ++ + ++++++++++++++ + Process from Point/Station 4011.000 to Point/Station 4010.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Al = 0.000 Sub-Area C value = 0.350 Initial subarea total flow distance = 290.000(Ft.) Highest elevation = 99.000(Ft.) Lowest elevation = 89.100(Ft.) Elevation difference = 9.900(Ft.) Slope = 3.414 % Top of Initial Area Slope adjusted by User to 30.000 % Bottom of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 %, in a development type of Permanent Open Space In Accordance with Figure 3-3 Initial Area Time of Concentration = 4.34 minutes TC = [1.8*(1.1_c)*distance(Ft.)A.5)/(% slopeA(1/3)] Page 18 ecr3u10 . TC = [1.8*(1.1_0.3500)*( 100.000A.5)/( 30.000A(1/3)1= 4.34 The initial area total distance of 290.00 (Ft.) entered leaves a remaining distance of 190.00 (Ft.) using Figure 3-4, the travel time for this distance is 2.00 minutes for a distance of 190.00 (Ft.) and a slope of 2.00 % with an elevation difference of 3.80(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 2.001 Minutes Tt=[(11.9*0.0360A3)/( 3.80)]A.385= 2.00 Total initial area Ti = 4.34 minutes from Figure 3-3 formula plus 2.00 minutes from the Figure 3-4 formula = 6.35 minutes Rainfall intensity (I) = 3.841(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KcIA) is C = 0.350 Subarea runoff = 0.323(CFS) Total initial stream area = 0.240(Ac.) ++ ++ ++ +++++ ++ ++++ + ++ + +++ ++++++++++++++++ ++++++++++++++++++ ++++++ + Process from Point/Station 4011.000 to Point/Station 4010.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 3 in normal stream number 2 Stream flow area = 0.240(Ac.) Runoff from this stream = 0.323(CFS) Time of concentration = 6.35 mm. Rainfall intensity = 3.841(In/Hr) summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 1.318 5.66 4.136 2 0.323 6.35 3.841 Qmax(1) = 1.000 * 1.000 * 1.318) + 1.000 * 0.892 * 0.323) + = 1.605 Qmax(2) = 0.929 * 1.000 * 1.318) + 1.000 * 1.000 * 0.323) + = 1.546 Total of 2 streams to confluence: Flow rates before confluence point: 1.318 0.323 Maximum flow rates at confluence using above data: 1.605 1.546 Area of streams before confluence: 0.420 0.240 Results of confluence: Total flow rate = 1.605(CFS) Time of concentration = 5.658 mm. Effective stream area after confluence = 0.660(Ac.) + +++ ++ ++ +++ + ++++++ +++ + +++++++++++ +++++++++++++++++++ +++++ ++++ +++++ +++ + Process from Point/Station 4010.000 to Point/Station 4010.100 PIPEFLOW TRAVEL TIME (user specified size) upstream point/station elevation = 84.000(Ft.) Downstream point/station elevation = 65.690(Ft.) Pipe length = 25.00(Ft.) Slope = 0.7324 Manning's N = 0.013 . No. of pipes = 1 Required pipe flow = 1.605(cFs) Given pipe size = 18.00(In.) Page 19 ecr3u10 Calculated individual pipe flow = 1.605(cFs) Normal flow depth in pipe = 1.67(In.) Flow top width inside pipe = 10.45(in.) Critical Depth = 5.71(in.) Pipe flow velocity = 19.47(Ft/s) Travel time through pipe = 0.02 mm. Time of concentration (TC) = 5.68 mm. +++ +++++++++.++ +++++ ++++++ + ++ ++++++ + + ++++++ + ++ ++++ ++ +++++++++++++ ++++ + Process from Point/Station 4010.100 to Point/Station 4010.100 SUBAREA FLOW ADDITION Rainfall intensity (I) = 4.126(In/Hr) for a 10.0 year storm 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 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C value = 0.350 Time of concentration = 5.68 mm. Rainfall intensity = 4.126(In/I-Ir) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.503 CA = 0.564 Subarea runoff = 0.720(CFS) for 0.460(Ac.) Total runoff = 2.325(CFS) Total area = 1.120(Ac.) is ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4010.100 to Point/Station 4000.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 65.360(Ft.) Downstream point/station elevation = 63.860(Ft.) Pipe length = 30.00(Ft.) Slope = 0.0500 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.325(CFS) Given pipe size = 18.00(In.) calculated individual pipe flow = 2.325(CFS) Normal flow depth in pipe = 3.83(In.) Flow top width inside pipe = 14.73(In.) Critical Depth = 6.92(In.) Pipe flow velocity = 8.48(Ft/s) Travel time through pipe = 0.06 mm. Time of concentration (TC) = 5.74 mm. Process from Point/Station 4010.100 to Point/Station 4000.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.120(Ac.) Runoff from this stream = 2.325(CFS) Time of concentration = 5.74 mm. Rainfall intensity = 4.098(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity . No. (CFS) (mm) (In/Hr) Page 20 1 107.812 15.45 ecr3u102.164 2 2.325 5.74 4.098 Qmax(1) = 1.000 * 1.000 107.812) + 0.528 * 1.000 * 2.325) + = 109.040 Qmax(2) = 1.000 0.371 * 107.812) + 1.000 * 1.000 * 2.325) + = 42.372 Total of 2 main streams to confluence: Flow rates before confluence point: 107.812 2.325 Maximum flow rates at confluence using above data: 109.040 42.372 Area of streams before confluence: 58.040 1.120 Results of confluence: Total flow rate = 109.040(CFS) Time of concentration = 15.448 mm. Effective stream area after confluence = 59.160(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4000.000 to Point/Station 4011.300 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 61.360(Ft.) Downstream point/station elevation = 57.990(Ft.) Pipe length = 90.49(Ft.) slope = 0.0372 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 109.040(CFS) Given pipe size = 48.00(In.) calculated individual pipe flow = 109.040(CFS) Normal flow depth in pipe = 20.91(in.) Flow top width inside pipe = 47.60(in.) Critical Depth = 37.91(In.) Pipe flow velocity = 20.74(Ft/s) Travel time through pipe = 0.07 mm. Time of concentration (TC) = 15.52 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4000.000 to Point/Station 4011.000 CONFLUENCE OF MAIN STREAMS The following data insi de Main Stream is listed: In Main Stream number: 1 stream flow area = 59.160(Ac.) Runoff from this stream = 109.040(CFS) Time of concentration = 15.52 mm. Rainfall intensity = 2. 157(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4011.100 to Point/Station 4011.200 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 . Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Page 21 ecr3u10 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 170.000(Ft.) Highest elevation = 90.000(Ft.) Lowest elevation = 67.800(Ft.) Elevation difference = 22.200(Ft.) Slope = 13.059 % Top of Initial Area Slope adjusted by user to 25.000 % Bottom of Initial Area Slope adjusted by User to 25.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 25.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.62 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.3500)*( 100.000A.5)/( 25.000A(1/3)]= 4.62 The initial area total distance of 170.00 (Ft.) entered leaves a remaining distance of 70.00 (Ft.) using Figure 3-4, the travel time for this distance is 0.35 minutes for a distance of 70.00 (Ft.) and a slope of 25.00 % with an elevation difference of 17.50(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(mjn/hr) = 0.351 Minutes Tt=[(11.9*0.0133A3)/( 17.50)]A.385= 0.35 Total initial area Ti = 4.62 minutes from Figure 3-3 formula plus 0.35 minutes from the Figure 3-4 formula = 4.97 minutes Calculated TC of 4.968 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.298(CFS) Total initial stream area = 0.190(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4011.200 to Point/Station 4011.300 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 60.000(Ft.) Downstream point/station elevation = 59.240(Ft.) Pipe length = 13.72(Ft.) Slope = 0.0554 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.298(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 0.298(CFS) Normal flow depth in pipe = 1.39(In.) Flow top width inside pipe = 9.60(In.) Critical Depth = 2.40(In.) Pipe flow velocity = 4.75(Ft/s) Travel time through pipe = 0.05 mm. Time of concentration (TC) = 5.02 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4011.200 to Point/Station 4011.300 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 . Stream flow area = 0.190(Ac.) Runoff from this stream = 0.298(CFS) Page 22 ecr3u10 Time of concentration = 5.02 mm. Rainfall intensity = 4.470(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFs) (mm) (In/Hr) 1 109.040 15.52 2.157 2 0.298 5.02 4.470 Qmax(1) = 1.000 * 1.000 109.040) + 0.483 * 1.000 * 0.298) + = 109.184 Qmax(2) = 1.000 * 0.323 * 109.040) + 1.000 * 1.000 * 0.298) + = 35.537 Total of 2 main streams to confluence: Flow rates before confluence point: 109.040 0.298 Maximum flow rates at confluence using above data: 109.184 35.537 Area of streams before confluence: 59.160 0.190 Results of confluence: Total flow rate = 109.184(CFS) Time of concentration = 15.520 mm. Effective stream area after confluence = 59.350(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4011.300 to Point/Station 5000.000 *** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 57.990(Ft.) Downstream point/station elevation = 47.160(Ft.) Pipe length = 290.51(Ft.) slope = 0.0373 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 109.184(CFS) Given pipe size = 48.00(In.) calculated individual pipe flow = 109.184(CFS) Normal flow depth in pipe = 20.93(In.) Flow toy width inside pipe = 47.61(In.) Critica Depth = 37.91(In.) Pipe flow velocity = 20.76(Ft/s) Travel time through pipe = 0.23 mm. Time of concentration (TC) = 15.75 mm. + ++++ +++++++++++ ++++++++++ ++++++++++++++++++ +++++++++ +++++++++++++++ + + Process from Point/Station 4011.300 to Point/Station 5000.000 CONFLUENCE OF MAIN STREAMS The following data inside Main stream is listed: In Main Stream number: 2 Stream flow area = 59.350(Ac.) Runoff from this stream = 109.184(CFS) Time of concentration = 15.75 mm. Rainfall intensity = 2.137(In/Hr) Summary of stream data: . Stream Flow rate TC Rainfall Intensity Page 23 ecr3u10 No. (CFS) (mm) (In/Hr) 1 109.040 15.52 2.157 Qmax(1) = 1.000 * 1.000 * 109.040) + = 109.040 Total of 1 main streams to confluence: Flow rates before confluence point: 109.040 Maximum flow rates at confluence using above data: 109.040 Area of streams before confluence: 59.160 Results of confluence: Total flow rate = 109.040(CFS) Time of concentration = 15.520 mm. Effective stream area after confluence = 59.160(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5001.000 to Point/Station 5002.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 . [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance = 423.000(Ft.) Highest elevation = 73.800(Ft.) Lowest elevation = 58.400(Ft.) Elevation difference = 15.400(Ft.) Slope = 3.641 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 3.64 %, in a development type of 43.0 DU/A or Less In Accordance with Figure 3-3 Initial Area Time of Concentration = 3.34 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.7900)*( 85.000A.5)/( 3.641A(1/3)]= 3.34 The initial area total distance of 423.00 (Ft.) entered leaves a remaining distance of 338.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.48 minutes for a distance of 338.00 (Ft.) and a slope of 3.64 % with an elevation difference of 12.31(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(mjfl/hr) = 2.476 Minutes Tt=[(11.9*0.0640A3)/( 12.31)]A.385= 2.48 Total initial area Ti = 3.34 minutes from Figure 3-3 formula plus 2.48 minutes from the Figure 3-4 formula = 582 minutes Rainfall intensity (I) = 4.061(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 1.668(CFS) Total initial stream area = 0.520(Ac.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Page 24 ecr3u10 Process from Point/Station 5002.000 to Point/Station 5000.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 48.730(Ft.) Downstream point/station elevation = 46.940(Ft.) Pipe length = 99.73(Ft.) Slope = 0.0179 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.668(CFS) Given pipe size = 18.00(In.) calculated individual pipe flow = 1.668(CFS) Normal flow depth in pipe = 4.18(In.) Flow top width inside pipe = 15.21(In.) Critical Depth = 5.82(In.) Pipe flow velocity = 5.35(Ft/s) Travel time through pipe = 0.31 mm. Time of concentration (Tc) = 6.13 mm. + +++++ +++++++++++++++++ + ++++ ++ +++++ +++ ++ ++++ +++++++++++++++++++++++ ++ + Process from Point/Station 5002.000 to Point/Station 5000.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.520(Ac.) Runoff from this stream = 1.668(CFS) Time of concentration = 6.13 mm. Rainfall intensity = 3.927(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 109.040 15.52 2.157 2 1.668 6.13 3.927 Qmax(1) = 1.000 * 1.000 * 109.040) + 0.549 * 1.000 1.668) + = 109.956 Qmax(2) = 1.000 * 0.395 * 109.040) + 1.000 * 1.000 * 1.668) + = 44.741 Total of 2 main streams to confluence: Flow rates before confluence point: 109.040 1.668 Maximum flow rates at confluence using above data: 109.956 44.741 Area of streams before confluence: 59.160 0.520 Results of confluence: Total flow rate = 109.956(CFS) Time of concentration = 15.520 mm. Effective stream area after confluence = 59.680(Ac.) + +++ ++ ++++++++++++++ ++ ++++++++++++++++ +++++ + ++++ ++ ++ +++++++++++++++++ + Process from Point/Station 5000.000 to Point/Station 5000.200 PIPEFLOW TRAVEL TIME (User specified size) . Upstream point/station elevation = 46.610(Ft.) Downstream point/station elevation = 46.250(Ft.) Page 25 ecr3u10 Pipe length = 51.56(Ft.) Slope = 0.0070 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 109.956(cFs) Given pipe size = 48.00(In.) Calculated individual pipe flow = 109.956(CFS) Normal flow depth in pipe = 36.14(m.) Flow top width inside pipe = 41.41(m.) Critical Depth = 38.06(m.) Pipe flow velocity = 10.83(Ft/s) Travel time through pipe = 0.08 mm. Time of concentration (TC) = 15.60 mm. Process from Point/Station 5000.000 to Point/Station 5000.200 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 59.680(Ac.) Runoff from this stream = 109.956(CFS) Time of concentration = 15.60 mm. Rainfall intensity = 2.150(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++.+ ++++++++++++++ ++ ++++++++++++++++++ ++ + ++++++ ++++++++ ++ +++ + + Process from Point/Station 6005.000 to Point/Station 6006.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 133.000(Ft.) Lowest elevation = 118.900(Ft.) Elevation difference = 14.100(Ft.) Slope = 14.100 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 14.10 %, in a development type of Permanent Open Space In Accordance with Figure 3-3 Initial Area Time of Concentration = 5.59 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.3500)*( 100.000A.5)/( 14.100A(1/3)]= 5.59 Rainfall intensity (I) = 4.169(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 subarea runoff = 0.190(CFS) Total initial stream area = 0.130(Ac.) ++++ +++ +++ ++++++ ++++++++++++++ ++++++++ ++++++++ + ++++++++++++++ + +++++++ + Process from Point/Station 6006.000 to Point/Station 6007.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 118.900(Ft.) Downstream point elevation = 110.800(Ft.) is channellength thru subarea = 285.000(Ft.) Channel base width = 0.000(Ft.) Page 26 ecr3ulO left channel bank = 4.000 right channel bank = 1.000 flow rate at midpoint of channe = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.596(cFs) Depth of flow = 0.248(Ft.), Average velocity = channel flow top width = 1.239(Ft.) Flow Velocity = 3.88(Ft/s) Travel time = 1.22 mm. Time of concentration = 6.81 mm. critical depth = 0.324(Ft.) Adding area flow to channel Rainfall intensity (I) = 3.669(In/Hr) for a Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C value = 0.350 Slope or 'Z' of W slope or 'Z' of Estimated mean Manning's 'N' 0. 596(CFS) 3. 879(Ft/s) 10.0 year storm Rainfall intensity = 3.669(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is C = 0.350 CA = 0.256 Subarea runoff = 0.748(CFS) for 0.600(Ac.) Total runoff = 0.937(CFS) Total area = 0.730(Ac.) Depth of flow = 0.294(Ft.), Average velocity = 4.344(Ft/s) Critical depth = 0.387(Ft.) . +++++++++++++++++++++++++++++++++.++++++++++++++++++++++++++++++++++++ Process from Point/Station 6007.000 to Point/Station 6008.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 103.000(Ft.) Downstream point/station elevation = 78.000(Ft.) Pipe length = 68.64(Ft.) Slope = 0.3642 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.937(cFs) Given pipe size = 18.00(in.) Calculated individual pipe flow = 0.937(CFS) Normal flow depth in pipe = 1.53(in.) Flow top width inside pipe = 10.03(In.) Critical Depth = 4.32(In.) Pipe flow velocity = 12.97(Ft/s) Travel time through pipe = 0.09 mm. Time of concentration (TC) = 6.90 mm. Process from Point/Station 6007.000 to Point/Station 6008.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 1 stream flow area = 0.730(Ac.) Runoff from this stream = 0.937(CFS) Time of concentration = 6.90 mm. Rainfall intensity = 3.639(In/Hr) +++ +++++++± + +++++++++++++++++ ++ ++++++ +++++++++ ++++ + + . Process from Point/Station 6009.000 to Point/Station 6010.000 INITIAL AREA EVALUATION Page 27 ec r 3 u 10 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 [UNDISTURBED NATURAL TERRAIN ] (Permanent open Space ) Impervious value, Ai = 0.000 Sub-Area c value = 0.350 Initial subarea total flow distance = 105.000(Ft.) Highest elevation = 110.500(Ft.) Lowest elevation = 90.000(Ft.) Elevation difference = 20.500(Ft.) Slope = 19.524 % Top of Initial Area Slope adjusted by User to 19.500 % Bottom of Initial Area Slope adjusted by User to 19.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 19.50 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.02 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.3500)*( 100.000A.5)/( 19.500A(1/3)]= 5.02 The initial area total distance of 105.00 (Ft.) entered leaves a remaining distance of 5.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.05 minutes for a distance of 5.00 (Ft.) and a slope of 19.50 % with an elevation difference of 0.97(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.051 Minutes . Tt=[(11.9*0.0009A3)/( 0.97)]A.385= 0.05 Total initial area Ti = 5.02 minutes from Figure 3-3 formula plus 0.05 minutes from the Figure 3-4 formula = 5.07 minutes Rainfall intensity (I) = 4.441(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.171(CFS) Total initial stream area = 0.110(Ac.) Process from Point/Station 6010.000 to Point/Station 6008.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 90.000(Ft.) Downstream point elevation = 84.000(Ft.) Channel length thru subarea = 230.000(Ft.) Channel base width = 0.015(Ft.) Slope or 'z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 !!Warning: Water is above left or right bank elevations !!Warning: water is above left or right bank elevations !warning: water is above left or right bank elevations !!warning: Water is above left or right bank elevations !Warning: Water is above left or right bank elevations Estimated mean flow rate at midpoint of channel = 1.035(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.100(Ft.) Flow(q) thru subarea = 1.035(CFS) Depth of flow = 6882(Ft.), Average velocity = 9.897(Ft/s) !Warning: Water is above left or right bank elevations Channel flow top width = 0.015(Ft.) . Flow velocity = 9.90(Ft/s) Travel time = 0.39 mm. Page 28 ec r 3 u 10 S Time of concentration = 5.45 mm. critical depth = 5.250(Ft.) ERROR - Channel depth exceeds maximum allowable depth Adding area flow to channel Rainfall intensity (I) = 4.235(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C value = 0.870 Rainfall intensity = 4.235(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is C = 0.775 CA = 0.465 Subarea runoff = 1.797(CFS) for 0.490(Ac.) Total runoff = 1.968(CFS) Total area = 0.600(Ac.) Depth of flow = 10.119(Ft.), Average velocity = 12.799(Ft/s) !warning: water is above left or right bank elevations ERROR - Channel depth exceeds maximum allowable depth Critical depth = 8.000(Ft.) + ++ ++++ +++ + ++ ++ +++++ ++++ +++++++ +++++ ++++++++++++++++++++++++++++++++ + + Process from Point/Station 6010.000 to Point/Station 6008.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.600(Ac.) S Runoff from this stream = 1.968(CFS) Time of concentration = 5.45 mm. Rainfall intensity = 4.235(In/Hr) summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 0.937 6.90 3.639 2 1.968 5.45 4.235 Qmax(1) = 1.000 * 1.000 * 0.937) + 0.859 * 1.000 * 1.968) + = 2.629 Qmax(2) = 1.000 * 0.790 * 0.937) + 1.000 * 1.000 * 1.968) + = 2.709 Total of 2 streams to confluence: Flow rates before confluence point: 0.937 1.968 Maximum flow rates at confluence using above data: 2.629 2.709 Area of streams before confluence: 0.730 0.600 Results of confluence: Total flow rate = 2.709(CFs) Time of concentration = 5.453 mm. Effective stream area after confluence = 1.330(Ac.) S ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6008.000 to Point/Station 5000.200 Page 29 o ecr3u10 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 75.000(Ft.) Downstream point/station elevation = 47.720(Ft.) Pipe length = 76.80(Ft.) Slope = 0.3552 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.709(cFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.709(CFS) Normal flow depth in pipe = 2.55(in.) Flow toy width inside pipe = 12.56(In.) critica Depth = 7.50(in.) Pipe flow velocity = 17.69(Ft/s) Travel time through pipe =. 0.07 mm. Time of concentration (TC) = 5.53 mm. ++ ++ ++++++ + + +++++ ++++++++++++++++++++++++ +++++ + +++++ +++++++++ ++++++++ + Process from Point/Station 6008.000 to Point/Station 5000.200 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.330(Ac.) Runoff from this stream = 2.709(CFS) Time of concentration = 5.53 mm. Rainfall intensity = 4.199(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 109.956 15.60 2 2.709 5.53 Qmax(1) = 1.000 * 1.000 0.512 * 1.000 Qmax(2) = 1.000 * 0.354 1.000 * 1.000 2.150 4.199 109.956) + 2.709) + = 111.343 109.956) + 2.709) + = 41.659 Total of 2 main streams to confluence: Flow rates before confluence point: 109.956 2.709 Maximum flow rates at confluence using above data: 111.343 41.659 Area of streams before confluence: 59.680 1.330 Results of confluence: Total flow rate = 111.343(CFS) Time of concentration = 15.600 mm. Effective stream area after confluence = 61.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5000.200 to Point/Station 5000.100 PIPEFLOW TRAVEL TIME (User specified size) upstream point/station elevation = 46.250(Ft.) Downstream point/station elevation = 45.360(Ft.) Pipe length = 128.90(Ft.) Slope = 0.0069 Manning's N = 0.013 Page 30 ecr3u10 No. of pipes = 1 Required pipe flow = 111.343(CFs) Given pipe size = 48.00(In.) Calculated individual pipe flow = 111.343(CFS) Normal flow depth in pipe = 36..75(in.) Flow top width inside pipe = 40.67(In.) critical Depth = 38.29(In.) Pipe flow velocity = 10.79(Ft/s) Travel time through pipe = 0.20 mm. Time of concentration (TC) = 15.80 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5000.200 to Point/Station 5000.100 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 61.010(Ac.) Runoff from this stream = 111.343(CFS) Time of concentration = 15.80 mm. Rainfall intensity = 2.133(In/Hr) Program is now starting with Main Stream No. 2 + +++++++++++++++++++++++++++++++ ++++++ ++ +++++ ++ +++++++ ++++ ++++ ++++ ++ + + Process from Point/Station 3009.000 to Point/Station 5003.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Initial subarea total flow distance = 110.000(Ft.) Highest elevation = 78.400(Ft.) Lowest elevation = 74.800(Ft.) Elevation difference = 3.600(Ft.) Slope = 3.273 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 3.27 %, in a development type of 24.0 DU/A or Less In Accordance with Figure 3-3 Initial Area Time of Concentration = 4.49 minutes TC = [1.8*(1.1_c)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.7100)*( 90.000A.5)/( 3.273A(1/3)1= 4.49 The initial area total distance of 110.00 (Ft.) entered leaves a remaining distance of 20.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.29 minutes for a distance of 20.00 (Ft.) and a slope of 3.27 % with an elevation difference of 0.65(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 60(min/hr) = 0.293 Minutes Tt=[(11.9*0.0038A3)/( 0.65)]A.385= 0.29 Total initial area Ti = 4.49 minutes from Figure 3-3 formula plus 0.29 minutes from the Figure 3-4 formula = 4.78 minutes Calculated TC of 4.778 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm . Effective runoff coefficient used for area (Q=KcIA) is C = 0.710 Subarea runoff = 0.477(CFS) Page 31 ecr3u10 Total initial stream area = 0.150(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5003.000 to Point/Station 5000.300 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 74.800(Ft.) End of street segment elevation = 53.800(Ft.) Length of street segment = 690.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(m.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 00150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.539(cFs) Depth of flow = 0.189(Ft.), Average velocity = 2.638(Ft/s) Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width = 4.694(Ft.) Flow velocity = 2.64(Ft/s) Travel time = 4.36 mm. TC = 9.14 mm. Adding area flow to street Rainfall intensity (I) = 3.036(In/Hr) for a 10.0 year storm • User specified 'C' value of 0.670 given for subarea for Rainfall intensity = 3.036(In/Hr) a 10.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is C = 0.675 CA = 0.797 Subarea runoff = 1.941(cFS) for 1.030(Ac.) Total runoff = 2.419(CFS) Total area = 1.180(Ac.) Street flow at end of street = 2.419(CFs) Half street flow at end of street = 1.209(cFS) Depth of flow = 0.213(Ft.), Average velocity = 2.892(Ft/s) Flow width (from curb towards crown)= 5.890(Ft.) ++++++++++++++++++++++++++++++++++++++++++++-4-+++++++++++++++++++++++++ Process from Point/Station 5003.000 to Point/Station 5000.300 SUBAREA FLOW ADDITION Rainfall intensity (I) = 3.036(In/Hr) for a 10.0 year storm 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 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub -Area C Value = 0.350 Time of concentration = 9.14 mm. Rainfall intensity = 3.036(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is C = 0.556 CA = 1.035 . Subarea runoff = 0.723(CFS) for 0.680(Ac.) Total runoff = 3.141(CFS) Total area = 1.860(Ac.) Page 32 ecr3u10 + +++ +++++++++++ ++ + +++ +++ ++++++++++++++++++ +++++++ +++++ +++++ ++++++ +++ + + Process from point/Station 5000.300 to Point/Station 5000.100 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 46.490(Ft.) Downstream point/station elevation = 46.430(Ft.) Pipe length = 3.17(Ft.) Slope = 0.0189 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.141(CFS) Given pipe size = 18.00(In.) calculated individual pipe flow = 3.141(CFS) Normal flow depth in pipe = 5.70(In.) Flow top width inside pipe = 16.75(m.) critical Depth = 8.11(In.) Pipe flow velocity = 6.54(Ft/s) Travel time through pipe = 0.01 mm. Time of concentration (Tc) = 9.14 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 5000.300 to Point/Station 5000.100 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.860(Ac.) Runoff from this stream = 3.141(CFS) Time of concentration = 9.14 mm. Rainfall intensity = 3.034(In/Hr) Summary of stream data: . Stream Flow rate TC Rainfall Intensity No. (cES) (mm) (In/Hr) 1 111.343 15.80 2.133 2 3.141 9.14 3.034 Qmax(1) = 1.000 * 1.000 * 111.343) + 0.703 * 1.000 * 3.141) + = 113.551 Qmax(2) = 1.000 * 0.579 * 111.343) + 1.000 * 1.000 * 3.141) + = 67.590 Total of 2 main streams to confluence: Flow rates before confluence point: 111.343 3.141 Maximum flow rates at confluence using above data: 113.551 67.590 Area of streams before confluence: 61.010 1.860 Results of confluence: Total flow rate = 113.551(CFS) Time of concentration = 15.799 mm. Effective stream area after confluence = 62.870(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5000.100 to Point/Station 6000.000 PIPEFLOW TRAVEL TIME (User specified size) W Page 33 ecr3u10 Upstream point/station elevation = 45.360(Ft.) Downstream point/station elevation = 43.720(Ft.) Pipe length = 234.39(Ft.) Slope = 0.0070 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 113.551(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 113.551(CFS) Normal flow depth in pipe = 37.17(In.) Flow top width inside pipe = 40.12(In.) Critical Depth = 38.59(In.) Pipe flow velocity = 10.88(Ft/s) Travel time through pipe = 0.36 mm. Time of concentration (TC) = 16.16 mm. ++++ ++ + +++++++ +++++++++ +++++++++ + ++++++++++++ + + ++ ++ ++++++ +++ +++++ ++++ + Process from Point/Station 5000.100 to Point/Station 6000.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 62.870(Ac.) Runoff from this stream = 113.551(CFS) Time of concentration = 16.16 mm. Rainfall intensity = 2.102(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++ + ++ ++++++++++++ +++ +++ ++++++ ++ ++++++++ ++ + ++ +++++++ + Process from Point/Station 5002.000 to Point/Station 6003.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance = 110.000(Ft.) Highest elevation = 58.400(Ft.) Lowest elevation = 56.000(Ft.) Elevation difference = 2.400(Ft.) Slope = 2.182 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.18 %, ma development type of 43.0 DU/A or Less In Accordance with Figure 3-3 Initial Area Time of Concentration = 3.73 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.7900)*( 75.000A.5)/( 2.182A(1/3)1= 3.73 The initial area total distance of 110.00 (Ft.) entered leaves a remaining distance of 35.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.53 minutes for a distance of 35.00 (Ft.) and a slope of 2.18 % with an elevation difference of 0.76(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 60(min/hr) = 0.526 Minutes Tt=[(11.9*0.0066A3)/( 0.76)]A.385= 0.53 Total initial area Ti = 3.73 minutes from Figure 3-3 formula plus 0.53 minutes from the Figure 3-4 formula = 4.25 minutes . Calculated TC of 4.252 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Page 34 ecr3u10 . Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 0.778(CFS) Total initial stream area = 0.220(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6003.000 to Point/Station 6004.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 56.000(Ft.) End of street segment elevation = 53.400(Ft.) Length of street segment = 322.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning 's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.427(CFS) Depth of flow = 0.221(Ft.), Average velocity = 1.534(Ft/s) Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width = 6.276(Ft.) . Flow velocity = 1.53(Ft/s) Travel time = 3.50 mm. TC = 7.75 mm. Adding area flow to street Rainfall intensity (I) = 3.376(In/Hr) for a 10.0 year storm user specified 'C' value of 0.760 given for subarea Rainfall intensity = 3.376(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is C = 0.769 CA = 0.561 Subarea runoff = 1.117(CFS) for 0.510(Ac.) Total runoff = 1.895(CFS) Total area = 0.730(Ac.) Street flow at end of street = 1.895(CFS) Half street flow at end of street = 0.948(cFS) Depth of flow = 0.238(Ft.), Average velocity = 1.634(Ft/s) Flow width (from curb towards crown)= 7.133(Ft.) +++++ +++++ ++ ++++ ++ ++++++ +++ +++ +++++++++++ +++++++++++ ++++++ + + +++ ++++++ + Process from Point/Station 6004.000 to Point/Station 6000.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 44.140(Ft.) Downstream point/station elevation = 43.890(Ft.) Pipe length = 49.83(Ft.) Slope = 0.0050 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.895(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.895(CFS) Normal flow depth in pipe = 6.19(In.) Flow toy width inside pipe = 17.10(In.) Critica Depth = 6.22(in.) Pipe flow velocity = 3.52(Ft/s) Travel time through pipe = 0.24 mm. . Time of concentration (TC) = 7.99 mm. Page 35 ecr3u10 Process from Point/Station 6004.000 to Point/Station 6000.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.730(Ac.) Runoff from this stream = 1.895(CFS) Time of concentration = 7.99 mm. Rainfall intensity = 3.311(In/Hr) summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 113.551 16.16 2.102 2 1.895 7.99 3.311 Qmax(l) = 1.000 * 1.000 * 113.551) + 0.635 * 1.000 * 1.895) + = 114.754 Qmax(2) = 1.000 * 0.494 * 113.551) + 1.000 * 1.000 * 1.895) + = 58.021 Total of 2 main streams to confluence: Flow rates before confluence point: 113.551 1.895 Maximum flow rates at confluence using above data: 114.754 58.021 . Area of streams before confluence: 62.870 0.730 Results of confluence: Total flow rate = 114.754(CFS) Time of concentration = 16.158 mm. Effective stream area after confluence = 63.600(Ac.) Process from Point/Station 6000.000 to Point/Station 6000.100 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 43.390(Ft.) Downstream point/station elevation = 42. 550(Ft.) Pipe length = 169.08(Ft.) Slope = 0.0050 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 114.754(CFs) Given pipe size = 48.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 2.181(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 1.079(Ft.) Minor friction loss = 1.942(Ft.) K-factor = 1.50 Pipe flow velocity = 9.13(Ft/s) Travel time through pipe = 0.31 mm. Time of concentration (TC) = 16.47 mm. +++++++++ ++ + + +++ +++++ ++ +++++ ++++ ++ ++ ++++++++++ + +++++++-F+++ +++++++++++ + . Process from Point/Station 6000.000 to Point/Station 6000.100 CONFLUENCE OF MAIN STREAMS Page 36 ec r 3 u 10 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 63.600(Ac.) Runoff from this stream = 114.754(CFS) Time of concentration = 16.47 mm. Rainfall intensity = 2.076(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6015.000 to Point/Station 6016.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 180.000(Ft.) Highest elevation = 118.000(Ft.) Lowest elevation = 115.200(Ft.) Elevation difference = 2.800(Ft.) slope = 1.556 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 1.56 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 10.73 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.3500)*( 85.000A.5)/( 1.560A(1/3)]= 10.73 The initial area total distance of 180.00 (Ft.) entered leaves a remaining distance of 95.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.29 minutes for a distance of 95.00 (Ft.) and a slope of 1.56 % with an elevation difference of 1.48(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 1.291 Minutes Tt=[(11.90.018OA3)/( 1.48)]A.385= 1.29 Total initial area Ti = 10.73 minutes from Figure 3-3 formula plus 1.29 minutes from the Figure 3-4 formula = 12.02 minutes Rainfall intensity (I) = 2.543(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KcIA) is C = 0.350 subarea runoff = 0.427(CFS) Total initial stream area = 0.480(Ac.) ++ ++++++++++++++++ + ++++++++ + +++ +++++ ++ +++++++++++++++ ++++++++++ ++ + ++ + + Process from Point/Station 6016.000 to Point/Station 6017.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 102.000(Ft.) Downstream point/station elevation = 76. 380(Ft.) Pipe length = 52.47(Ft.) Slope = 0.4883 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.427(CFS) Given pipe size = 18.00(In.) calculated individual pipe flow = 0.427(CFS) Normal flow depth in pipe = 0.98(In.) . Flow toy width inside pipe = 8.19(In.) Critica depth could not be calculated. Page 37 e cr3 u 10 . Pipe flow velocity = 11.31(Ft/s) Travel time through pipe = 0.08 mm. Time of concentration (Tc) = 12.10 mm. +++++++++++++++++++++++++++++++++++++ +++++++ + +++ +++++ ++++ + +++++++++++ + Process from Point/Station 6017.000 to Point/Station 6017.000 SUBAREA FLOW ADDITION Rainfall intensity (I) = 2.533(In/Hr) for a 10.0 year storm 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 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C value = 0.350 Time of concentration = 12.10 mm. Rainfall intensity = 2.533(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.312 subarea runoff = 0.362(CFS) for 0.410(Ac.) Total runoff = 0.789(CFS) Total area = 0.890(Ac.) +++++++++++++++++++++++++++++++++++++++++.++++++++++++++++++++++++++++ Process from Point/Station 6017.000 to Point/Station 6014.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 76.050(Ft.) Downstream point/station elevation = 54.000(Ft.) Pipe length = 46.55(Ft.) Slope = 0.4737 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.789(CFS) Given pipe size = 18.00(in.) calculated individual pipe flow = 0.789(CFS) Normal flow depth in pipe = 1.32(In.) Flow top width inside pipe = 9.39(in.) Critical Depth = 3.95(In.) Pipe flow velocity = 13.48(Ft/s) Travel time through pipe = 0.06 mm. Time of concentration (Tc) = 12.16 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6013.000 to Point/Station 6012.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent open Space ) Impervious value, Ai = 0.000 Sub-Area C value = 0.350 Initial subarea total flow distance = 120.000(Ft.) Highest elevation = 87.000(Ft.) Lowest elevation = 64.400(Ft.) Elevation difference = 22.600(Ft.) Slope = 18.833 % Top of Initial Area Slope adjusted by User to 18.800 % . Bottom of Initial Area Slope adjusted by User to 18.800 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: Page 38 ecr3u10 . The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 18.80 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.08 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.3500)*( 100.000A.5)/( 18.800A(1/3)1= 5.08 The initial area total distance of 120.00 (Ft.) entered leaves a remaining distance of 20.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.15 minutes for a distance of 20.00 (Ft.) and a slope of 18.80 % with an elevation difference of 3.76(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.149 Minutes Tt=[(11.9*0.0038A3)/( 3.76)]A385= 0.15 Total initial area Ti = 5.08 minutes from Figure 3-3 formula plus 0.15 minutes from the Figure 3-4 formula = 5.23 minutes Rainfall intensity (I) = 4.353(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.229(CFS) Total initial stream area = 0.150(Ac.) + ++++++++ +++++++++ ++++ +++++++ ++++.+++++.+ + +++++++++++++++++++++++++++ + Process from Point/Station 6012.000 to Point/Station 6014.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 64.400(Ft.) Downstream point elevation = 61.100(Ft.) Channel length thru subarea = 170.000(Ft.) Channel base width = 0.000(Ft.) • Slope or 'Z' of left channel bank = 4.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 0.518(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.518(CFS) Depth of flow = 0.253(Ft.), Average velocity = 3.246(Ft/s) Channel flow top width = 1.263(Ft.) Flow Velocity = 3.25(Ft/s) Travel time = 0.87 mm. Time of concentration = 6.10 mm. Critical depth = 0.305(Ft.) Adding area flow to channel Rainfall intensity (I) = 3.940(In/Hr) for a 10.0 year storm 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 [UNDISTURBED NATURAL TERRAIN ] (permanent Open Space ) Impervious value, Al = 0.000 Sub -Area C value = 0.350 Rainfall intensity = 3.940(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.185 subarea runoff = 0.502(CFS) for 0.380(Ac.) Total runoff = 0.731(CFS) Total area = 0.530(Ac.) Depth of flow = 0.287(Ft.), Average velocity = 3.538(Ft/s) Critical depth = 0.352(Ft.) Page 39 ecr3u10 . Process from Point/Station 6014.000 to Point/Station 6018.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 53.670(Ft.) Downstream point/station elevation = 43.040(Ft.) Pipe length = 20.08(Ft.) Slope = 0.5294 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.731(cFS) Given pipe size = 18.00(In.) calculated individual pipe flow = 0.731(CFS) Normal flow depth in pipe = 1.24(in.) Flow toy width inside pipe = 9.13(In.) critica Depth = 3.81(in.) Pipe flow velocity = 13.70(Ft/s) Travel time through pipe = 0.02 mm. Time of concentration (Tc) = 6.12 mm. +++++++++++++-f+++++++++++++++++++++++++++-4-++++++++++++++++++++++++++++ Process from Point/Station 6014.000 to Point/Station 6018.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.530(Ac.) Runoff from this stream = 0.731(cFS) Time of concentration = 6.12 mm. Rainfall intensity = 3.930(In/Hr) + +++++ + ++++ ++++++++++ +++++++++++++ ++++++++++ +++ ++++ +++++ +++++++ +++ +++ + Process from point/Station 6011.000 to Point/Station 6019.000 S INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub -Area C Value = 0.350 Initial subarea total flow distance = 110.000(Ft.) Highest elevation = 66.000(Ft.) Lowest elevation = 52.850(Ft.) Elevation difference = 13.150(Ft.) Slope = 11.955 % Top of Initial Area Slope adjusted by User to 12.000 % Bottom of Initial Area Slope adjusted by User to 12.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 12.00 %, in a development type of Permanent Open Space In Accordance with Figure 3-3 Initial Area Time of Concentration = 5.90 minutes Tc = [1.8(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] ic = [1.8*(1.1_0.3500)*( 100.000A.5)/( 12.000A(1/3)1= 5.90 The initial area total distance of 110.00 (Ft.) entered leaves a remaining distance of 10.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.10 minutes for a distance of 10.00 (Ft.) and a slope of 12.00 % with an elevation difference of 1.20(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) . = 0.104 Minutes Tt=[(11.9*0.0019A3)/( 1.20)]A.385= 0.10 Total initial area Ti = 5.90 minutes from Figure 3-3 formula plus Page 40 ecr3u10 . 0.10 minutes from the Figure 3-4 formula = 6.00 minutes Rainfall intensity (I) = 3.982(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KcIA) is C = 0.350 Subarea runoff = 0.111(CFS) Total initial stream area = 0.080(Ac.) ++++++++++++ ++ +++++++++ + + ++++ ++ ++++ ++++++++++++ +++ +++++++++++ ++++++++ + Process from Point/Station 6019.000 to Point/Station 6018.000 IMPROVED CHANNEL TRAVEL TIME upstream point elevation = 52.850(Ft.) Downstream point elevation = 52.000(Ft.) channel length thru subarea = 170.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 4.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.383(CFs) Depth of flow = 0.291(Ft.), Average velocity Channel flow top width = 1.455(Ft.) Flow velocity = 1.81(Ft/s) Travel time = 1.57 mm. mm. 429(In/Hr) for a 0.000 0.000 0.000 1.000 Time of concentration = 7.57 Critical depth = 0.271(Ft) Adding area flow to channel Rainfall intensity (I) = 3. Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D = [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area c value = 0.350 0. 383 (cFS) 1. 810(Ft/s) 10.0 year storm Rainfall intensity = 3.429(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is C = 0.350 CA = 0.164 Subarea runoff = 0.453(CFS) for 0.390(Ac.) Total runoff = 0.564(CFS) Total area = 0.470(Ac.) Depth of flow = 0.336(Ft.), Average velocity = 1.994(Ft/s) critical depth = 0.316(Ft.) + ++++ ++++ ++++++ ++++++ +++++++++++++++++++++++++ +++ +++ +++ + +++++++++++++ + Process from Point/Station 6019.000 to Point/Station 6018.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.470(Ac.) Runoff from this stream = 0.564(CFS) Time of concentration = 7.57 mm. Rainfall intensity = 3.429(In/Hr) summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 0.731 6.12 3.930 2 0.564 7.57 3.429 Page 41 ecr3u10 . Qmax(1) = 1.000 * 1.000 * 0.731) + 1.000 * 0.809 * 0.564) + = 1.187 Qmax(2) = 0.872 * 1.000 * 0.731) + 1.000 * 1.000 * 0.564) + = 1.202 Total of 2 streams to confluence: Flow rates before confluence point: 0.731 0.564 Maximum flow rates at confluence using above data: 1.187 1.202 Area of streams before confluence: 0.530 0.470 Results of confluence: Total flow rate = 1.202(CFS) Time of concentration = 7.566 mm. Effective stream area after confluence = 1.000(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.++ Process from Point/Station 6018.000 to Point/Station 6000.100 PIPEFLOW TRAVEL TIME (User specified size) upstream point/station elevation = 42.710(Ft.) Downstream point/station elevation = 42.550(Ft.) Pipe length = 32.17(Ft.) Slope = 0.0050 Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 1.202(cFS) Given pipe size = 18.00(In.) calculated individual pipe flow = 1.202(CFS) Normal flow depth in pipe = 5.27(In.) Flow top width inside pipe = 1638(In.) Critical Depth = 4.91(In.) Pipe flow velocity = 2.78(Ft/s) Travel time through pipe = 0.19 mm. Time of concentration (TC) = 7.76 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6018.000 to Point/Station 6000.100 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.000(Ac.) Runoff from this stream = 1.202(cFS) Time of concentration = 7.76 mm. Rainfall intensity = 3.374(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 114.754 16.47 2.076 2 1.202 7.76 3.374 Qmax(1) = 1.000 * 1.000 * 114.754) + 0.615 * 1.000 * 1.202) + = 115.494 Qmax(2) = 1.000 * 0.471 * 114.754) + . 1.000 * 1.000 * 1.202) + = 55.269 Page 42 e cr3 u 10 . Total of 2 main streams to confluence: Flow rates before confluence point: 114.754 1.202 Maximum flow rates at confluence using above data: 115.494 55.269 Area of streams before confluence: 63.600 1.000 Results of confluence: Total flow rate = 115.494(CFS) Time of concentration = 16.467 mm. Effective stream area after confluence = 64.600(Ac.) Process from point/Station 6000.100 to Point/Station 7000.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 42.220(Ft.) Downstream point/station elevation = 40.950(Ft.) Pipe length = 251.88(Ft.) Slope = 0.0050 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 115.494(cFS) Given pipe size = 48.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 2.325(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 1.628(Ft.) Minor friction loss = 1.967(Ft.) K-factor = 1.50 Pipe flow velocity = 9.19(Ft/s) Travel time through pipe = 0.46 mm. Time of concentration (Tc) = 16.92 mm. ++ ++++ + + + +++++++++ +++ + ++ +++++++ ++ +++++++ + +++++++++++++................ Process from Point/Station 7000.000 to Point/Station 7003.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 40.950(Ft.) Downstream point/station elevation = 40.490(Ft.) Pipe length = 94.47(Ft.) Slope = 0.0049 Manning's N = 0.013 No. of pipes = 3 Required pipe flow = 115.494(cFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 38.498(cFs) Normal flow depth in pipe = 24.98(In.) Flow top width inside pipe = 33.18(in.) Critical Depth = 24.22(In.) Pipe flow velocity = 7.36(Ft/s) Travel time through pipe = 0.21 mm. Time of concentration (TC) = 17.14 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7003.000 to Point/Station 7003.100 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 40.490(Ft.) Downstream point/station elevation = 40.290(Ft.) Pipe length = 36.75(Ft.) Slope = 0.0054 Manning's N = 0.013 No. of pipes = 3 Required pipe flow = 115.494(cFs) Given pipe size = 36.00(In.) Calculated individual pipe flow = 38.498(CFS) Normal flow depth in pipe = 23.95(in.) Page 43 ec r 3 u 10 . Flow top width inside pipe = 33.97(In.) Critical Depth = 24.22(In.) Pipe flow velocity = 7.70(Ft/s) Travel time through pipe = 0.08 mm. Time of concentration (TC) = 17.22 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7003.000 to Point/Station 7003.100 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 64.600(Ac.) Runoff from this stream = 115.494(CFS) Time of concentration = 17.22 mm. Rainfall intensity = 2.018(In/Hr) Program is now starting with Main Stream No. 2 +-1-++++++++++++++++++++++++++++++++++++++++-1-+++++++++++++++++++++++++++ Process from Point/Station 7004.000 to Point/Station 7005.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) S Impervious value, Ai = 0.800 Sub-Area C value = 0.790 Initial subarea total flow distance = 138.000(Ft.) Highest elevation = 53.800(Ft.) Lowest elevation = 51.700(Ft.) Elevation difference = 2.100(Ft.) Slope = 1.522 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.52 %, in a development type of 43.0 DU/A or Less In Accordance with Figure 3-3 Initial Area Time of Concentration = 4.20 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8(1.1_0.7900)*( 75.000A.5)/( 1.522A(1/3)1= 4.20 The initial area total distance of 138.00 (Ft.) entered leaves a remaining distance of 63.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.95 minutes for a distance of 63.00 (Ft.) and a slope of 1.52 % with an elevation difference of 0.96(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.950 Minutes Tt=[(11.9*0.0119A3)/( 0.96)]A.385= 0.95 Total initial area Ti = 4.20 minutes from Figure 3-3 formula plus 0.95 minutes from the Figure 3-4 formula = 5.15 minutes Rainfall intensity (I) = 4.394(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 0.659(CFS) Total initial stream area = 0.190(Ac.) +++ + ++++ ++ ++ +++++ + +++++ + +++ ++ + +++++++++++ +++++++++++++++++ ++ +++++++++ + S Process from Point/Station 7005.000 to Point/Station 7006.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Page 44 ecr3u10 Top of street segment elevation = 51.700(Ft.) End of Street segment elevation = 48.200(Ft.) Length of street segment = 353.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half Street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(m.) manning 's N in gutter = 0.0150 Manning 's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.279(CFS) Depth of flow = 0.209(Ft.), Average velocity = 1.624(Ft/s) Streetfiow, hydraulics at midpoint of Street travel: Halfstreet flow width = 5.679(Ft.) Flow velocity = 1.62(Ft/S) Travel time = 3.62 mm. TC = 8.77 mm. Adding area flow to street Rainfall intensity (I) = 3.117(In/Hr) for a 10.0 year storm User specified 'C' value of 0.760 given for subarea Rainfall intensity = 3.117(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KcmA) is C = 0.768 CA = 0.545 subarea runoff = 1.040(cFS) for 0.520(Ac.) . Total runoff = 1.699(CFS) Total area = 0.710(Ac.) Street flow at end of Street = 1.699(CFS) Half street flow at end of street = 0.850(cFS) Depth of flow = 0.225(Ft.), Average velocity = 1.727(Ft/s) Flow width (from curb towards crown)= 6.487(Ft.) Process from Point/Station 7006.000 to Point/Station 7006.300 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 43 .250(Ft.) Downstream point/station elevation = 43.120(Ft.) Pipe length = 13.55(Ft.) Slope = 0.0096 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.699(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.699(CFS) Normal flow depth in pipe = 4.95(mn.) Flow top width inside pipe = 16.07(mn.) Critical Depth = 5.88(In.) Pipe flow velocity = 4.31(Ft/s) Travel time through pipe = 0.05 mm. Time of concentration (TC) = 8.83 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7006.300 to Point/Station 7003.100 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 42.790(Ft.) Downstream point/station elevation = 42.160(Ft.) Pipe length = 126.63(Ft.) Slope = 0.0050 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.699(CFS) Page 45 ec r 3 u 10 . Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.699(CFS) Normal flow depth in pipe = 5.87(in.) Flow top width inside pipe = 16.87(In.) Critical Depth = 5.88(In.) Pipe flow velocity = 3.40(Ft/s) Travel time through pipe = 0.62 mm. Time of concentration (TC) = 9.45 mm. Process from Point/Station 7006.300 to Point/Station 7003.100 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.710(Ac.) Runoff from this stream = 1.699(CFS) Time of concentration = 9.45 mm. Rainfall intensity = 2.972(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 115.494 17.22 2.018 2 1.699 9.45 2.972 Qmax(1) = 1.000 * 1.000 * 115.494) + 0.679 * 1.000 * 1.699) + = 116.648 Qmax(2) , = 1.000 * 0.549 * 115.494) + 1.000 1.000 * 1.699) + = 65.066 Total of 2 main streams to confluence: Flow rates before confluence point: 115.494 1.699 Maximum flow rates at confluence using above data: 116.648 65.066 Area of streams before confluence: 64.600 0.710 Results of confluence: Total flow rate = 116.648(CFS) Time of concentration = 17.217 mm. Effective stream area after confluence = 65.310(Ac.) ++++++++ ++++++ + + +++++ +++++ +++++ ++++++++ +++++++ +++++++ +++++++ +++++++++ + Process from Point/Station 7003.100 to Point/Station 7007.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 40.470(Ft.) Downstream point/station elevation = 39.820(Ft.) Pipe length = 84.94(Ft.) Slope = 0.0077 Manning's N = 0.013 No. of pipes = 3 Required pipe flow = 116.648(CFS) Given pipe size = 36.00(In.) calculated individual pipe flow = 38.883(CFS) Normal flow depth in pipe = 21.49(In.) Flow tO width inside pipe = 35.32(In.) Critical Depth = 24.36(In.) Page 46 ec r 3 u 10 . Pipe flow velocity = 8.84(Ft/s) Travel time through pipe = 0.16 mm. Time of concentration (Tc) = 17.38 mm End of computations, total study area = 70.650 (Ac.) . Page 47 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (C) 1991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 01/22/14 ------------------------------------------------------------------------ 10 YEAR HYDROLOGY STUDY FOR ULTIMATE CONDITION BASIN ECRP410 REVISED BY ML ------------------------------------------------------------------------ Hydrology Study Control Information Program License Serial Number 6218 ------------------------------------------------------------------------ Rational hydrology study storm event year is 10.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1.700 24 hour precipitation(inches) = 3.100 P6/P24 = 54.8% San Diego hydrology manual CT values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-1-+++++++++ Process from Point/Station 8000.000 to Point/Station 8001.000 * * * * INITIAL AREA EVALUATION * * * * Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type (Limited Industrial Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 Initial subarea total flow distance = 204.000(Ft.) Highest elevation = 81.000(Ft.) Lowest elevation = 72.800(Ft.) Elevation difference = 8.200(Ft.) Slope = 4.020 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 4.02 %, in a development type of Limited Industrial . In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.68 minutes Page 1 of 20 TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope A(1/3)] TC = [1.8*(1.1_0.8500)*( 90.000A.5)/( 4.020(l/3)]= 2.68 The initial area total distance of 204.00 (Ft.) entered leaves a remaining distance of 114.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.03 minutes for a distance of 114.00 (Ft.) and a slope of 4.02 % with an elevation difference of 4.58(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(FtJ)]'.385 *60(min/hr) = 1.032 Minutes Tt=[(11.9*0.0216'3)/( 4.58)].385= 1.03 Total initial area Ti = 2.68 minutes from Figure 3-3 formula plus 1.03 minutes from the Figure 3-4 formula = 3.72 minutes Calculated TC of 3.717 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 1.866(CFS) Total initial stream area = 0.490 (Ac.) Process from Point/Station 8001.000 to Point/Station 8002.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 72.800(Ft.) End of street segment elevation = 63.670 (Ft.) . Length of street segment = 250.400(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 2.779(CFS) Depth of flow = 0.216(Ft.), Average velocity = 3.199(Ft/s) Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width = 6.027 (Ft.) Flow velocity = 3.20 (Ft/s) Travel time = 1.30 mm. TC = 5.02 mm. Adding area flow to street Rainfall intensity (I) = 4.466(In/Hr) for a 10.0 year storm User specified 'C' value of 0.860 given for subarea Rainfall intensity = 4.466(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.855 CA = 0.829 . Subarea runoff = 1.839(CFS) for 0.480 (Ac.) Total runoff = 3.704(CFS) Total area = 0.970(Ac.) Page 2 of 20 Street flow at end of street = 3.704(CFS) Half street flow at end of street = 1.852(CFS) Depth of flow = 0.232(Ft.), Average velocity = 3.407(Ft/s) Flow width (from curb towards crown)= 6.873 (Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-1-+++++++ Process from Point/Station 8002.000 to Point/Station 8002.100 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 59.240 (Ft.) Downstream point/station elevation = 58.980 (Ft.) Pipe length = 5.26(Ft.) Slope = 0.0494 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.704(CFS) Given pipe size = 18.00 (In.) Calculated individual pipe flow = 3.704(CFS) Normal flow depth in pipe = 4.85 (In.) Flow top width inside pipe = 15.97(In.) Critical Depth = 8.82(In.) Pipe flow velocity = 9.66(Ft/s) Travel time through pipe = 0.01 mm. Time of concentration (TC) = 5.03 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++-3-+++++++++++++ Process from Point/Station 8002.100 to Point/Station 8002.300 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 58.650 (Ft.) Downstream point/station elevation = 56.470 (Ft.) Pipe length = 51.50(Ft.) Slope = 0.0423 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.704(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.704(CFS) Normal flow depth in pipe = 5.04 (In.) Flow top width inside pipe = 16.17(In.) Critical Depth = 8.82(In.) Pipe flow velocity = 9.14 (Ft/s) Travel time through pipe = 0.09 mm. Time of concentration (TC) = 5.12 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8002.100 to Point/Station 8002.300 **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.970(Ac.) Runoff from this stream = 3.704(CFS) Time of concentration = 5.12 mm. - Rainfall intensity = 4.408(In/Hr) Program is now starting with Main Stream No. 2 Page 3 of 20 Process from Point/Station 8002.400 to Point/Station 8002.200 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type (Limited Industrial Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 Initial subarea total flow distance = 82.230(Ft.) Highest elevation = 63.670(Ft.) Lowest elevation = 61.500(Ft.) Elevation difference = 2.170(Ft.) Slope = 2.639 % Top of Initial Area Slope adjusted by User to 4.020 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 4.02 , in a development type of Limited Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.68 minutes TC = [1.8*(1.1_C)*distance(Ft.)".5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.8500)*( 90.000.5)/( 4.020(1/3)I= 2.68 Calculated TC of 2.685 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.381(CFS) Total initial stream area = 0.100(Ac.) Process from Point/Station 8002.200 to Point/Station 8002.300 **** PIPEFLOW TRAVEL TIME (User specified size) ""** Upstream point/station elevation = 56.730 (Ft.) Downstream point/station elevation = 56.470 (Ft.) Pipe length = 5.25(Ft.) Slope = 0.0495 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.381(CFS) Given pipe size = 18.00 (In.) Calculated individual pipe flow = 0.381(CFS) Normal flow depth in pipe = 1.60 (In.) Flow top width inside pipe = 10.24(In.) Critical depth could not be calculated. Pipe flow velocity = 4.92(Ft/s) Travel time through pipe = 0.02 mm. Time of concentration (TC) = 2.70 mm. Process from Point/Station 8002.200 to Point/Station 8002.300 Page 4 of 20 . **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.100(Ac.) Runoff from this stream = 0.381(CFS) Time of concentration = 2.70 mm. Rainfall intensity = 4.479(m/Er) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 3.704 5.12 4.408 2 0.381 2.70 4.479 Qmax(l) = 1.000 * 1.000 * 3.704) + 0.984 * 1.000 * 0.381) + = 4.079 Qmax(2) = 1.000 * 0.527 * 3.704) + 1.000 * 1.000 * 0.381) + = 2.334 Total of 2 main streams to confluence: Flow rates before confluence point: 3.704 0.381 Maximum flow rates at confluence using above data: 4.079 2.334 Area of streams before confluence: 0.970 0.100 Results of confluence: Total flow rate = 4.079(CFS) Time of concentration = 5.125 mm. Effective stream area after confluence = 1.070(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8002.300 to Point/Station 9000.000 *** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 56.140 (Ft.) Downstream point/station elevation = 44.090 (Ft.) Pipe length = 174.62(Ft.) Slope = 0.0690 ManningTs N = 0.013 No. of pipes = 1 Required pipe flow = 4.079(CFS) Given pipe size = 18.00 (In.) Calculated individual pipe flow = 4.079(CFS) Normal flow depth in pipe = 4.68 (In.) Flow top width inside pipe = 15.79(In.) Critical Depth = 9.27(In.) Pipe flow velocity = 11.18 (Ft/s) 40 Travel time through pipe = 0.26 mm. Time of concentration (TC) = 5.39 mm. Page 5 of 20 Process from Point/Station 9000.000 to Point/Station 9001.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 43.760 (Ft.) Downstream point/station elevation = 43.000 (Ft.) Pipe length = 152.15(Ft.) Slope = 0.0050 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.079(CFS) Given pipe size = 18.00 (In.) Calculated individual pipe flow = 4.079(CFS) Normal flow depth in pipe = 9.52 (In.) Flow top width inside pipe = 17.97(In.) Critical Depth = 9.27(In.) Pipe flow velocity = 4.30 (Ft/s) Travel time through pipe = 0.59 mm. Time of concentration (TC) = 5.97 mm. Process from Point/Station 9001.000 to Point/Station 9002.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 42.680 (Ft.) Downstream point/station elevation = 42.480 (Ft.) Pipe length = 39.65(Ft.) Slope = 0.0050 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.079(CFS) Given pipe size = 18.00 (In.) Calculated individual pipe flow = 4.079(CFS) Normal flow depth in pipe = 9.49 (In.) Flow top width inside pipe 17.97(In.) Critical Depth = 9.27(In.) Pipe flow velocity = 4.32(Ft/s) Travel time through pipe = 0.15 mm. Time of concentration (TC) = 6.13 mm. Process from Point/Station 9001.000 to Point/Station 9002.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.070 (Ac.) Runoff from this stream = 4.079(CFS) Time of concentration = 6.13 mm. Rainfall intensity = 3.928(In/Hr) Program is now starting with Main Stream No. 2 . Process from Point/Station 9003.100 to Point/Station 9003.200 **** INITIAL AREA EVALUATION **** Page 6 of 20 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type (Limited Industrial Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 Initial subarea total flow distance = 67.000(Ft.) Highest elevation = 53.500(Ft.) Lowest elevation = 51.700(Ft.) Elevation difference = 1.800(Ft.) Slope = 2.687 % Top of Initial Area Slope adjusted by User to 4.200 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 4.20 %, in a development type of Limited Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.65 minutes TC = [1.8* (1.1-C) *distance (Ft.) .5) / ( slope' (1/3)] TC = [1.8*(1.1_0.8500)*( 90.000A .5)/( 4.200A(1/3)]= 2.65 Calculated TC of 2.646 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.267(CFS) Total initial stream area = 0.070(Ac.) Process from Point/Station 9003.200 to Point/Station 9003.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 51.700 (Ft.) End of street segment elevation = 49.800(Ft.) Length of street segment = 58.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 44.000(Ft. Distance from crown to crossfall grade break = 42 500 (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 [11 side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.369 (CFS) Depth of flow = 0.151(Ft.), Average velocity = 2.454 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 2.811 (Ft.) Page 7 of 20 Flow velocity = 2.45 (Ft/s) Travel time = 0.39 mm. TC = 3.04 mm. Adding area flow to street Calculated TC of 3.040 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type (Limited Industrial Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 Rainfall intensity = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.850 CA = 0.119 Subarea runoff = 0.267(CFS) for 0.070 (Ac.) Total runoff = 0.533(CFS) Total area = 0.140(Ac.) Street flow at end of street = 0.533(CFS) Half street flow at end of street = 0.533(CFS) Depth of flow = 0.169(Ft.), Average velocity = 2.554(Ft/s) Flow width (from curb towards crown)= 3.707(Ft.) Process from Point/Station 9003.000 to Point/Station 9002.000 ''' PIPEFLOW TRAVEL TIME (User specified size) *'* Upstream point/station elevation = 42.500(Ft.) Downstream point/station elevation = 42.480 (Ft.) Pipe length = 18.88(Ft.) Slope = 0.0011 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.533(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 0.533(CFS) Normal flow depth in pipe = 4.80(In.) Flow top width inside pipe = 15.92(In.) Critical Depth = 3.23 (In.) Pipe flow velocity = 1.41(Ft/s) Travel time through pipe = 0.22 mm. Time of concentration (TC) = 3.26 mm. Process from Point/Station 9003.000 to Point/Station 9002.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: • In Main Stream number: 2 Stream flow area = 0.140(Ac.) Runoff from this stream = 0.533(CFS) Time of concentration = 3.26 mm. . Rainfall intensity = 4.479(In/Hr) Summary of stream data: Page 8 of 20 Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 4.079 6.13 3.928 2 0.533 3.26 4.479 Qmax(l) = 1.000 * 1.000 * 4.079) + 0.877 * 1.000 * 0.533) + = 4.546 Qmax(2) = 1.000 * 0.533 * 4.079) + 1.000 * 1.000 * 0.533) + = 2.705 Total of 2 main streams to confluence: Flow rates before confluence point: 4.079 0.533 Maximum flow rates at confluence using above data: 4.546 2.705 Area of streams before confluence: 1.070 0.140 Results of confluence: Total flow rate = 4.546(CFS) Time of concentration = 6.128 mm. Effective stream area after confluence = 1.210 (Ac.) Process from Point/Station 9002.000 to Point/Station 9004.000 **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 42.280 (Ft.) Downstream point/station elevation = 41.610(Ft.) Pipe length = 133.22(Ft.) Slope = 0.0050 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.546(CFS) Given pipe size = 18.00 (In.) Calculated individual pipe flow = 4.546(CFS) Normal flow depth in pipe = 10.16(In.) Flow top width inside pipe = 17.85(In.) Critical Depth = 9.83(In.) Pipe flow velocity = 4.42(Ft/s) Travel time through pipe = 0.50 mm. Time of concentration (TC) = 6.63 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 9004.000 to Point/Station 8003.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation =41.280 (Ft.) . Downstream point/station elevation = 40.690 (Ft.) Pipe length = 117.44(Ft.) Slope = 0.0050 Manning's N = 0.013 Page 9 of 20 No. of pipes = 1 Required pipe flow = 4.546(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.546(CFS) Normal flow depth in pipe = 10.16(In.) Flow top width inside pipe = 17.85(In.) Critical Depth = 9.83 (In.) Pipe flow velocity = 4.42 (Ft/s) Travel time through pipe = 0.44 mm. Time of concentration (TC) = 7.07 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9004.000 to Point/Station 8003.000 **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.210(Ac.) Runoff from this stream = 4.546(CFS) Time of concentration = 7.07 mm. Rainfall intensity = 3.581(In/Hr) Program is now starting with Main Stream No. 2 +++-l-++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8006.000 to Point/Station 8004.000 . ''* INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 109.000(Ft.) Highest elevation = 61.500(Ft.) Lowest elevation = 57.200(Ft.) Elevation difference = 4.300(Ft.) Slope = 3.945 Top of Initial Area Slope adjusted by User to 3.900 Bottom of Initial Area Slope adjusted by User to 3.900 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 3.90 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.35 minutes TC = [1.8* (1.1-C) *distance (Ft.) ".5) / (% slope" (1/3)] TC = [1.8*(1.1_0.8700)*( 80.000".5)/( 3.900"(1/3)1= 2.35 The initial area total distance of 109.00 (Ft.) entered leaves a remaining distance of 29.00 (Ft.) . Using Figure 3-4, the travel time for this distance is 0.36 minutes for a distance of 29.00 (Ft.) and a slope of 3.90 % Page 10 of 20 with an elevation difference of 1.13(Ft.) from the end of the top area Tt = E11.9*length(MiY3)/(elevation change(Ftj)].385 *60(min/hr) = 0.364 Minutes Tt=[(11.9*0.0055A3)/( 1.13)]A.385= 0.36 Total initial area Ti = 2.35 minutes from Figure 3-3 formula plus 0.36 minutes from the Figure 3-4 formula = 2.72 minutes Calculated TC of 2.716 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.623(CFS) Total initial stream area = 0.160(Ac.) Process from Point/Station 8004.000 to Point/Station 8005.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 57.200(Ft.) End of street segment elevation = 46.000 (Ft.) Length of street segment = 525.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 44.000(Ft. Distance from crown to crossfall grade break = 42 500 (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 {l] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 2.532 (CFS) Depth of flow = 0.271(Ft.), Average velocity = 2.978 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.825 (Ft.) Flow velocity = 2.98 (Ft/s) Travel time = 2.94 min. TC = 5.65 mm. Adding area flow to street Rainfall intensity (I) = 4.137(In/Hr) for a 10.0 year storm User specified 'C' value of 0.850 given for subarea Rainfall intensity = 4.137(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.853 CA = 1.057 Subarea runoff = 3.751(CFS) for 1.080 (Ac. Total runoff = 4.374(CFS) Total area = 1.240 (Ac.) Street flow at end of street = 4.374(CFS) Half street flow at end of street = 4.374(CFS) Depth of flow = 0.316(Ft.), Average velocity = 3.392 (Ft/s) Flow width (from curb towards crown)= 11.037(Ft.) Page 11 of 20 Process from Point/Station 8004.000 to Point/Station 8005.000 **** CONFLUENCE OF MINOR STREAMS ***" Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.240 (Ac.) Runoff from this stream = 4.374(CFS) Time of concentration = 5.65 mm. Rainfall intensity = 4.137(In/Hr) Process from Point/Station 7001.000 to Point/Station 7002.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type (Limited Industrial Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 Initial subarea total flow distance = 200.000(Ft.) Highest elevation = 51.300(Ft.) Lowest elevation = 50.500(Ft.) . Elevation difference = 0.800(Ft.) Slope = 0.400 % Top of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 2.00 %, in a development type of Limited Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.99 minutes TC = [1.8* (1.1-C) *distance (Ft.) '.5) / (% slope (1/3)] TC = [1.8*(1.1_0.8500)*( 70.000.5)/( 2.000'(1/3)1= 2.99 Calculated TC of 2.988 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 1.523(CFS) Total initial stream area = 0.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7002.000 to Point/Station 8005.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 50.500(Ft.) End of street segment elevation = 46.370(Ft.) Length of street segment = 400.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Is Width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.500(Ft.) Page 12 of 20 . Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [i] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from fiowline = 1.500(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 = Depth of flow = 0.310(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.758(Ft.) Flow velocity = 2.32(Ft/s) Travel time = 2.87 mm. TC = 5.86 mm. Adding area flow to street Rainfall intensity (I) = 4.045(In/Hr) for a Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type I (Limited Industrial Impervious value, Al = 0.900 Sub-Area C Value = 0.850 Rainfall intensity = 4.045(In/Hr) for a 10. Effective runoff coefficient used for total area (Q=KCIA) is C = 0.850 CA = 1.020 Subarea runoff = 2.603(CFS) for 0.800 (Ac. Total runoff = 4.125(CFS) Total area = Street flow at end of street = 4.125(CFS) Half street flow at end of street = 4.125(CFS) Depth of flow = 0.344(Ft.), Average velocity = Flow width (from curb towards crown)= 12.462(Ft.) 2.855 (CFS) 2.324 (Ft/s) 10.0 year storm 0 year storm 1.200 (Ac.) 2.540 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7002.000 to Point/Station 8005.000 **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.200 (Ac.) Runoff from this stream = 4.125(CFS) Time of concentration = 5.86 mm. Rainfall intensity = 4.045(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Er) i4.374 5.65 4.137 2 4.125 5.86 4.045 Page 13 of 20 . Qmax(1) = 1.000 * 1.000 * 4.374) + 1.000 * 0.965 * 4.125) + = 8.357 Qmax(2) = 0.978 * 1.000 * 4374) + 1.000 * 1.000 * 4.125) + = 8.401 Total of 2 streams to confluence: Flow rates before confluence point: 4.374 4.125 Maximum flow rates at confluence using above data: 8.357 8.401 Area of streams before confluence: 1.240 1.200 Results of confluence: Total flow rate = 8.401(CFS) Time of concentration = 5.857 mm. Effective stream area after confluence = 2.440(Ac.) Process from Point/Station 8005.000 to Point/Station 8003.000 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 41.140 (Ft.) Downstream point/station elevation = 40.860 (Ft.) . Pipe length = 28.15(Ft.) Slope = 0.0099 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.401(CFS) Given pipe size = 24.00 (In.) Calculated individual pipe flow = 8.401(CFS) Normal flow depth in pipe = 10.14(In.) Flow top width inside pipe = 23.71(In.) Critical Depth = 12.39(In.) Pipe flow velocity = 6.65(Ft/s) Travel time through pipe = 0.07 mm. Time of concentration (TC) = 5.93 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8005.000 to Point/Station 8003.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.440(Ac.) Runoff from this stream = 8.401(CFS) Time of concentration = 5.93 mm. Rainfall intensity = 4.014(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) Page 14 of 20 1 4.546 7.07 3.581 2 8.401 5.93 4.014 Qmax(1) = 1.000 * 1.000 * 4.546) + 0.892 * 1.000 * 8.401) + = 12.043 Qmax(2) = 1.000 * 0.838 * 4.546) + 1.000 * 1.000 * 8.401) + = 12.212 Total of 2 main streams to confluence: Flow rates before confluence point: 4.546 8.401 Maximum flow rates at confluence using above data: 12.043 12.212 Area of streams before confluence: 1.210 2.440 Results of confluence: Total flow rate = 12.212(CFS) Time of concentration = 5.927 mm. Effective stream area after confluence = 3.650 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8003.000 to Point/Station 9005.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 40.360 (Ft.) Downstream point/station elevation = 40.190 (Ft.) Pipe length = 34.94(Ft.) Slope = 0.0049 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.212(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 12.212(CFS) Normal flow depth in pipe = 12.59(In.) Flow top width inside pipe = 34.33(In.) Critical Depth = 13.30(In.) Pipe flow velocity = 5.55(Ft/s) Travel time through pipe = 0.11 mm. Time of concentration (TC) = 6.03 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8003.000 to Point/Station 9005.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.650(Ac.) Runoff from this stream = 12.212(CFS) Time of concentration = 6.03 mm. Rainfall intensity = 3.968(In/Hr) 0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Page 15 of 20 Process from Point/Station 7006.100 to Point/Station 7006.200 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type (Limited Industrial Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 Initial subarea total flow distance = 157.000(Ft.) Highest elevation = 50.000(Ft.) Lowest elevation = 48.400(Ft.) Elevation difference = 1.600(Ft.) Slope = 1.019 % Top of Initial Area Slope adjusted by User to 1.000 % Bottom of Initial Area Slope adjusted by User to 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.00 %, in a development type of Limited Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.49 minutes TC = [1.8*(1.1_C)*distance(Ft.).5)/( slopeA(1/3)] TC = [1.8*(1.1_0.8500)*( 60.000.5)/( 1.000(1/3)1= 3.49 The initial area total distance of 157.00 (Ft.) entered leaves a remaining distance of 97.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.56 minutes for a distance of 97.00 (Ft.) and a slope of 1.00 % with an elevation difference of 0.97(Ft.) from the end of the top area Tt = [11.9*length(Mi)3)/(elevation change(Ft.))I.385 *60(min/hr) = 1.557 Minutes Tt=[(11.9*0.0184'3)/( 0.97)]A.385= 1.56 Total initial area Ti = 3.49 minutes from Figure 3-3 formula plus 1.56 minutes from the Figure 3-4 formula = 5.04 minutes Rainfall intensity (I) = 4.454(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.530(CFS) Total initial stream area = 0.140(Ac.) Process from Point/Station 7006.200 to Point/Station 9005.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 52.000(Ft.) End of street segment elevation = 47.320(Ft.) Length of street segment = 74.940(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 . Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Page 16 of 20 Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = Depth of flow = 0.130(Ft.), Average velocity = 3 Streetfiow hydraulics at midpoint of Street travel: Halfstreet flow width = 1.740 (Ft.) Flow velocity = 3.54(Ft/s) Travel time = 0.35 mm. TC = 5.40 mm. Adding area flow to street Rainfall intensity (I) = 4.264(In/Hr) for a Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Rainfall intensity = 4.264(In/Hr) for a 10.0 Effective runoff coefficient used for total area (Q=KCIA) is C = 0.858 CA = 0.206 Subarea runoff = 0.348(CFS) for 0.100 (Ac.) Total runoff = 0.878(CFS) Total area = Street flow at end of street = 0.878(CFS) Half street flow at end of street = 0.439(CFS) 0.719 (CFS) 543 (Ft/s) 10.0 year storm year storm 0.240 (Ac.) Depth of flow = 0.143(Ft.), Average velocity = 3.384(Ft/s) Flow width (from curb towards crown)= 2.420(Ft.) Process from Point/Station 7006.200 to Point/Station 9005.000 r CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.240(Ac.) Runoff from this stream = 0.878(CFS) Time of concentration = 5.40 mm. Rainfall intensity = 4.264(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-1-+++++++++++ Process from Point/Station 9007.000 to Point/Station 7006.000 '' INITIAL AREA EVALUATION **** Decimal fraction Decimal fraction Decimal fraction . Decimal fraction [INDUSTRIAL area soil group A = 0.000 soil group B = 0.000 soil group C = 0.000 soil group D = 1.000 type Page 17 of 20 (General Industrial • Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 55.500(Ft.) Highest elevation = 48.500(Ft.) Lowest elevation = 48.200(Ft.) Elevation difference = 0.300(Ft.) Slope = 0.541 % Top of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 2.00 , in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.75 minutes TC = [1.8* (1.1-C) *distance (Ft.) .5) / (% slope" (1/3)] TC = [1.8*(1.1_0.8700)*( 70.000''.5)/( 2.000"(1/3)]= 2.75 Calculated TC of 2.749 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.156(CFS) Total initial stream area = 0.040(Ac.) Process from Point/Station 7006.000 to Point/Station 9005000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 48.200(Ft.) End of street segment elevation = 47.320(Ft.) Length of street segment = 174.800(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.505(CFS) Depth of flow = 0.214(Ft.), Average velocity = 1.183(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.967(Ft.) Flow velocity = 1.18 (Ft/s) Travel time = 2.46 min. TC = 5.21 mm. Adding area flow to street Rainfall intensity (I) = 4.361(In/Hr) for a 10.0 year storm . Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Page 18 of 20 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Rainfall intensity = 4.361(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.209 Subarea runoff = 0.755(CFS) for 0.200 (Ac.) Total runoff = 0.911(CFS) Total area = 0.240(Ac.) Street flow at end of street = 0.911(CFS) Half street flow at end of street = 0.911(CFS) Depth of flow = 0.250(Ft.), Average velocity = 1.349(Ft/s) Flow width (from curb towards crown)= 7.770 (Ft.) Process from Point/Station 7006.000 to Point/Station 9005.000 **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.240 (Ac.) Runoff from this stream = 0.911(CFS) Time of concentration = 5.21 mm. Rainfall intensity = 4.361(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 12.212 6.03 3.968 2 0.878 5.40 4.264 3 0.911 5.21 4.361 Qmax(1) = 1.000 * 1.000 * 12.212) + 0.931 * 1.000 * 0.878) + 0.910 * 1.000 * 0.911) + = 13.858 Qmax(2) = 1.000 * 0.894 * 12.212) + 1.000 * 1.000 * 0.878) + 0.978 * 1.000 * 0.911) + = 12.691 Qmax(3) = 1.000 * 0.864 * 12.212) + 1.000 * 0.966 * 0.878) + 1.000 * 1.000 * 0.911) + = 12.309 Total of 3 streams to confluence: Flow rates before confluence point: 12.212 0.878 0.911 Maximum flow rates at confluence using above data: 13.858 12.691 12.309 Area of streams before confluence: Page 19 of 20 . 3.650 0.240 0.240 Results of confluence: Total flow rate = 13.858(CFS) Time of concentration = 6.032 mm. Effective stream area after confluence = 4.130(Ac.) Process from Point/Station 9005.000 to Point/Station 7007.000 PIPEFLOW TRAVEL TIME (User specified size) *** Upstream point/station elevation = 40.190 (Ft.) Downstream point/station elevation = 39.820(Ft.) Pipe length = 71.54(Ft.) Slope = 0.0052 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.858(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 13.858(CFS) Normal flow depth in pipe = 13.24 (In.) Flow top width inside pipe = 34.72(In.) Critical Depth = 14.20(In.) Pipe flow velocity = 5.87 (Ft/s) Travel time through pipe = 0.20 mm. Time of concentration (TC) = 6.24 mm. End of computations, total study area = 4.130 (Ac.) Page 20 of 20 4 APPENDIX 4 Hydraulic Calculations for Storm Drain BFA (See Exhibit 'M') . ECR3U * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (C) Copyright 1982-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1423 Analysis prepared by: mai n ************************** DESCRIPTION OF STUDY * 100 YEAR HYDROLOGY FOR ULTIMATE CONDITIONS * * BASIN ECR3U JN 101307 * * REVISED BY HL * ************************************************************************** FILE NAME: ECR3U.DAT TIME/DATE OF STUDY: 10:43 01/13/2014 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "' indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 1.00- 2.42*Dc 1445.69 2.42*Dc . 1445.69 } FRICTION } HYDRAULIC JUMP 1.10- 2.45 1414.25 2.15* 1475.19 } FRICTION+BEND 1.20- 2.41 Dc 1413.27 1.97* 1492.14 } FRICTION 1.30- 2.42 Dc 1413.34 1.95* 1498.18 } FRICTION+BEND 2.00- 2.40 Dc 1413.22 1.91* 1516.85 } JUNCTION 2.10- 2.40*Dc 1413.22 2.40*Dc 1413.22 } FRICTION 3.00- 3.04* 1534.38 2.40 DC 1413.22 ------------------------------------------------------------------------------ MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 ------------------------------------------------------------------------------ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1.00 FLOWLINE ELEVATION = 39.82 PIPE FLOW = 59.70 CFS PIPE DIAMETER = 42.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 39.820 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 0.00 FT.) IS LESS THAN CRITICAL DEPTH( 2.42 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ NODE 1.00 : HGL = < 42.241>;EGL= < 43.339>;FLOWLINE= < 39.820> . NOTE: HGL IS ANALYZED BY ASSUMING A 42" PVC PIPE FLOWING FULL. THE FLOW OF A 42" PVC FLOWING FULL IS COMPUTED BY Page 1 ECR3U (Q TOTAL - CAPACITY . OF 24" FLOWING FULL) I 2 (136.3 - 17.18 (cfs) ) I 2 = 59.7 cfs FLOW PROCESS FROM NODE 1.00 TO NODE 1.10 IS CODE = 1 UPSTREAM NODE 1.10 ELEVATION = 40.19 (HYDRAULIC JUMP OCCURS) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 59.70 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 74.07 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: ------------------------------------------------------------------------------ DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 2.46 ------------------------------------------------------------------------------ CRITICAL DEPTH(FT) = 2.42 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.15 GRADUALLY VARIED FLOW PROFILE ------------------------------------------------------------------------------ COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 2.148 9.640 3.592 1475.19 2.805 2.159 9.582 3.585 1472.77 5.598 2.170 9.525 3.580 1470.45 8.378 2.181 9.469 3.574 1468.25 11.143 2.192 9.414 3.569 1466.16 13.893 2.203 9.360 3.564 1464.18 16.625 2.213 9.306 3.559 1462.31 19.339 2.224 9.253 3.555 1460.55 22.032 2.235 9.200 3.550 1458.89 24.702 2.246 9.149 3.547 1457.33 27.346 S 2.257 9.098 3.543 1455.88 29.961 2.268 9.047 3.540 1454.53 32.544 2.279 8.998 3.537 1453.29 35.090 2.290 8.948 3.534 1452.14 37.594 2.301 8.900 3.531 1451.09 40.049 2.312 8.852 3.529 1450.13 42.447 2.323 8.805 3.527 1449.28 44.779 2.333 8.758 3.525 1448.51 47.031 2.344 8.712 3.524 1447.84 49.186 2.355 8.667 3.522 1447.27 51.222 2.366 8.622 3.521 1446.78 53.105 2.377 8.578 3.520 1446.39 54.791 2.388 8.534 3.520 1446.08 56.206 2.399 8.491 3.519 1445.86 57.234 2.410 8.449 3.519 1445.73 57.656 2.421 8.407 3.519 1445.69 74.070 2.421 8.407 3.519 1445.69 HYDRAULIC JUMP: ------------------------------------------------------------------------------ UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.42 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: - DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (Fr) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 2.421 8.407 3.519 1445.69 0.008 2.422 8.401 3.519 1445.69 0.034 2.424 8.396 3.519 1445.69 0.080 . 0.236 2.425 8.391 3.519 1445.70 0.146 2.426 8.386 3.519 1445.70 2.428 8.380 3.519 1445.71 Page 2 ECR3U . 0.351 2.429 8.375 3.519 1445.71 0.494 2.430 8.370 3.519 1445.72 0.669 2.432 8.365 3.519 1445.73 0.879 2.433 8.359 3.519 1445.75 1.129 2.435 8.354 3.519 1445.76 1.425 2.436 8.349 3.519 1445.77 1.772 2.437 8.344 3.519 1445.79 2.181 2.439 8.339 3.519 1445.81 2.660 2.440 8.334 3.519 1445.82 3.224 2.441 8.328 3.519 1445.84 3.891 2.443 8.323 3.519 1445.86 4.684 2.444 8.318 3.519 1445.89 5.639 2.446 8.313 3.519 1445.91 6.804 2.447 8.308 3.519 1445.94 8.256 2.448 8.303 3.519 1445.96 10.125 2.450 8.298 3.519 1445.99 12.654 2.451 8.292 3.520 1446.02 16.386 2.452 8.287 3.520 1446.05 23.069 2.454 8.282 3.520 1446.08 74.070 2.454 8.282 3.520 1446.08 ------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------ PRESSURE+MOMENTUM BALANCE OCCURS AT 19.16 FEET UPSTREAM OF NODE 1.00 DOWNSTREAM DEPTH = 2.453 FEET, UPSTREAM CONJUGATE DEPTH = 2.389 FEET NODE 1.10 : HGL = < 42.338>;EGL= ------------------------------------------------------------------------------ < 43.782>;FLOWLINE= < 40.190> NOTE: HGL IS ANALYZED BY ASSUMING A 42" PVC PIPE FLOWING FULL. THE FLOW OF A 42" PVC FLOWING FULL IS COMPUTED BY (Q TOTAL - CAPACITY OF 24" FLOWING FULL) I 2 (134.5 - 17.18 (cfs) ) / 2 = 58.7 cfs * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 1.10 TO NODE 1.20 IS CODE = 3 UPSTREAM NODE 1.20 ELEVATION = 40.44 (FLOW IS SUPERCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA): ------------------------------------------------------------------------------ PIPE FLOW = 58.70 CFS PIPE DIAMETER = 42.00 INCHES CENTRAL ANGLE = 90.000 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 49.34 FEET Note: For, open flow conditions, computer program WSPG (see LAFCD program) does NOT estimate losses for bends. Therefore, to be consistent with WSPG results, a zero bend loss is used. NORMAL DEPTH(FT) = 2.41 ------------------------------------------------------------------------------ CRITICAL DEPTH(FT) = 2.40 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.97 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH ------------------------------------------------------------------------------ VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.968 10.534 3.692 1492.14 4.756 1.985 10.422 3.673 1485.41 9.508 2.002 10.312 3.655 1479.03 14.257 2.020 10.205 3.638 1472.99 19.001 2.037 10.100 3.622 1467.29 23.742 2.054 9.997 3.607 1461.91 28.477 2.071 9.897 3.593 1456.85 33.206 2.089 9.799 3.581 1452.11 37.930 2.106 9.702 3.569 1447.67 42.646 2.123 9.608 3.558 1443.53 . 47.353 2.141 9.516 3.548 1439.68 49.340 2.148 9.478 3.544 1438.13 Page 3 . ECR3U NODE 1.20 : HGL = < 42.408>;EGL= < 44.132>;FLOWLINE= < 40.440> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 1.20 TO NODE 1.30 IS CODE = 1 UPSTREAM NODE 1.30 ELEVATION = 40.46 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 58.70 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 4.00 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) ------------------------------------------------------------------------------ = 2.42 CRITICAL DEPTH(FT) = 2.40 - UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.95 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM ------------------------------------------------------------------------------ FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.953 10.632 3.709 1498.18 4.000 1.968 10.534 3.692 1492.14 NODE 1.30 : ------------------------------------------------------------------------------ HGL = < 42.413>;EGL= < 44.169>;FLOWLINE= < 40.460> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 1.30 TO NODE 2.00 IS CODE = 3 UPSTREAM NODE 2.00 ELEVATION = 40.52 (FLOW IS SUPERCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = . 58.70 CFS PIPE DIAMETER = 42.00 INCHES CENTRAL ANGLE = 90.000 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 11.72 FEET Note: For open flow conditions, computer program WSPG (see LAFCD program) does NOT estimate losses for bends. Therefore, to be consistent with WSPG results, a zero bend loss is used. NORMAL DEPTH(FT) ------------------------------------------------------------------------------ = 2.40 CRITICAL DEPTH(FT) = 2.40 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.91 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM ------------------------------------------------------------------------------ FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.911 10.922 3.764 1516.85 5.449 1.930 10.785 3.738 1507.89 10.899 1.950 10.652 3.713 1499.41 11.720 1.953 10.632 3.709 1498.18 NODE 2.00 : ------------------------------------------------------------------------------ HGL = < 42.431>;EGL= < 44.284>;FLOWLINE= < 40.520> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2.00 TO NODE 2.10 IS CODE = 5 UPSTREAM NODE 2.10 ELEVATION = 40.85 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION ------------------------------------------------------------------------------ LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 58.70 42.00 0.00 40.85 2.40 8.347 DOWNSTREAM 58.70 42.00 - 40.52 2.40 8.339 LATERAL #1 . LATERAL #2 0.00 18.00 90.00 0.00 0.00 0.000 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== Page 4 . ECR3U LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2_Q1V1*COS(DELTA1) _Q3*V3*COS(DELTA3) - Q4*V4*COS(DELTA4))/((A1+A2)*16 1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00513 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00512 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00512 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.020 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.330)+( 0.000) = 0.330 ------------------------------------------------------------------------------ NODE 2.10 : HGL = < 43.250>;EGL= < 44.332>;FLOWLINE= < 40.850> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2.10 TO NODE 3.00 IS CODE = 1 UPSTREAM NODE 3.00 ELEVATION = 40.95 (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 58.70 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 94.47 FEET MANNING'S N = 0.01300 ===> NORMAL PIPEFLOW IS PRESSURE FLOW NORMAL DEPTH(FT) = 3.50 CRITICAL DEPTH(FT) = 2.40 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.40 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) . (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 2.400 8.345 3.482 1413.22 0.393 2.444 8.179 3.484 1413.90 1.593 2.488 8.022 3.488 1415.91 3.630 2.532 7.873 3.495 1419.20 6.533 2.576 7.731 3.505 1423.71 10.329 2.620 7.596 3.517 1429.39 15.045 2.664 7.468 3.531 1436.21 20.705 2.708 7.347 3.547 1444.12 27.332 2.752 7.231 3.564 1453.08 34.942 2.796 7.122 3.584 1463.07 43.552 2.840 7.018 3.605 1474.04 53.171 2.884 6.919 3.628 1485.97 63.802 2.928 6.826 3.652 1498.82 75.445 2.972 6.738 3.677 1512.58 88.089 3.016 6.656 3.704 1527.22 94.470 3.037 6.619 3.717 1534.38 NODE 3.00 : HGL = < 43.987>;EGL= ------------------------------------------------------------------------------ < 44.667>;FLOWLINE= < 40.950> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 3.00 FLOWLINE ELEVATION = 40.95 ASSUMED UPSTREAM CONTROL HGL = 43.35 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS Page 5 .ECR3UALT • * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) copyright 1982-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1423 Analysis prepared by: main ************************** DESCRIPTION OF STUDY * 100 YEAR HYDRAULIC CALCULATION * * MAIN STORM DRAIN LINE FOR EL CAMINO REAL wl 100 YEAR ULTIMATE HYDROLOGY * * REVISED BY HL * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FILE NAME: ECR3UALT.DAT TIME/DATE OF STUDY: 10:55 01/13/2014 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 3.10- 3.46*Dc 4193.35 3.46*Dc 4193.35 } • FRICTION 4.00- 4.65* 4866.08 2.99 4318.71 } JUNCTION 4.10- 4.41* 4634.59 3.45 Dc 4143.82 } FRICTION 5.00- 5.02* 5111.53 3.45 DC 4143.82 } JUNCTION 5.10- 4.98* 5010.17 3.43 DC 4063.37 } FRICTION 5.20- 5.29* 5247.41 3.43 DC 4063.37 } JUNCTION 5.30- 5.81* 5524.10 2.88 4063.34 } FRICTION 6.00- 555* 5317.66 2.76 4147.45 } JUNCTION 6.10- 5 •99* 5580.32 2.28 4613.30 } FRICTION 7.00- 6.03* 5609.55 2.11 4970.32 } JUNCTION 7.10- 6.08* 5604.98 1.90 5441.34 } FRICTION } HYDRAULIC JUMP 7.20- 3.36 DC 3770.24 2.05* 5014.94 } JUNCTION 7.30- 3.57 3783.86 2.03* 5044.70 } FRICTION 8.00- 3.35 DC 3761.64 2.61* 4091.51 } JUNCTION 8.10- 4.10 3973.31 2.27* 4424.44 } FRICTION 9.00- 3.33 DC 3679.54 2.38* 4247.98 } . JUNCTION 9.10- 3.32 DC 3626.51 2.40* 4143.02 Page 1 } FRICTION . ECR3UALT 10.00- 3.32*Dc 3626.51 3.32*Dc 3626.51 } JUNCTION 10.10- 4.58* 3705.55 2.58 3069.38 } FRICTION 11.00- 3•79* 3125.12 3.09 DC 2937.01 } JUNCTION 11.10- 5.91* 571.28 0.33 599 } FRICTION 12.00- 4.14* 375.97 0.46 DC 14.93 MAXIMUM NUMBER OF ENERGY BALANCES ------------------------------------------------------------------------------ USED IN EACH PROFILE = 25 NOTE: STEADY FLOW ------------------------------------------------------------------------------ HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 3.10 FLOWLINE ELEVATION = 40.95 PIPE FLOW = 134.50 CFS PIPE DIAMETER = 48.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 43.990 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 3.04 Fr.) IS LESS THAN CRITICAL DEPTH( 3.46 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ NODE 3.10 : HGL = < 44.407>;EGL= < 46.515>;FLOWLINE= < 40.950> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 3.10 TO NODE 4.00 IS CODE = 1 . UPSTREAM NODE 4.00 ELEVATION -42.22 (FLOW UNSEALS IN REACH) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 134.50 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 251.88 FEET MANNING'S N = 0.01300 ===> NORMAL PIPEFLOW IS PRESSURE FLOW NORMAL DEPTH(FT) = 4.00 ------------------------------------------------------------------------------ CRITICAL DEPTH(FT) = 3.46 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.46 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH ------------------------------------------------------------------------------- VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 3.457 11.646 5.565 4193.35 0.117 3.479 11.587 5.565 4193.60 0.472 3.501 11.530 5.566 4194.36 1.071 3.523 11.474 5.568 4195.61 1.919 3.544 11.419 5.570 4197.36 3.022 3.566 11.367 5.573 4199.60 4.382 3.588 11.316 5.577 4202.34 6.006 3.609 11.266 5.581 4205.57 7.894 3.631 11.218 5.586 4209.30 10.050 3.653 11.172 5.592 4213.52 12.473 3.674 11.128 5.598 4218.23 15.166 3.696 11.085 5.605 4223.45 18.126 3.718 11.043 5.613 4229.17 21.351 3.740 11.004 5.621 4235.40 24.837 3.761 10.966 5.630 4242.15 28.579 . 36.806 3.783 10.930 5.639 4249.43 32.572 3.805 10.896 5.650 4257.25 3.826 10.864 5.660 4265.63 Page 2 41.272 . 3.848 ECR3UALT 10.834 5.672 4274.58 45.960 3.870 10.807 5.684 4284.14 50.856 3.891 10.781 5.697 4294.34 55.947 3.913 10.758 5.711 4305.22 61.217 3.935 10.738 5.726 4316.86 66.651 3.957 10.720 5.742 4329.36 72.233 3.978 10.707 5.760 4342.90 77.958 4.000 10.700 5.779 4357.94 ===> FLOW IS UNDER PRESSURE 251.880 4.648 10.703 6.427 4866.08 NODE 4.00 ------------------------------------------------------------------------------ : HGL = < 46.868>;EGL= < 48.647>;FLOWLINE= < 42.220> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 4.00 TO NODE 4.10 IS CODE = 5 UPSTREAM NODE ------------------------------------------------------------------------------ 4.10 ELEVATION = 42.55 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 133.40 48.00 0.00 42.55 3.45 10.616 DOWNSTREAM 134.50 48.00 - 42.22 3.46 10.703 LATERAL #1 1.10 18.00 90.00 42.55 0.39 0.622 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY= (Q2*V2 _Q1*V1*COS (DELTA1) _Q3*V3 *COS (DELTA3) - Q4*V4*COS(DELTA4))/((A1+A2)*16. 1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00862 . DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00877 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00870 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.035 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-Hv2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.064)+( 0.000) = 0.064 ------------------------------------------------------------------------------ NODE 4.10 : HGL = < 46.961>;EGL= < 48.711>;FLOWLINE= < 42.550> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 4.10 TO NODE 5.00 IS CODE = 1 UPSTREAM NODE 5.00 ELEVATION = 43.40 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 133.40 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 169.08 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (C 133.40)/( 1436.438))**2 = 0.00862 HF=L*SF = ( 169.08)*(0.00862) = 1.458 ------------------------------------------------------------------------------ NODE 5.00 : HGL = < 48.419>;EGL= < 50.169>;FLOWLINE= < 43.400> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 5.00 TO NODE 5.10 IS CODE = 5 UPSTREAM NODE 5.10 ELEVATION = 43.73 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 131.60 48.00 18.00 43.73 3.43 10.472 DOWNSTREAM 133.40 48.00 - 43.40 3.45 10.616 LATERAL #1 1.80 18.00 90.00 43.39 0.50 . Q5 0.00===Q5 EQUALS BASIN INPUT=== 1.019 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Page 3 . ECR3UALT LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2_Q1*V1COS(DELTA1) _Q3V3*COS (DELTA3) - Q4V4*COS(DELTA4))/((A1+A2)*16. 1)+FRIcTIoN LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00839 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00862 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00851 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.034 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.248)+( 0.000) = 0.248 ------------------------------------------------------------------------------ NODE 5.10 : HGL = < 48.713>;EGL= < 50.416>;FLOWLINE= < 43.730> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 510 TO NODE 5.20 IS CODE = 1 UPSTREAM NODE 5.20 ELEVATION = 45.18 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 131.60 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 208.80 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 131.60)/( 1436.437))**2 = 0.00839 HF=L*SF = ( 208.80)*(0.00839) = 1.753 ------------------------------------------------------------------------------ NODE 5.20 : HGL = < 50.466>;EGL= < 52.169>;FLOWLINE= < 45.180> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 5.20 TO NODE 5.30 IS CODE = 5 UPSTREAM NODE 5.30 ELEVATION = 45.18 (FLOW IS UNDER PRESSURE) . CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 128.20 48.00 0.00 45.18 3.39 10.202 DOWNSTREAM 131.60 48.00 - 45.18 3.43 10.472 LATERAL #1 3.39 18.00 90.00 46.49 0.70 1.918 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.01===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY= (Q2*V2_Q1*V1*COS (DELTA1) _Q3*V3*COS (DELTA3) - Q4*V4*COS(DELTA4))/((A1+A2)*16 1)+FRIcTIoN LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00796 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00839 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00818 JUNCTION LENGTH = 1.50 FEET FRICTION LOSSES = 0.012 FEET ENTRANCE LOSSES = 0.341 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.099)+( 0.341) = 0.440 NODE 5.30 : HGL = < 50.993>;EGL= < 52.609>;FLOWLINE= < 45.180> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 5.30 TO NODE 6.00 IS CODE = 1 UPSTREAM NODE 6.00 ELEVATION = 46.47 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 128.20 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 128.90 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 128.20)/( 1436.437))**2 = 0.00797 HF=L*SF = ( 128.90)*(0.00797) = 1.027 NODE 6.00 : HGL = < 52.019>;EGL= < 53.635>;FLOWLINE= < 46.470> Page 4 .ECR3UALT * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 6.00 TO NODE 6.10 IS CODE = 5 UPSTREAM NODE 6.10 ELEVATION -46.47 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 126.10 48.00 0.00 46.47 3.37 10.035 DOWNSTREAM 128.20 48.00 - 46.47 3.39 10.202 LATERAL #1 1.00 18.00 90.00 47.72 0.37 0.566 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 1.10===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY= (Q2*V2_Q1*V1*COS(DELTA1) _Q3*V3*COS (DELTA3) - Q4*V4*COS(DELTA4))/((A1+A2)*16 1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00771 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00796 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00784 JUNCTION LENGTH = 1.50 FEET FRICTION LOSSES = 0.012 FEET ENTRANCE LOSSES = 0.323 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.064)+( 0.323) = 0.387 NODE 6.10 : HGL = < 52.459>;EGL= < 54.023>;FLOWLINE= < 46.470> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 6.10 TO NODE 7.00 IS CODE = 1 UPSTREAM NODE 7.00 ELEVATION = 46.83 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 126.10 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 51.55 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 126.10)/( 1436.437))**2 = 0.00771 HF=L*SF = ( 51.55)*(0.00771) = 0.397 ------------------------------------------------------------------------------ NODE 7.00 : HGL = < 52.857>;EGL= < 54.420>;FLOWLINE= < 46.830> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 7.00 TO NODE 7.10 IS CODE = 5 UPSTREAM NODE 7.10 ELEVATION = 47.16 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 124.90 48.00 0.00 47.16 3.36 9.939 DOWNSTREAM 126.10 48.00 - 46.83 3.37 10.035 LATERAL #1 1.17 18.00 90.00 49.33 0.40 0.662 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.03===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2_Q1*V1*COS(DELTA1) _Q3*V3*COS(DELTA3)_ Q4*V4*COS(DELTA4))/((A1+A2)*16 1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00756 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00771 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00763 JUNCTION LENGTH = 1.50 FEET FRICTION LOSSES = 0.011 FEET ENTRANCE LOSSES = 0.313 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.041)+( 0.313) = 0.354 ------------------------------------------------------------------------------ Page 5 . NODE 7.10 : ECR3UALT HGL = < 53240>;EGL= < 54.774>;FLOWLINE= < 47.160> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 7.10 TO NODE 7.20 IS CODE = 1 UPSTREAM NODE 7.20 ELEVATION = 57.99 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): ------------------------------------------------------------------------------ PIPE FLOW = 124.90 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 290.51 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ------------------------------------------------------------------------------ ANALYSIS RESULTS NORMAL DEPTH(FT) = 1.88 ------------------------------------------------------------------------------ CRITICAL DEPTH(FT) = 3.36 - UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.05 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: - -- DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 2.050 19.256 7.811 5014.94 4.447 2.044 19.336 7.853 5031.67 9.115 2.037 19.417 7.895 5048.57 14.025 2.030 19.499 7.937 5065.65 19.199 2.023 19.581 7.981 5082.91 24.663 2.017 19.664 8.025 5100.35 30.447 2.010 19.748 8.069 5117.97 36.586 2.003 19.832 8.114 5135.78 43.121 1.996 19.917 8.160 5153.77 . 50.100 1.990 20.003 8.207 5171.96 57.580 1.983 20.090 8.254 5190.34 65.630 1.976 20.178 8.302 5208.91 74.337 1.969 20.266 8.351 5227.67 83.805 1.963 20.355 8.400 5246.63 94.166 1.956 20.445 8.450 5265.80 105.593 1.949 20.535 8.501 5285.16 118.309 1.943 20.627 8.553 5304.73 132.621 1.936 20.719 8.606 5324.51 148.955 1.929 20.812 8.659 5344.50 167.937 1.922 20.906 8.713 5364.70 190.539 1.916 21.000 8.768 5385.11 218.387 1.909 21.096 8.824 5405.74 254.529 1.902 21.192 8.880 5426.58 290.510 1.897 21.260 8.920 5441.34 HYDRAULIC JUMP: ------------------------------------------------------------------------------ UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 6.08 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE ------------------------------------------------------------------------------ VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 6.080 9.939 7.614 5604.98 69.988 4.000 9.939 5.534 3974.00 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 4.00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: . DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 69.988 4.000 9.936 5.534 3974.00 Page 6 70.761 . 3.974 ECR3UALT 9.945 5.511 3955.89 71.450 3.948 9.961 5.490 3939.55 72.087 3.923 9.981 5.471 3924.39 72.683 3.897 10.006 5.452 3910.21 73.242 3.871 10.034 5.435 3896.89 73.769 3.845 10.065 5.419 3884.36 74.266 3.819 10.098 5.404 3872.57 74.734 3.794 10.135 5.389 3861.49 75.175 3.768 10.173 5.376 3851.09 75.590 3.742 10.215 5.363 3841.34 75.979 3.716 10.258 5.351 3832.24 76.343 3.690 10.304 5.340 3823.77 76.681 3.665 10.352 5.330 3815.93 76.994 3.639 10.402 5.320 3808.71 77.283 3.613 10.454 5.311 3802.10 77.546 3.587 10.509 5.303 3796.11 77.783 3.561 10.565 5.296 3790.74 77.995 3.536 10.624 5.289 3785.98 78.181 3.510 10.685 5.284 3781.84 78.340 3.484 10.748 5.279 3778.33 78.472 3.458 10.813 5.275 3775.43 78.576 3.432 10.880 5.272 3773.17 78.651 3.407 10.950 5.269 3771.55 78.697 3.381 11.021 5.268 3770.57 78.712 3.355 11.095 5.268 3770.24 290.510 3.355 11.095 5.268 3770.24 ------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------ I PRESSURE+MOMENTUM BALANCE OCCURS AT 7.15 FEET UPSTREAM OF NODE 7.10 DOWNSTREAM DEPTH = 5.868 FEET, UPSTREAM CONJUGATE DEPTH = 1.898 FEET I 7.20 : • NODE HGL = < 60.040>;EGL= ------------------------------------------------------------------------------ < 65.801>;FLOWLINE= < 57.990> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 7.20 TO NODE 7.30 IS CODE = 5 UPSTREAM NODE 7.30 ELEVATION --57.99 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: -- PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFs) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 124.70 48.00 0.00 57.99 3.35 19.445 DOWNSTREAM 124.90 48.00 - 57.99 3.36 19.262 LATERAL #1 0.20 18.00 90.00 59.24 0.16 0.212 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY= (Q2*v2 _Q1*V1*COS (DELTA1) -Q3 *v3*COS (DELTA3) - Q4*V4*COS(DELTA4))/((A1+A2)*16 1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.02855 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.02781 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02818 JUNCTION LENGTH = 1.50 FEET FRICTION LOSSES = 0.042 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (Dy+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.093)+( 0.000) = 0.093 NODE 7.30 : HGL = < 60.022>;EGL= < 65.894>;FLOWLINE= < 57.990> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 7.30 TO NODE 8.00 IS CODE = 1 UPSTREAM NODE 8.00 ELEVATION = 61.32 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): Page 7 PIPE FLOW = . 124.70 CFS ECR3UALT PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 57.99 FEET MANNING'S. N = 0.01300 NORMAL DEPTH(FT) = 1.66 ------------------------------------------------------------------------------ CRITICAL DEPTH(FT) = 3.35 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.61 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH ------------------------------------------------------------------------------ VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 2.606 14.378 5.818 4091.51 1.628 2.569 14.620 5.890 4129.99 3.424 2.531 14.873 5.968 4171.19 5.406 2.493 15.136 6.053 4215.22 7.592 2.456 15.410 6.145 4262.22 10.007 2.418 15.695 6.245 4312.31 12.677 2.380 15.992 6.354 4365.65 15.631 2.343 16.302 6.472 4422.39 18.907 2.305 16.625 6.599 4482.70 22.548 2.267 16.962 6.738 4546.76 26.606 2.230 17.314 6.888 4614.78 31.142 2.192 17.682 7.050 4686.95 36.234 2.154 18.066 7.226 4763.50 41.978 2.117 18.469 7.416 4844.69 48.493 2.079 18.890 7.623 4930.77 55.935 2.041 19.331 7.847 5022.03 57.990 2.032 19.439 7.904 5044.70 NODE 8.00 : ------------------------------------------------------------------------------ HGL = < 63.926>;EGL= < 67.138>;FLOWLINE= < 61.320> FLOW PROCESS FROM NODE 8.00 TO NODE 8.10 IS CODE = 5 UPSTREAM NODE ------------------------------------------------------------------------------ 8.10 ELEVATION = 61.69 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 122.80 48.00 0.00 61.69 3.33 16.718 DOWNSTREAM 124.70 48.00 - 61.32 3.35 14.382 LATERAL #1 1.22 18.00 90.00 63.36 0.41 1.928 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.68===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2_Q1*V1*COS(DELTA1) _Q3*V3*COS(DELTA3)_ Q4*V4*COS(DELTA4))/((A1+A2)*16 1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01936 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01308 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01622 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.065 FEET ENTRANCE LOSSES = 0.642 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.516)+( 0.642) = 1.158 NODE 8.10 : HGL = < 63.956>;EGL= < 68.296>;FLOWLINE= < 61.690> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 8.10 TO NODE 9.00 IS CODE = 1 UPSTREAM NODE 9.00 ELEVATION ----5.65 (FLOW IS SUPERCRITICAL) . CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 122.78 CFS PIPE DIAMETER = 48.00 INCHES Page PIPE LENGTH = . 196.00 FEET ECR3UALT MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 2.24 CRITICAL DEPTH(FT) = 3.33 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.38 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH ------------------------------------------------------------------------------ VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 2.380 15.748 6.233 4247.98 4.721 2.374 15.794 6.250 4256.08 9.677 2.368 15.840 6.267 4264.26 14.888 2.363 15.887 6.284 4272.52 20.379 2.357 15.933 6.301 4280.86 26.176 2.351 15.980 6.319 4289.27 32.312 2.345 16.027 6.337 4297.77 38.823 2.340 16.075 6.355 4306.34 45.751 2.334 16.123 6.373 4315.00 53.149 2.328 16.171 6.391 4323.74 61.076 2.322 16.220 6.410 4332.56 69.605 2.317 16.268 6.429 4341.47 78.827 2.311 16.317 6.448 4350.46 88.853 2.305 16.367 6.467 4359.53 99.821 2.299 16.417 6.487 4368.69 111.914 2.294 16.467 6.507 4377.94 125.367 2.288 16.517 6.527 4387.27 140.503 2.282 16.568 6.547 4396.68 157.772 2.276 16.619 6.568 4406.19 177.835 2.271 16.670 6.589 4415.78 . 196.000 2.266 16.710 6.605 4423.14 NODE 9.00 : ------------------------------------------------------------------------------ HGL = < 68.030>;EGL= < 71.883>;FLOWLINE= < 65.650> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 9.00 TO NODE 9.10 IS CODE = 5 UPSTREAM NODE ------------------------------------------------------------------------------ 9.10 ELEVATION = 65.98 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (Fr/SEC) UPSTREAM 121.53 48.00 0.00 65.98 3.32 15.425 DOWNSTREAM 122.78 48.00 - 65.65 3.33 15.753 LATERAL #1 0.60 18.00 90.00 63.49 0.29 0.340 LATERAL #2 0.65 18.00 90.00 63.49 0.30 0.368 Q5 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2_Q1*V1*COS(DELTA1)_Q3*V3*COS(DELTA3)_ Q4*V4*COS(DELTA4))/((A1+A2)*16 1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01582 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01661 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01622 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.065 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+Hv1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.193)+( 0.000) = 0.193 NODE 9.10 : HGL = < 68.382>;EGL= < 72.076>;FLOWLINE= < 65.980> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * . FLOW PROCESS FROM NODE 9.10 TO NODE 10.00 IS CODE = UPSTREAM NODE 10.00 ELEVATION = 68.82 (FLOW IS SUPERCRITICAL) Page 9 . ECR3UALT CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 121.53 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 147.97 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 2.26 ------------------------------------------------------------------------------ CRITICAL DEPTH(FT) = 3.32 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.32 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH ------------------------------------------------------------------------------ VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 3.316 10.908 5.165 3626.51 0.105 3.274 11.036 5.166 3627.38 0.430 3.231 11.170 5.170 3630.03 0.995 3.189 11.310 5.177 3634.50 1.820 3.147 11.457 5.186 3640.84 2.931 3.104 11.610 5.199 3649.11 4.357 3.062 11.770 5.214 3659.37 6.133 3.020 11.937 5.234 3671.68 8.299 2.977 12.112 5.257 3686.11 10.905 2.935 12.294 5.283 3702.75 14.009 2.893 12.484 5.314 3721.66 17.682 2.850 12.683 5.350 3742.94 22.012 2.808 12.890 5.390 3766.67 27.108 2.766 13.106 5.435 3792.97 33.107 2.723 13.332 5.485 3821.93 40.187 2.681 13.568 5.542 3853.67 48.584 . 70.725 2.639 13.815 5.604 3888.32 58.614 2.597 14.072 5.673 3926.00 2.554 14.342 5.750 3966.87 85.572 2.512 14.623 5.835 4011.07 104.171 2.470 14.918 5.927 4058.76 128.226 2.427 15.227 6.030 4110.14 147.970 2.402 15.420 6.096 4143.02 NODE 10.00 : ------------------------------------------------------------------------------ HGL = < 72.136>;EGL= < 73.985>;FLOWLINE= < 68.820> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 10.00 TO NODE 10.10 IS CODE = 5 UPSTREAM NODE ------------------------------------------------------------------------------ 10.10 ELEVATION = 69.15 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 104.52 48.00 0.00 69.15 3.09 8.317 DOWNSTREAM 121.53 48.00 - 68.82 3.32 10.912 LATERAL #1 5.64 18.00 90.00 71.36 0.92 3.192 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 11.37===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2_Q1*V1*COS(DELTA1) _Q3*V3*COS(DELTA3) - Q4*V4*COS(DELTA4))/((A1+A2)*16 1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00529 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00702 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00616 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.025 FEET ENTRANCE LOSSES = 0.370 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.447)+( 0.370) = 0.817 ------------------------------------------------------------------------------ Page 10 . ECR3UALT NODE 10.10 : HGL = < 73..727>;EGL= < 74.801>;FLOwLINE= < 69.150> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 10.10 TO NODE 11.00 IS CODE = 1 UPSTREAM NODE 11.00 ELEVATION = 70.69 (FLOW SEALS IN REACH) CALCULATE FRICTION ------------------------------------------------------------------------------ LOSSES(LACFCD): PIPE FLOW = 104.52 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 153.96 FEET MANNING'S N = 0.01300 DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 4.58 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM ------------------------------------------------------------------------------ PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 4.577 8.317 5.651 3705.55 122.591 4.000 8.317 5.074 3252.96 NORMAL DEPTH(FT) ------------------------------------------------------------------------------ = 2.53 CRITICAL DEPTH(FT) = 3.09 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 4.00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM ------------------------------------------------------------------------------ FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 122.591 4.000 8.315 5.074 3252.96 129.284 3.964 8.327 5.041 3227.05 135.163 . 3.928 8.349 5.011 3203.24 140.599 3.891 8.378 4.982 3180.84 145.699 3.855 8.412 4.955 3159.65 150.522 3.819 8.451 4.929 3139.54 153.960 3.792 8.483 4.910 3125.12 NODE 11.00 : HGL ------------------------------------------------------------------------------ = < 74.482>;EGL= < 75.600>;FLOWLINE= < 70.690> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 11.00 TO NODE 11.10 IS CODE = 5 UPSTREAM NODE ------------------------------------------------------------------------------ 11.10 ELEVATION = 71.02 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFs) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (Fr/SEC) UPSTREAM 0.70 48.00 0.00 71.02 0.24 0.054 DOWNSTREAM 104.52 48.00 - 70.69 3.09 8.486 LATERAL #1 103.69 48.00 90.00 71.02 3.08 8.251 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.13===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2_Q1*V1*COS(DELTA1) _Q3*V3*COS(DELTA3)_ Q4*V4*COS(DELTA4))/((A1+A2)*16 1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00000 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00458 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00229 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.009 FEET ENTRANCE LOSSES = 0.224 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.105)+( 0.224) = 1.328 ------------------------------------------------------------------------------ NODE 11.10 : HGL = < 76.928>;EGL= < 76.928>;FLOWLINE= < 71.020> Page 11 S ECR3UALT * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 11.10 TO NODE 12.00 IS CODE = 1 UPSTREAM NODE 12.00 ELEVATION = 72.81 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.50 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 91.84 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 1.50)/( 105.036))**2 = 0.00020 HF=L*SF = ( 91.84)*(0.00020) = 0.019 ------------------------------------------------------------------------------ NODE 12.00 : HGL = < 76.947>;EGL= < 76.958>;FLoWLINE= < 72.810> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 12.00 FLOWLINE ELEVATION = 72.81 ASSUMED UPSTREAM CONTROL HGL = 73.27 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS S Page 12 Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. Thursday, Dec 19 2013 CAPACITY FOR 24 INCH STORM DRAIN FLOWING FULL AT 0.50% Circular Highlighted Diameter (ft) = 2.00 Depth (ft) = 1.90 Q(cfs) = 17.18 Area (sqft) = 308 Invert Elev (ft) = 100.00 Velocity (ftls) = 5.57 Slope (%) = 0.50 Wetted Perim (ft) = 5.39 N-Value = 0.013 Crit Depth, Yc (ft) = 1.50 Top Width (ft) = 0.86 Calculations EGL(ft) = 2.38 Compute by: Known Depth Known Depth (ft) = 1.90 Elev (ft) Section Depth (ft) 103.00 - LOU 102.50 2.50 102.00 2.00 101.50 1.50 101.00 1.00 100.50 0.50 100.00 99.50 J— -0.50 1 2 3 4 Reach (ft) APPENDIX 5 100 Year Existing Hydrologic Calculations for Kelly Drive Double 8'x4' RCB Basin E-F, Rancho Costera (See Exhibit 'N' Sheets 1 & 2) 11 San Diego County Rational Hydrology P r o g r a m CIVILCADD/CIVILDESIGN Engineering So f t w a r e , ( c ) 1 9 9 1 - 2 0 0 4 V e r s i o n 7 . 4 Rational method hydrology program bas e d o n San Diego County Flood Control Divis i o n 2 0 0 3 h y d r o l o g y m a n u a l Rational Hydrology Study Date: 10/19/11 Rancho Costera -Existing Double 8'x 4 ' R C B E a s t o f K e l l y D r i v e & E C R Preliminary Existing Condition Study El Camino Real Preliminary Drainage S t u d y g:\101307\Hydrology\ElCaminoRCB.out -------------------------------------------- - - - - - - - - - - - - - - - - - - - - - - - - - - - " Hydrology Study Control Information Program License Serial Number 5007 Rational hydrology study storm event y e a r i s 1 0 0 . 0 English (in-lb) input data Units used ' Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.300 P6/P24 = 60.5% San Diego hydrology manual 'C' values u s e d Process from Point/Station 500.000 to Point/Station 502.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.0 0 0 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL (4.3 DU/A or Less Impervious value, Ai = 0.300 Sub-Area C Value = 0.520 Initial subarea total flow distance = 1 0 0 . 0 0 0 ( F t . ) Highest elevation 324.000(Ft.) Lowest elevation = 320.000(Ft.) Elevation difference = 4.000(Ft.) Slope = 4.000 % INITIAL AREA TIME OF CONCENTRATION CAL C U L A T I O N S : The maximum overland flow distance is 1 0 0 . 0 0 ( F t ) for the top area slope value of 4.00 %, in a development 4.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.58 minutes type of TC = [1.8*(1.1_C)*distance(Ft.) . 5 ) / ( % s l o p e ' ( 1 / 3 ) ] 41, TC = (1.8*(1.1_0.5200)*( 100.000'.5)/ ( 4.000"(l/3)]= 6.58 Rainfall intensity (I) = 5.740(In/Hr) for a 100.0 year storm Effective runoff coefficient us e d f o r a r e a ( Q = K C I A ) i s C = 0 . 5 2 0 Subarea runoff = 0.298(CFS) Total initial stream area = 0.100 (Ac.) +++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 502.000 to Point/Station 504.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 320.000(Ft.) End of street segment elevation = 260.000(Ft.) Length of street segment = 140 0 . 0 0 0 ( F t . ) Height of curb above gutter flowli n e = 6.0(In.) Width of half street (curb to cr o w n ) = 1 5 . 0 0 0 ( F t . ) Distance from crown to crossfal l g r a d e b r e a k = 13.500(Ft.) Slope from gutter to grade break ( v / h z ) = 0.020 Slope from grade break to crown ( v / h z ) = 0.020 Street flow is on [2] side(s) of t h e s t r e e t Distance from curb to property lin e = 10.000(Ft.) Slope from curb to property line ( v / h z ) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade b r e a k = 0 . 0 1 5 0 Manning's N from grade break to c r o w n = 0.0150 o Estimated mean flow rate at midpo i n t o f s t r e e t = 10.266(CFs) Depth of flow = 0.338(Ft.), Average velocity = 4.620(Ft/s) Streetflow hydraulics at midpoint o f s t r e e t t r a v e l : Halfstreet flow width = 10.043(Ft.) Flow velocity 4.62 (Ft/s) Travel time = 5.05 mm. TC = 11.63 mm. Adding area flow to street 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 . 0 0 0 [MEDIUM DENSITY RESIDENTIAL (4.3 DU/A or Less Impervious value, Ai = 0.300 Sub-Area C Value = 0.520 Rainfall intensity = 3.975(In/Hr) for a 100.0 year storm Effective runoff coefficient used f o r t o t a l a r e a (Q=KCIA) is C = 0.520 CA = 5.044 Subarea runoff = 19.750(CFS) for 9.600(Ac.) Total runoff = 20.049(CFS) Total area = 9.700(Ac Street flow at end of street = 20.049(CFS) Half street flow at end of street = 10.024(CFS) Depth of flow = 0.401(Ft.), Average velocity = 5.417(Ft/s) Flow width (from curb towards c r o w n ) = 1 3 . 2 2 2 ( F t . ) Process from Point/Station 504.000 to Point/Station 506.000 IRREGULAR CHANNEL FLOW TRAVEL TIME '- Estimated mean flow rate at mi d p o i n t o f c h a n n e l = 266.423(CFS) Depth of flow = 0.520(Ft.), Average velocity = 4.989(Ft/s) ******* Irregular Channel Data ----------------------------------- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Information entered for subcha n n e l n u m b e r 1 Point number 'X coordinate 'Y' coordinate 1 0.00 30.00 2 60.00 0.00 3 140.00 0.00 4 200.00 30.00 Manning's 'N' friction facto r = 0.035 ------------------------------------- - - - - - - - - - - - - - - - - - - - - - - - - - - - - Sub-Channel flow = 212.226(CFS) flow top width = 82.082 (Ft.) velocity= 5.032(Ft/s) area = 42.178(Sq.Ft) Froude number = 1.237 Information entered for subch a n n e l n u m b e r 2 Point number 'X' coordinate Y' coordinate 1 0.00 30.00 2 90.00 0.00 3 110.00 0.00 4 200.00 30.00 Manning's 'N' friction factor 0.035 ------------------------------------ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Sub-Channel flow = 54.198(CFS) flow top width,= 23.123 (Ft.) . ' velocity= 4.830(Ft/s) area = 11.222(Sq.Ft) Froude number = 1.222 Upstream point elevation = 260.000 (Ft.) Downstream point elevation 57.720 (Ft.) Flow length = 5900.000(Ft.) Travel time = 19.71 mm. Time of concentration = 31.34 mm. Depth of flow = 0.520(Ft.) Average velocity = 4.989(Ft/s) Total irregular channel flow = 266.423(CFS) Irregular channel normal dept h a b o v e i n v e r t e l e v . = 0.520(Ft.) Average velocity of channel(s ) = 4.989(Ft/s) Adding area flow to channel User specified 'C' value of 0 . 4 8 0 g i v e n f o r s u b a r e a Rainfall intensity = 2.097(In/Hr) for a 100.0 year storm Effective runoff coefficient u s e d f o r t o t a l a r e a (Q=KCIA) is C = 0.480 CA = 244.512 Subarea runoff 492.689(CFS) for 499.700(Ac.) Total runoff = 512.738(CFS) Total area = 509.400(Ac, Depth of flow = 0.769(Ft.), Average velocity = 6.418(Ft/s) Process from Point/Station 506.000 to Point/Station 508.000 IMPROVED CHANNEL TRAVEL TIME **** Covered channel & Upstream point elevation = 57.720(Ftj Downstream point elevation = 57.080(Ft.) Channel length thru subarea = 108.000 (Ft.) Channel base width = 8.000(Ft.) Slope or 'Z of left channel bank = 0.000 Slope or 'Z' of right channel bank 0.000 Manning's 'N' = 0.013 Maximum depth of channel = 5.000(Ft.) Flow(q) thru subarea = 512.738(CFS) Depth of flow = 4.437(Ft.), Average velocity = 14.446(Ft/s) Channel flow top width = 8.000(Ft.) Flow Velocity 14.45 (Ft/s) Travel time = 0.12 mm. Time of concentration = 31.46 mm. Critical depth = 5.063(Ft.) Process from Point/Station 506.000 to Point/Station 508.000 **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream i s l i s t e d : In Main Stream number: 1 Stream flow area = 509.400(Ac.) Runoff from this stream = 512.738(CFS) Time of concentration = 31.46 mm. Rainfall intensity = 2.092(In/Hr) ' Program is now starting with Main Str e a m N o . 2 Process from Point/Station 509.000 to Point/Station 509.000 INITIAL AREA EVALUATION kk 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 (UNDISTURBED NATURAL TERRAIN (Permanent Open Space Impervious value, Al = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 20.000 (Ft.) Highest elevation = 190.000(Ft.) Lowest elevation = 180.000(Ft.) Elevation difference = 10.000(Ft.) Slope = 50.000 % Top of Initial Area Slope adjusted b y U s e r t o 3 0 . 0 0 0 % INITIAL AREA TIME OF CONCENTRATION CAL C U L A T I O N S : The maximum overland flow distance is 1 0 0 . 0 0 ( F t ) for the top area slope value of 30.00 % , i n a d e v e l o p m e n t t y p e o f Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.34 minutes TC = (1.8*(1.1C)*distance(Ft.).5)/(% sl o p e ( 1 / 3 ) ) Ô TC = [1.8*(1.1.0.3500)*( 100.000.5)/( 30. 0 0 0 ( 1 / 3 ) 1 = 4.34 Rainfall intensity (I) = 7.500(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.263(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++--++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + 1 + + + + + + + Process from Point/Station 509.000 to Point/Station 508.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 180.000 (Ft.) Downstream point elevation = 57.000 (Ft.) Channel length thru subarea = 750.000 (Ft.) Channel base width = 1.000 (Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 23.387(CFs) Manning's 'N' = 0.035 Maximum depth of channel = 2.000 (Ft.) Flow(q) thru subarea = 23.387(CFS) Depth of flow = 0.838(Ft.), Average velocity = 10.428(Ft/s) Channel flow top width = 4.352 (Ft.) Flow Velocity = 10.43 (Ft/s) Travel time = 1.20 mm. Time of concentration = 5.54 mm. Critical depth = 1.313 (Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space Impervious value, Al = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 6.409(In/Fir) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 7.245 Subarea runoff = 46.173(CFS) for 20.600(Ac.) Total runoff = 46.436(CFS) Total area = 20.700(Ac.) Depth of flow = 1.140(Ft.), Average velocity = 12.412(Ft/s) Critical depth = 1.781 (Ft.) Process from Point/Station 509.000 to Point/Station 508.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 20.700(Ac.) Runoff from this stream 46.436(CFS) Time of concentration = 5.54 mm. Rainfall intensity = 6.409(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 5- 1 512.738 2 46.436 Qmax(l) 1.000 * 0.326 * Qmax(2) = 1.000 * 1.000 * 31.46 2.092 5.54 6.409 1.000 * 512.738) + 1.000 * 46.436) + = 527.891 0.176 * 512.738) + 1.000 * 46.436) + = 136.779 Total of 2 main streams to confluence: Flow rates before confluence point: 512.738 46.436 Maximum flow rates at confluence using above d a t a : 527.891 136.779 Area of streams before confluence: 509.400 20.700 Results of confluence: Total flow rate = 527.891(CFS) Time of concentration = 31.461 mm. Effective stream area after confluence 530.100 (Ac.) +.+++++++++++++++++++++++++++++++-*-++++++ + . + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 508.000 to Point/Station 510.000 IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow = 1.147(Ft.), Average velocity = 4.499(Ft/s) kA"kkk Irregular Channel Data --------------------------------------------------- - - - - - - - - - - - - - - Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 2.00 2 4.00 0.00 3 104.00 0.00 4 108.00 2.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------- - - - - - - - - - - - - Sub-Channel flow = 527.891(CFS) flow top width = 104.588 (Ft.) velocity= 4.499(Ft/s) area = 117.337(Sq.Ft) Froude number = 0.749 r] Upstream point elevation = 57.080 (Ft.) Downstream point elevation = 50 .000 (Ft.) Flow length = 730.000 (Ft.) Travel time = 2.70 mm. Time of concentration = 34.17 mm. Depth of flow = 1.147(Ft.) Average velocity = 4.499(Ft/s) Total irregular channel flow = 527.891(CFS) Irregular channel normal depth above invert ele v . = 1.147(Ft.) Average velocity of channel(s) = 4.499(Ft/s) o 'Process from Point/Station 508.000 to Point/Station 510.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stre a m i s l i s t e d : In Main Stream number: 1 Stream flow area = 530.100 (Ac.) Runoff from this stream 527.891(CFS) Time of concentration = 34.17 mm. Rainfall intensity = 1.983 (In/Br) Program is now starting with Main Str e a m N o . 2 Process from Point/Station 516.000 to Point/Station 514.000 **** USER DEFINED FLOW INFORMATION AT A P O I N T **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.0 0 0 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL (4.3 DU/A or Less Impervious value, Ai = 0.300 Sub-Area C Value = 0.520 Rainfall intensity (I) = 2.458(In/Hr) for a 100.0 year storm o User specified values are as follows : TC = 24.49 mm. Rain intensity = 2.46(In/l-Ir) Total area 115.070(Ac.) Total runoff = 137.250(CFS) ++++++++++++++++++++++++++++++++++ + + + + + - 1 - + + + + + + - 1 - + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 516.000 to Point/Station 514.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nor m a l s t r e a m n u m b e r 1 Stream flow area = 115.070(Ac.) Runoff from this stream = 137.250(CFS) Time of concentration 24.49 mm. Rainfall intensity = 2.458(In/Hr) Process from Point/Station 518.000 to Point/Station 514.000 USER DEFINED FLOW INFORMATION AT A P O I N T Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D = [MEDIUM DENSITY RESIDENTIAL (4.3 DU/A or Less ) Impervious value, Al = 0.300 Sub-Area C Value = 0.520 Rainfall intensity (I) = 3 0.000 0.000 0.000 1.000 378(In/}{r) for a 100.0 year storm 7 User specified values are as follows: ' TC = 14.96 mm. Rain intensity = 3.38(In/Hr) Total area = 56.590(Ac.) Total runoff = 98.630(CPS) ++++++++++++++++++++++-f-f++++++++++++++++++++++++++++++++++++ + + + + + + + + + + Process from Point/Station 518.000 to Point/Station 514.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream n u m b e r 2 Stream flow area = 56.590(Ac.) Runoff from this stream = 98.630(CFS) Time of concentration = 14.96 mm. Rainfall intensity = 3.378(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 137.250 24.49 2.458 2 98.630 14.96 3.378 Qmax(l) = 1.000 * 1.000 * 137.250) + 0.728 * 1.000 * 98.630) + = 209.020 Qmax(2) = 1.000 * 0.611 * 137.250) + 1.000 * 1.000 * 98.630) + = 182.471 Total of 2 streams to confluence: Flow rates before confluence point: 137.250 98.630 Maximum flow rates at confluence using above data: 209.020 182.471 Area of streams before confluence: 115.070 56.590 Results of confluence: Total flow rate = 209.020(CFS) Time of concentration = 24.490 mm. Effective stream area after confluence = 171.660 (Ac.) ++++++++.+++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 514.000 to Point/Station 510.000 IRREGULAR CHANNEL FLOW TRAVEL TIME Depth of flow = 1.721(Ft.), Average velocity = 7.716(Ft/s) kkkk Irregular Channel Data --------------------------------------------------- - - - - - - - - - - - - - - Information entered for subchannel number 1 Point number 'X' coordinate Y coordinate 1 0.00 3.00 2 10.00 0.00 3 20.00 0.00 4 30.00 3.00 $ Manning sN friction factor -0-.035 Sub-Channel flow = 209.020(CFS) flow top width = 21.475(Ft.) velocity= 7.716(Ft/s) area = 27.088(Sq.Ft) Froude number = 1.211 Upstream point elevation = 70.000(Ft.) Downstream point elevation = 50.000(Ft.) Flow length 800.000 (Ft.) Travel time 1.73 mm. Time of concentration = 26.22 mm. Depth of flow = 1.721(Ft.) Average velocity = 7.716(Ft/s) Total irregular channel flow = 209.020(CFS) Irregular channel normal depth above in v e r t e l e v . Average velocity of channel(s) = 7.716(Ft/s) 1.721 (Ft.) Process from Point/Station 514.000 to Point/Station 510.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream i s l i s t e d : In Main Stream number: 2 Stream flow area = 171.660 (Ac.) Runoff from this stream 209.020(CFS) Time of concentration = 26.22 mm. Rainfall intensity = 2.353(In/Hr) Program is now starting with Main St r e a m N o . 3 . Process from Point/Station 511.000 to Point/Station 511.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.0 0 0 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 70.000(Ft.) Highest elevation 196.600(Ft.) Lowest elevation = 190.000(Ft.) Elevation difference = 6.600(Ft.) Slope = 9.429 % Top of Initial Area Slope adjusted b y U s e r t o 9 . 4 0 0 % INITIAL AREA TIME OF CONCENTRATION CALC U L A T I O N S : The maximum overland flow distance i s 1 0 0 . 0 0 ( F t ) for the top area slope value of 9.40 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.40 minutes TC = [1.8*(1.1_C)*distance(Ft.)".5)/(% s l o p e ( 1 / 3 ) ] TC = t1.8*(1.1_0.3500)*( 100.000'.5)/( 9.400'(1/3)1= 6.40 16 Rainfall intensity (I) = 5.844(In/Hr) for a 100.0 year storm 19 Effective runoff coefficient used for a r e a ( Q = K C I A ) i s C = 0.350 Subarea runoff = 0.205(CFS) Total initial stream area = 0.100(Ac.) Process from Point/Station 511.000 to Point/Station 510.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 190.000 (Ft.) Downstream point elevation = 50.000(Ft.) Channel length thru subarea = 450.000 (Ft.) Channel base width 1.000 (Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of c h a n n e l = 10.987(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 2.000 (Ft.) Flow(q) thru subarea = 10.987(CFS) Depth of flow = 0.504(Ft.), Average velocity = 10.867(Ft/s) Channel flow top width = 3.015 (Ft.) Flow Velocity = 10.87 (Ft/s) Travel time = 0.69 mm. Time of concentration = 7.09 mm. Critical depth = 0.914(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 o Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 5.470(In/Hr) for a 100.0 year storm Effective runoff coefficient used for t o t a l a r e a (Q=KCIA) is C = 0.350 CA = 3.962 Subarea runoff = 21.468(CFS) for 11.220(Ac.) Total runoff = 21.673(.CFS) Total area = 11.320(Ac.) Depth of flow = 0697(Ft.), Average velocity = 12.974(Ft/s) Critical depth = 1.266(Ft.) Process from Point/Station 511.000 to Point/Station 510.000 **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream i s l i s t e d : In Main Stream number: 3 Stream flow area = 11.320 (Ac.) Runoff from this stream = 21.673(CFS) Time of concentration = 7.09 mm. Rainfall intensity = 5.470(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 19 1 527.891 34.17 1.983 2 209.020 26.22 2.353 3 21.673 7.09 5.470 Qmax(1) = 1.000 * 1.000 * 527.891) + 0.843 * 1.000 * 209.020) + 0.363 * 1.000 * 21.673) + = 711.955 Qmax(2) 1.000 * 0.767 * 527.891) + 1.000 * 1.000 * 209.020) + 0.430 * 1.000 * 21.673) + = 623.437 Qmax(3) = 1.000 * 0.207 * 527.891) + 1.000 * 0.270 * 209.020) + 1.000 * 1.000 * 21.673) + = 187.673 Total of 3 main streams to confluenc e : Flow rates before confluence point: 527.891 209.020 21.673 Maximum flow rates at confluence usi n g a b o v e d a t a : 711.955 623.437 187.673 Area of streams before confluence: 530.100 171.660 11.320 Results of confluence: Ô Total flow rate = 711.955(CFS) Time of concentration = 34.165 ruin. Effective stream area after conflue n c e = 713.080(Ac.) Process from Point/Station 510.000 to Point/Station 520.000 IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow = 1.195(Ft.), Average velocity 5.819(Ft/s) Irregular Channel Data ----------------------------------------- - - - - - - - - - - - - - - - - - - - - - - - - Information entered for subchannel n u m b e r 1 Point number 'X coordinate 'Y' coordinate 1 0.00 2.00 2 4.00 0.00 3 104.00 0.00 4 108.00 2.00 Manning's 'N' friction factor = 0.035 -------------------------------------------- - - - - - - - - - - - - - - - - - - - - - Sub-Channel flow = 711.956(CFS) flow top width = 104.780 (Ft.) velocity= 5.819(Ft/s) area = 122.354(Sq.Ft) Froude number = 0.949 Upstream point elevation = 50.000(Ft.) Downstream point elevation = 42.000(Ft.) 41 Flow length = 520.000 (Ft.) Travel time = 1.49 mm. Time of concentration = 35.65 mm. Depth of flow = 1.195(Ft.) Average velocity = 5.819(Ft/s) Total irregular channel flow = 711.955(CFS) Irregular channel normal depth a b o v e i n v e r t e l e v . = Average velocity of channel(s) = 5.819(Ft/s) 1.195 (Ft.) Process from Point/Station 510.000 to Point/Station 520.000 **** CONFLUENCE OF MAIN STREAMS The following data inside Main S t r e a m i s l i s t e d : In Main Stream number: 1 Stream flow area = 713.080 (Ac.) Runoff from this stream = 711.955(CFS) Time of concentration = 35.65 mm. Rainfall intensity = 1.929(In/Hr) Program is now starting with Main S t r e a m N o . 2 Process from Point/Station 522.000 to Point/Station 520.000 **** USER DEFINED FLOW INFORMATION AT A P O I N T kk User specified C' value of 0.950 g i v e n f o r s u b a r e a Rainfall intensity (I) = 3.164(In/Hr) for a 100.0 year storm j User specified values are as foll o w s : TC = 16.56 mm. Rain intensity = 3.16(In/Hr) Total area = 11.520(Ac.) Total runoff = 20.200(CFS) Process from Point/Station 522.000 to Point/Station 520.000 **** CONFLUENCE OF MAIN STREAMS The following data inside Main St r e a m i s l i s t e d : In Main Stream number: 2 Stream flow area = 11.520 (Ac.) Runoff from this stream = 20.200(CFS) Time of concentration = 16.56 mm. Rainfall intensity = 3.164(In/I-ir) Program is now starting with Main S t r e a m N o . 3 Process from Point/Station 524.000 to Point/Station 526.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space - Impervious value, Ai = 0.000 12 Sub-Area C Value = 0.350 ') Initial subarea total flow dista n c e = 100.000(Ft.) Highest elevation = 236.000(Ft.) Lowest elevation 225.000(Ft.) Elevation difference = 11.000(Ft.) Slope = 11.000 % INITIAL AREA TIME OF CONCENTRATION C A L C U L A T I O N S : The maximum overland flow distan c e i s 1 0 0 . 0 0 ( F t ) for the top area slope value of 1 1 . 0 0 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.07 minutes TC = [1.8*(1.1_C)*distance(Ft.)tS.5)/(% slope"(1/3)J TC= [l.8*(l.l_0.3500)*( 100.000.5)/( 11.000"(1/3))= 6.07 Rainfall intensity (I) = 6.045(In/Hr) for a 100.0 year storm Effective runoff coefficient used f o r a r e a ( Q = K C I A ) i s C = 0.350 Subarea runoff = 0.212(CFS) Total initial stream area = 0.100 (Ac.) +++++++++++++++++++++++++++ + + + + + + + + + + + + + + + # + + + # + + + + + + + + + + + - 4 - - I - + + + + ± + + 4 - + 4 Process from Point/Station 526.000 to Point/Station 528.000 **** IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 225.000 (Ft.) Downstream point elevation = 50.000 (Ft.) Channel length thru subarea = 970.000(Ft.) Channel base width = 3.000 (Ft.) Slope or 'Z' of left channel bank = 1.000 , Slope or Z of right channel ba n k 1.000 Estimated mean flow rate at midpoi n t o f c h a n n e l = 1.413(CFs) Mannings N = 0.015 Maximum depth of channel = 1.000 (Ft.) Flow(q) thru subarea = 1.413(CFS) Depth of flow = 0.068(Ft.), Average velocity = 6.807(Ft/s) Channel flow top width = 3.135(Ft.) Flow Velocity = 6.81 (Ft/s) Travel time = 2.38 mm. Time of concentration = 8.45 mm. Critical depth = 0.188(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 = 1.000 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 4.885(In/Hr) for a 100.0 year storm Effective runoff coefficient used f o r t o t a l a r e a (Q=KCIA) is C = 0.350 CA = 0.518 Subarea runoff = 2.319(CFS) for 1.380 (Ac.) Total runoff = 2.531(CFS) Total area = 1.480(Ac.) Depth of flow = 0.096(Ft.), Average velocity = 8.508(Ft/s) Critical depth = 0.273 (Ft.) 13 ') Process from Point/Station 528.000 to Point/Station 528.000 **** SUBAREA FLOW ADDITION User specified 'C' value of 0.95 0 g i v e n f o r s u b a r e a Time of concentration 8.45 mm. Rainfall intensity = 4.885(In/Hr) for a 100.0 year storm Effective runoff coefficient used f o r t o t a l a r e a (Q=KCIA) is C = 0.950 CA = 4.930 Subarea runoff 21.556(CFS) for 3.710 (Ac.) Total runoff = 24.086(CFS) Total area = 5.190(Ac.) ++++++++++++++++++±++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + . + + + + + + + + + + + + + + + Process from Point/Station 528.000 to Point/Station 530.000 PIPEFLOW TRAVEL TIME (User specifie d s i z e ) **** Upstream point/station elevation = 50.000 (Ft.) Downstream point/station elevatio n = 46.000(Ft.) Pipe length = 110.00 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 24.086(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow 24.086(CFS) Normal flow depth in pipe = 10.62(In.) Flow top width inside pipe = 32.83 (In.) Critical Depth = 18.98(In.) Pipe flow velocity = 13.83 (Ft/s) Travel time through pipe = 0.13 mm. Time of concentration (TC) = 8.58 mm. +++++++++++++++++++++++++++ + + + + + + -f--f+++++++++++++++++++++++++++++++- * - + + + Process from Point/Station 530.000 to Point/Station 520.000 IRREGULAR CHANNEL FLOW TRAVEL TIM E Depth of flow = 1.739(Ftj, Average velocity = 3.983(Ft/s) Irregular Channel Data -------------------------------------- - - - - - - - - - - - - - - - - - - - - - - - - - - - Information entered for subchannel n u m b e r 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 4.00 2 8.00 0.00 3 16.00 4.00 Manning's 'N' friction factor 0.035 ---------------------------------------- - - - - - - - - - - - - - - - - - - - - - - - - - Sub-Channel flow = 24.086(CFS) flow top width = 6.955(Ft.) velocity= 3.983(Ft/s) area = 6.047(Sq.Ft) Froude number = 0.753 Upstream point elevation = 46.000 (Ft.) Downstream point elevation = 42.000 (Ft Flow length = 325.000(Ft.) Travel time = 1.36 mm. Time of concentration = 9.94 mm. Depth of flow = 1.739 (Ft.) Average velocity = 3.983(Ft/s) j Total irregular channel flow = 24.086(CFS) Irregular channel normal depth abo v e i n v e r t e l e v . 1.739 (Ft.) Average velocity of channel(s) = 3.983(Ft/s) Process from Point/Station 530.000 to Point/Station 520.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Str e a m i s l i s t e d : In Main Stream number: 3 Stream flow area = 5.190(Ac.) Runoff from this stream = 24.086(CFS) Time of concentration = 9.94 mm. Rainfall intensity = 4.398(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 711.955 35.65 1.929 2 20.200 16.56 3.164 3 24.086 9.94 4.398 Qmax(1) = 1.000 * 1.000 * 711.955) + 0.610 * 1.000 * 20.200) + 0.439 * 1.000 * 24.086) + = 734.839 Qmax(2) = 1.000 * 0.464 * 711.955) + 1.000 * 1.000 * 20.200) + 0.719 * 1.000 * 24.086) + = 368.198 Qmax(3) = 1.000 * 0.279 * 711.955) + 1.000 * 0.600 * 20.200) + 1.000 * 1.000 * 24.086) + = 234.645 Total of 3 main streams to conflu e n c e : Flow rates before confluence po i n t : 711.955 20.200 24.086 Maximum flow rates at confluence u s i n g a b o v e d a t a : 734.839 368.198 234.645 Area of streams before confluence : 713.080 11.520 5.190 I Results of confluence: Total flow rate = 734.839(CFS) Time of concentration = 35.655 mm. Effective stream area after conflu e n c e = 729.790(Ac.) Process from Point/Station 520.000 to Point/Station 532.000 IMPROVED CHANNEL TRAVEL TIME a Covered channel & Upstream point elevation = 42.000 (Ft.) Downstream point elevation = 40.000 (Ft.) Channel length thru subarea = 108.000 (Ft.) Channel base width 1.000(Ft.) Slope or 'Z' of left channel ba n k = 0.000 Slope or 'Z' of right channel bank 0.000 Manning's 'N = 0.013 Maximum depth of channel = 4.000(Ft.) Flow(g) thru subarea = 734.839(CFS) Depth of flow = 2.102(Ft.), Average velocity = 21.849(Ft/s) Channel flow top width = 16.000 (Ft.) Flow Velocity = 21.85(Ft/s) Travel time = 0.08 mm. Time of concentration = 35.74 mm. Critical depth = 4.031(Ft.) End of computations, total study a r e a = 729.790 (Ac.) ri 0 APPENDIX 6 100 Year Proposed Hydrologic Calculations for Kelly Drive Double 8'x4' RCB Basin E-F, Rancho Costera (See Exhibit 'N' Sheet 3) S 0 rcbasi nef San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 01/22/14 ------------------------------------------------------------------------ Rancho Costera Basin E-F Final B Map Design G:\101307\Hydrology\B Map\RCBasi nEF. out 3 ST *** Hydrology Study Control Information Program License serial Number 6218 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.300 P6/P24 = 60.5% San Diego hydrology manual 'C' values used + +++ ++++ +++ ++++++++++++ ++++++ +++ ++ +++ +++ . +++++++++++++++++++++ ++++++ + + Process from Point/Station 5000.000 to Point/Station 5000.000 USER DEFINED FLOW INFORMATION AT A POINT Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub-Area C Value = 0.520 Rainfall intensity (I) = 2.092(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 31.46 mm. Rain intensity = 2.09(In/Hr) Total area = 509.400(Ac.) Total runoff = 512.740(CFs) +++++++++++ +++ +++++++ + ++ ++++ + +++++++++++++++++++ +++++ ++++++++++++++++ + Process from Point/Station 5000.000 to Point/Station 5000.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 509.400(Ac.) Runoff from this stream = 512.740(CFS) Time of concentration = 31.46 mm. Rainfall intensity = 2.092(In/Hr) Program is now starting with Main Stream No. 2 0 Page 1 rcbasi nef . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.++.++++++ Process from Point/Station 5001.000 to Point/Station 5002.000 INITIAL AREA EVALUATION fl 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 [UNDISTURBED NATURAL TERRAIN ] (Permanent open Space ) Impervious value, Ai = 0.000 Sub-Area C value = 0.350 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 170.000(Ft.) Lowest elevation = 120.000(Ft.) Elevation difference = 50.000(Ft.) Slope = 50.000 % Top of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.34 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.3500)*( 100.000A.5)/( 30.000A(1/3)]= 4.34 Calculated TC of 4.345 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.240(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5002.000 to Point/Station 5003.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 120.000(Ft.) Downstream point elevation = 63.000(Ft.) Channel length thru subarea = 470.000(Ft.) Channel base width = 10.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.035 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 3.259(CFs) Depth of flow = 0.101(Ft.), Average velocity Channel flow top width = 10.405(Ft.) Flow Velocity = 3.16(Ft/s) Travel time = 2.48 mm. Time of concentration = 6.83 mm. Critical depth = 0.146(Ft.) Adding area flow to channel Rainfall intensity (I) = 5.605(In/Hr) for 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 [UNDISTURBED NATURAL TERRAIN ] (Permanent open Space ) Impervious value, Ai = 0.000 Sub-Area C value = 0.350 Page 2 = 3.259(CFS) = 3.158(Ft/s) a 100.0 year storm rcbasi nef . Rainfall intensity = 5.605(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is C = 0.350 CA = 1.109 Subarea runoff = 5.979(cFS) for 3.070(Ac.) Total runoff = 6.218(cFs) Total area = 3.170(Ac.) Depth of flow = 0.149(Ft.), Average velocity = 4.057(Ft/s) critical depth = 0.227(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5003.000 to Point/Station 5004.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 63.000(Ft.) Downstream point/station elevation = 62.820(Ft.) Pipe length = 28.00(Ft.) Slope = 0.0064 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.218(cFs) Given pipe size = 18.00(In.) calculated individual pipe flow = 6.218(cFs) Normal flow depth in pipe = 11.51(In.) Flow top width inside pipe = 17.29(in.) critical Depth = 11.57(In.) Pipe flow velocity = 5.21(Ft/s) Travel time through pipe = 0.09 mm.. Time of concentration (TC) = 6.91 mm. +++ ++ + + ++ .++++++ +++ +++ + ++++++++++++ +++ ++++++ ++++++++++++++++++++++++ ++ Process from Point/Station 5003.000 to Point/Station 5004.000 CONFLUENCE OF MINOR STREAMS . Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.170(Ac.) Runoff from this stream = 6.218(CFS) Time of concentration = 6.91 mm. Rainfall intensity = 5.558(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5005.000 to Point/Station 5006.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C value = 0.570 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 147.100(Ft.) Lowest elevation = 145.000(Ft.) Elevation difference = 2.100(Ft.) Slope = 2.100 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.10 %, in a development type of 7.3 DU/A or Less In Accordance with Figure 3-3 Initial Area Time of Concentration = 6.66 minutes TC = [1.8*(1.1_c)*distance(Ft.)A.5)/(% slopeA(1/3)] . TC = [1.8(1.1_0.5700)*( 80.000A.5)/( 2.100A(1/3)]= 6.66 The initial area total distance of 100.00 (Ft.) entered leaves a Page 3 rcbasi nef remaining distance of 20.00 (Ft.) Using Figure 3-4, the travel tim e f o r t h i s d i s t a n c e i s 0.35 minutes for a distance of 20.00 (Ft.) a n d a s l o p e o f 2 . 1 0 % with an elevation difference of 0 . 4 2 ( F t . ) f r o m t h e e n d o f t h e t o p a r e a Tt = [11.9*length(Mi)A3)/(elevation cha n g e ( F t . ) ) ] A . 3 8 5 *60(min/hr) = 0.347 Minutes Tt=[(11.9*0.0038A3)/( 0.42)]A.38 5 = 0 . 3 5 Total initial area Ti = 6.66 minutes from Figure 3-3 formula p l u s 0.35 minutes from the Figure 3- 4 f o r m u l a = 7.01 minutes Rainfall intensity (I) = 5.509(In/Hr) for a 100.0 year storm Effective runoff coefficient used fo r a r e a ( Q = K c I A ) i s C = 0.570 subarea runoff = 0.314(CFS) Total initial stream area = 0.100(Ac.) Process from Point/Station 5006.000 to Point/Station 5004.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 145.000(Ft.) End of street segment elevation = 70.730(Ft.) Length of street segment = 1010.000(Ft.) Height of curb above gutter flowlin e = 6.0(In.) width of half street (curb to crown ) = 14.000(Ft.) Distance from crown to crossfall g r a d e b r e a k = 12.500(Ft.) slope from gutter to grade brea k ( v / h z ) = 0.020 Slope from grade break to crown ( v / h z ) = 0.020 Street flow is on [1] side(s) of th e S t r e e t Distance from curb to property l i n e = 8.000(Ft.) Slope from curb to property line ( v / h z ) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade br e a k = 0.0150 Manning's N from grade break to c r o w n = 0.0150 Estimated mean flow rate at midpo i n t o f s t r e e t = 1.578(cFS) Depth of flow = 0.237(Ft.), Average velocity = 4.446(Ft/s) streetflow hydraulics at midpoint o f s t r e e t t r a v e l : Halfstreet flow width = 5.024(Ft.) Flow velocity = 4.45(Ft/s) Travel time = 3.79 mm. Tc = 10.80 mm. Adding area flow to street Rainfall intensity (I) = 4.170(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Al = 0.400 Sub-Area C value = 0.570 Rainfall intensity = 4.170(In/Hr) for a 100.0 year storm Effective runoff coefficient used for t o t a l a r e a (Q=KcIA) is C = 0.570 CA = 0.667 subarea runoff 2.467(CFS) for 1.070(Ac.) Total runoff = 2.781(CFs) Total area = 1.170(Ac.) Street flow at end of street = 2.781(CFS) Half Street flow at end of Street = 2.781(CFs) Depth of flow = 0.272(Ft.), Average velocity = 4.966(Ft/s) Flow width (from curb towards crown ) = 6.764(Ft.) 'Page 4 rcbasinef . Process from Point/Station 5006.000 to Point/Station CONFLUENCE OF MINOR STREAMS 5004.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.170(Ac.) Runoff from this stream = 2.781(CFS) Time of concentration = 10.80 mm. Rainfall intensity = 4.170(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 6.218 6.91 5.558 2 2.781 10.80 4.170 Qmax(1) = 1.000 * 1.000 * 6.218) + 1.000 * 0.640 * 2.781) + = 7.999 Qmax(2) = 0.750 * 1.000 * 6.218) + 1.000 * 1.000 * 2.781) + = 7.446 Total of 2 streams to confluence: Flow rates before confluence point: 6.218 2.781 Maximum flow rates at confluence using above data: 7.999 7.446 Area of streams before confluence: 3.170 1.170 Results of confluence: Total flow rate = 7.999(CFS) Time of concentration = 6.915 mm. Effective stream area after confluence = 4.340(Ac.) ++++++++++++ +++++++ + + + ++ + + +++++++++++++++ +++++++++++ +++++++++++.+++ ++ + Process from Point/Station 5004.000 to Point/Station 5007.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 62.490(Ft.) Downstream point/station elevation = 62.300(Ft.) Pipe length = 28.35(Ft.) Slope = 0.0067 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.999(CFS) Nearest computed pipe diameter = 18.00(m.) calculated individual pipe flow = 7.999(CFS) Normal flow depth in pipe = 13.73(In.) Flow top width inside pipe = 15.31(In.) Critical Depth = 13.15(In.) Pipe flow velocity = 5.53(Ft/s) Travel time through pipe = 0.09 mm. Time of concentration (TC) = 7.00 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5004.000 to Point/Station 5007.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 1 Stream flow area = 4.340(Ac.) Runoff from this stream = 7.999(CFS) Time of concentration = 7.00 mm. Rainfall intensity = 5.514(In/Hr) Page 5 rcbasi nef ++++++++++ ++ +++ ++ +++++++++++++ ++ +++++++ +++++ + +++ + +++++++++ +++++++ + Process from Point/Station 5009.000 to Point/Station 5011.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C value = 0.570 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 147.100(Ft.) Lowest elevation = 145.000(Ft.) Elevation difference = 2.100(Ft.) Slope = 2.100 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.10 %, in a development type of 7.3 DU/A or Less In Accordance with Figure 3-3 Initial Area Time of Concentration = 6.66 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.5700)*( 80.000A.5)/( 2.100A(1/3)]= 6.66 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 20.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.35 minutes for a distance of 20.00 (Ft.) and a slope of 2.10 % with an elevation difference of 042(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(mjn/hr) = 0.347 Minutes Tt=[(11.9*0.0038A3)/( 0.42)]A.385= 0.35 Total initial area Ti = 6.66 minutes from Figure 3-3 formula plus 0.35 minutes from the Figure 3-4 formula = 7.01 minutes Rainfall intensity (I) = 5.509(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.314(CFS) Total initial stream area = 0.100(Ac.) ++ ++++++ +++ +++++++ + + + +++ + ++++++++++ + ++++++++++++ +++ +++++++ + ++++++++++ + Process from Point/Station 5011.000 to Point/Station 5007.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 145.000(Ft.) End of street segment elevation = 70.730(Ft.) Length of street segment = 1010.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 14.000(Ft.) Distance from crown to crossfall grade break = 12.500(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 = 1.500(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(in.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.328(CFS) Page 6 rcbasinef . Depth of flow = 0.227(Ft.), Average velocity = 4.322(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.525(Ft.) Flow velocity = 4.32(Ft/s) Travel time = 3.90 mm. TC = 10.91 mm. Adding area flow to Street Rainfall intensity (I) = 4.143(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Al = 0.400 Sub-Area C value = 0.570 Rainfall intensity = 4.143(In/Hr) for a 100.0 year Storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.541 Subarea runoff = 1.929(CFs) for 0.850(Ac.) Total runoff = 2.243(CFS) Total area = 0.950(Ac.) Street flow at end of street = 2.243(CFS) Half street flow at end of street = 2.243(CFS) Depth of flow = 0.258(Ft.), Average velocity = 4.751(Ft/s) Flow width (from curb towards crown)= 6.080(Ft.) + ++++++++ ++ +++++++ + ++++ +++ ++++ +++++ ++++++++++ + ++++ +++++++++++++++ ++++ + Process from Point/Station 5011.000 to Point/Station 5007.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.950(Ac.) Runoff from this stream = 2.243(CFS) Time of concentration = 10.91 mm. Rainfall intensity = 4.143(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 7.999 7.00 5.514 2 2.243 10.91 4.143 Qmax(1) = 1.000 * 1.000 * 7.999) + 1.000 * 0.642 * 2.243) + = 9.439 Qmax(2) = 0.751 * 1.000 * 7.999) + 1.000 * 1.000 * 2.243) + = 8.253 Total of 2 streams to confluence: Flow rates before confluence point: 7.999 2.243 Maximum flow rates at confluence using above data: 9.439 8.253 Area of streams before confluence: 4.340 0.950 Results of confluence: Total flow rate = 9.439(CFS) Time of concentration = 7.000 mm. Effective stream area after confluence = 5.290(Ac.) Page 7 rcbasi nef . +++++++++++++++++++++++++++++++++++++++++++++-1-++++++++++++++++++++++++ Process from Point/Station 5007.000 to Point/Station 5008.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 61.970(Ft.) Downstream point/station elevation = 61.800(Ft.) Pipe length = 25.52(Ft.) Slope = 0.0067 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.439(CFS) Nearest computed pipe diameter = 21.00(in.) calculated individual pipe flow = 9.439(CFS) Normal flow depth in pipe = 13.31(in.) Flow to width inside pipe = 20.23(In.) Critical Depth = 13.72(In.) Pipe flow velocity = 5.87(Ft/s) Travel time through pipe = 0.07 mm. Time of concentration (Tc) = 7.07 mm. Process from Point/Station 5008.000 to Point/Station 5000.000 IMPROVED CHANNEL TRAVEL TIME upstream point elevation = 61.800(Ft.) Downstream point elevation = 57.000(Ft.) Channel length thru subarea = 300.000(Ft.) Channel base width = 10.000(Ft.) Slope or 'z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.035 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 9.439(CFS) Depth of flow = 0.349(Ft.), Average velocity = 2.528(Ft/s) Channel flow top width = 11.396(Ft.) Flow Velocity = 2.53(Ft/s) Travel time = 1.98 mm. Time of concentration = 9.05 mm. critical depth = 0.297(Ft.) Process from Point/Station 5008.000 to Point/Station 5000.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 stream flow area = 5.290(Ac.) Runoff from this stream = 9.439(CFS) Time of concentration = 9.05 mm. Rainfall intensity = 4.672(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 512.740 31.46 2.092 2 9.439 9.05 4.672 Qmax(1) = 1.000 * 1.000 * 512.740) + 0.448 * 1.000 * 9•439) + = 516.966 Qmax(2) = . 1.000 * 0.288 * 512.740) + 1.000 * 1.000 * 9.439) + = 156.943 Page 8 rcbasi nef Total of 2 main streams to confluence: Flow rates before confluence point: 512.740 9.439 Maximum flow rates at confluence using above data: 516.966 156.943 Area of streams before confluence: 509.400 5.290 Results of confluence: Total flow rate = 516.966(CFS) Time of concentration = 31.460 mm. Effective stream area after confluence = 514.690(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5000.000 to Point/Station 5010.000 IRREGULAR CHANNEL FLOW TRAVEL TIME Estimated mean flow rate at midpoint of channel = 526.192(CFS) Depth of flow = 1.203(Ft.), Average velocity = 4.271(Ft/s) Irregular Channel Data ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 2.00 2 4.00 0.00 3 104.00 0.00 4 108.00 2.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-channel flow = 526.193(CFS) flow top width = 104.812(Ft.) velocity= 4.271(Ft/s) area = 123.189(Sq.Ft) Froude number = 0.694 upstream point elevation = 57.000(Ft.) Downstream point elevation = 51.000(Ft.) Flow length = 730.000(Ft.) Travel time = 2.85 mm. Time of concentration = 34.31 mm. Depth of flow = 1.203(Ft.) Average velocity = 4.271(Ft/s) Total irregular channel flow = 526.192(CFS) Irregular channel normal depth above invert elev. = 1.203(Ft.) Average velocity of channel(s) = 4.271(Ft/s) Adding area flow to channel Rainfall intensity (I) = 1.978(In/Hr) for a 100.0 year storm 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 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C value = 0.350 Rainfall intensity = 1.978(In/Hr) Effective runoff coefficient used for (Q=KCIA) is C = 0.516 CA = 270.730 Subarea runoff = 18. 523(CFS) for Total runoff = 535.489(CFS) Total Page 9 for a 100.0 year storm total area 10.070(Ac.) area = 524.760(Ac.) rcbasi nef Depth of flow = 1.216(Ft.), Average velocity = 4.301(Ft/s) +++++++++ +++++++++++ + ++ +++++ ++++ +++++++++++ ++++ ++++++++ + +++++++++++++ + Process from point/Station 5000.000 to Point/Station 5010.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 524.760(Ac.) Runoff from this stream = 535.489(CFS) Time of concentration = 34.31 mm. Rainfall intensity = 1.978(In/Hr) Program is now starting with Main Stream No. 2 + ++++++ + + ++ ++++++++++++++++++ ++++++ ++++++ +++++++++++++++ + +++++ ++ +++++ + Process from Point/Station 5011.000 to Point/Station 5012.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 95.000(Ft.) Highest elevation = 169.500(Ft.) Lowest elevation = 140.000(Ft.) Elevation difference = 29.500(Ft.) Slope = 31.053 % Top of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.34 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8(1.1_0.3500)*( 100.000A.5)/( 30.000A(1/3)]= 4.34 calculated TC of 4.345 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 subarea runoff = 0.240(CFS) Total initial stream area = 0.100(Ac.) ++ ++++ +++++ +++++ ++ ++++++++++ +++++++ +++++++++++++++++ + + +++++++ +++ +++ ++ + Process from Point/Station 5012.000 to Point/Station 5013.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 140.000(Ft.) Downstream point elevation = 86.000(Ft.) Channel length thru subarea = 265.000(Ft.) Channel base width = 30.000(Ft.) Slope or 'z' of left channel bank = 2.000 Slope or 'z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 1.909(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 1.909(CFS) Page 10 rcbasi nef . Depth of flow = 0.033(Ft.), Average velocity = 1.951(Ft/s) Channel flow top width = 30.130(Ft.) Flow velocity = 1.95(Ft/s) Travel time = 2.26 mm. Time of concentration = 6.61 mm. Critical depth = 0.050(Ft.) Adding area flow to channel Rainfall intensity (I) = 5.722(In/Hr) for a 100.0 year storm 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 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub -Area C value = 0.350 Rainfall intensity = 5.722(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.616 Subarea runoff = 3.285(CFS) for 1.660(Ac.) Total runoff = 3.525(CFS) Total area = 1.760(Ac.) Depth of flow = 0.047(Ft.), Average velocity = 2.491(Ft/s) critical depth = 0.075(Ft.) ++++++++++ + ++++ +++++ ++++++ +++++++++++++ + + Process from Point/Station 5013.000 to Point/Station 5014.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 81.000(Ft.) • Downstream point/station elevation = 64.330(Ft.) Pipe length = 99.52(Ft.) Slope = 0.1675 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.525(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.525(CFS) Normal flow depth in pipe = 3.49(In.) Flow top width inside pipe = 14.23(In.) Critical Depth = 8.59(In.) Pipe flow velocity = 14.68(Ft/s) Travel time through pipe = 0.11 mm. Time of concentration (TC) = 6.72 mm. +++ +++ ++ + ++++ ++++++++++++++++++ + ++ ++++++++++++++++++ + + + ++++ ++++++++ ++ + Process from point/Station 5013.000 to Point/Station 5014.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.760(Ac.) Runoff from this stream = 3.525(CFS) Time of concentration = 6.72 mm. Rainfall intensity = 5.660(In/Hr) +++++++++++++++++++++++±++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5015.000 to Point/Station 5016.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN I Page 11 rcbasi nef . (Permanent Open space ) Impervious value, Ai = 0.000 Sub -Area C value = 0.350 Initial subarea total flow distance = 56.000(Ft.) Highest elevation = 120.000(Ft.) Lowest elevation = 92.000(Ft.) Elevation difference = 28.000(Ft.) Slope = 50.000 % Top of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.34 minutes TC.= [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.3500)*( 100.000A.5)/( 30.000A(1/3)]= 4.34 Calculated TC of 4.345 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.240(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5016.000 to Point/Station 5017.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 92.000(Ft.) Downstream point elevation = 71.000(Ft.) • Channel length thru subarea = 220.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 4.000 Estimated mean flow rate at midpoint of channel = 0.420(cFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.420(CFS) Depth of flow = 0.029(Ft.), Average velocity = 2.854(Ft/s) Channel flow top width = 5.145(Ft.) Flow Velocity = 2.85(Ft/s) Travel time = 1.28 mm. Time of concentration = 5.63 mm. Critical depth = 0.060(Ft.) Adding area flow to channel Rainfall intensity (I) = 6.346(In/Hr) for a 100.0 year storm 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 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub -Area C Value = 0.350 Rainfall intensity = 6.346(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.087 Subarea runoff = 0.316(CFS) for 0.150(Ac.) Total runoff = 0.555(CFS) Total area = 0.250(Ac.) Depth of flow = 0.034(Ft.), Average velocity = 3.186(Ft/s) Critical depth = 0.071(Ft.) Page 12 rcbasi nef . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5016.000 to Point/Station 5017.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.250(Ac.) Runoff from this stream = 0.555(CFS) Time of concentration = 5.63 mm. Rainfall intensity = 6.346(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 3.525 6.72 5.660 2 0.555 5.63 6.346 Qmax(1) = 1.000 * 1.000 * 3.525) + 0.892 * 1.000 0.555) + = 4.020 Qmax(2) = 1.000 * 0.837 * 3.525) + 1.000 * 1.000 * 0.555) + = 3.507 Total of 2 streams to confluence: Flow rates before confluence point: 3.525 0.555 Maximum flow rates at confluence using above data: 4.020 3.507 Area of streams before confluence: . 1.760 0.250 Results of confluence: Total flow rate = 4.020(CFS) Time of concentration = 6.722 mm. Effective stream area after confluence = 2.010(Ac.) + +++ +++++++++ ++ + +++++ +++++++ + ++ +++++++ +++ ++++++++++++++ +++++ +.+++++++ + Process from Point/Station 5017.000 to Point/Station 5018.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 64.000(Ft.) Downstream point/station elevation = 61.000(Ft.) Pipe length = 17.41(Ft.) Slope = 0.1723 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.020(CFS) Given pipe size = 18.00(in.) Calculated individual pipe flow = 4.020(CFS) Normal flow depth in pipe = 3.69(in.) Flow top width inside pipe = 14.54(In.) Critical Depth = 9.21(In.) Pipe flow velocity = 15.40(Ft/s) Travel time through pipe = 0.02 mm. Time of concentration (TC) = 6.74 mm. ++++++ ++++ +++++++++ ++++ +++++++ + ++++++++++++++++++++ + ++++++++++ ++++ +++ + Process from Point/Station 5018.000 to Point/Station 5010.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 60.000(Ft.) Downstream point elevation = 51.000(Ft.) . Channel length thru subarea = 460.000(Ft.) Channel base width = 1.000(Ft.) Page 13 rcbasinef . Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.035 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 4.020(CFS) Depth of flow = 0.605(Ft.), Average velocity = 3.009(Ft/s) Channel flow top width = 3.419(Ft.) Flow velocity = 3.01(Ft/s) Travel time = 2.55 mm. Time of concentration = 9.29 mm. Critical depth = 0.555(Ft.) Process from Point/Station 5018.000 to Point/Station 5010.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.010(Ac.) Runoff from this stream = 4.020(CFS) Time of concentration = 9.29 mm. Rainfall intensity = 4.594(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5020.000 to Point/Station 5022.000 USER DEFINED FLOW INFORMATION AT A POINT Decimal fraction Decimal fraction soil soil group A group B = 0.000 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub -Area c value = 0.520 Rainfall intensity (I) = 2.458(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 24.49 mm. Rain intensity = 2.46(In/Hr) Total area = 115.070(Ac.) Total runoff = 137.250(CFS) +++++++++++++++++++++++++++++++++++++++++++++++++++++-1-++++++++++++++++ Process from Point/Station 5020.000 to Point/Station 5022.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 3 in normal stream number 1 Stream flow area = 115.070(Ac.) Runoff from this stream = 137.250(cFs) Time of concentration = 24.49 mm. Rainfall intensity = 2.458(In/Hr) Process from Point/Station 5024.000 to Point/Station 5022.000 USER DEFINED FLOW INFORMATION AT A POINT 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 Page 14 rcbasi nef . [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub-Area C value = 0.520 Rainfall intensity (I) = 3.378(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 14.96 mm. Rain intensity = 3.38(In/Hr) Total area = 56.590(Ac.) Total runoff = 98.630(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5024.000 to Point/Station 5022.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 3 in normal stream number 2 Stream flow area = 56.590(Ac.) Runoff from this stream = 98.630(CFS) Time of concentration = 14.96 mm. Rainfall intensity = 3.378(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 137.250 24.49 2.458 2 98.630 14.96 3.378 Qmax(1) = 1.000 * 1.000 * 137.250) + 0.728 * 1.000 * 98.630) + = 209.020 Qmax(2) = 1.000 * 0.611 * 137.250) + 1.000 * 1.000 * 98.630) + = 182.471 Total of 2 streams to confluence: Flow rates before confluence point: 137.250 98.630 Maximum flow rates at confluence using above data: 209.020 182.471 Area of streams before confluence: 115.070 56.590 Results of confluence: Total flow rate = 209.020(CFS) Time of concentration = 24.490 mm. Effective stream area after confluence = 171.660(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5022.000 to Point/Station 5010.000 IRREGULAR CHANNEL FLOW TRAVEL TIME Estimated mean flow rate at midpoint of channel = 210.107(CFS) Depth of flow = 1.788(Ft.), Average velocity = 7.363(Ft/s) Irregular Channel Data ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'x' coordinate 'Y' coordinate 1 0.00 3.00 2 10.00 0.00 3 20.00 0.00 4 30.00 3.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Page 15 rcbasi nef . sub-channel flow = 210.107(cFS) I I flow top width = 21.919(Ft.) I velocity= 7.363(Ft/s) I I area = 28.534(Sq.Ft) I Froude number = 1.137 Upstream point elevation = 70.000(Ft.) Downstream point elevation = 51.000(Ft.) Flow length = 870.000(Ft.) Travel time = 1.97 mm. Time of concentration = 26.46 mm. Depth of flow = 1.788(Ft.) Average velocity = 7.363(Ft/s) Total irregular channel flow = 210.107(cFS) Irregular channel normal depth above invert elev. = 1.788(Ft.) Average velocity of channel(s) = 7.363(Ft/s) Adding area flow to channel Rainfall intensity (I) = 2.339(In/Hr) for a 100.0 year storm 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 [UNDISTURBED NATURAL TERRAIN ] (Permanent open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = .339(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is C = 0.517 CA = 90.264 subarea runoff = 2.086(CFS) for 2.860(Ac.) Total runoff = 211.106(cFS) Total area = 174.520(Ac.) Depth of flow = 1.792(Ft.), Average velocity = 7.373(Ft/s) ++++++++++++ +++ +++ ++ ++++ + + ++++++ +++++ ++++++++ +++++++ ++ +++ + +++++++++++ + Process from Point/Station 5022.000 to Point/Station 5010.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 174.520(Ac.) Runoff from this stream = 211.106(CFS) Time of concentration = 26.46 mm. Rainfall intensity = 2.339(In/Hr) Summary of stream data: Stream Flow rate NO. (CFS) 1 535.489 2 4.020 211.106 Qmax(1) = 1.000 * 0.431 * 0.846 * Qmax(2) = 1.000 * 1.000 * 1.000 * Qmax(3) = TC Rainfall Intensity (mm) (In/Hr) 34.31 1.978 9.29 4.594 26.46 2.339 1.000 * 535.489) + 1.000 * 4.020) + 1.000 * 211.106) + = 715.756 0.271 * 535.489) + 1.000 * 4.020) + 0.351 * 211.106) + = 223.105 1.000 * 0.771 * 535.489) + Page 16 rcbasi nef 0.509 * 1.000 * 4.020) + 1.000 * 1.000 * 211.106) + = 626.130 Total of 3 main streams to confluence: Flow rates before confluence point: 535.489 4.020 211.106 Maximum flow rates at confluence using above data: 715.756 223.105 626.130 Area of streams before confluence: 524.760 2.010 174.520 Results of confluence: Total flow rate = 715.756(CFS) Time of concentration = 34.308 mm. Effective stream area after confluence = 701.290(Ac.) Process from Point/Station 5010.000 to Point/Station 5010.000 SUBAREA FLOW ADDITION Rainfall intensity (I) = 1.978(In/Hr) for a 100.0 year storm 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 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Al = 0.000 Sub-Area c value = 0.350 Time of concentration = 34.31 mm. Rainfall intensity = 1.978(In/Hr) Effective runoff coefficient used for (Q=KcIA) is C = 0.515 CA = 363.511 Subarea runoff = 3.247(cFS) for Total runoff = 719.003(CFS) Total ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5010.000 to Point/Station 5034.000 IRREGULAR CHANNEL FLOW TRAVEL TIME Depth of flow = 1.160(Ft.), Average velocity = 6.055(Ft/s) Irregular Channel Data ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 2.00 2 4.00 0.00 3 104.00 0.00 4 108.00 2.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- sub-channel flow = 719.004(CFS) flow top width = 104.642(Ft.) velocity= 6.055(Ft/s) area = 118.737(Sq.Ft) Froude number = 1.002 Upstream point elevation = 51.000(Ft.) . Downstream point elevation = 42.000(Ft.) Flow length = 520.000(Ft.) Page 17 [I for a 100.0 year storm total area 5.180(Ac.) area = 706.470(Ac.) rcbasi nef . Travel time = 1.43 mm. Time of concentration = 35.74 mm. Depth of flow = 1.160(Ft.) Average velocity = 6.055(Ft/s) Total irregular channel flow = 719.003(CFs) Irregular channel normal depth above invert elev. = 1.160(Ft.) Average velocity of channel(s) = 6.055(Ft/s) +++++++++++++++++++ ++++++++ ++ + ++++++ + ++++ + Process from Point/Station 5010.000 to Point/Station 5034.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 706.470(Ac.) Runoff from this stream = 719.003(CFS) Time of concentration = 35.74 mm. Rainfall intensity = 1.926(In/Hr) Program is now starting with Main Stream No. 2 + ++++ ++ +++ + ++++ +++ ++++++ +++++ +++++ + ++++++++ +++++++++++++++++++ +++++++ + Process from Point/Station 5036.000 to Point/Station 5038.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 Is [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 236.000(Ft.) Lowest elevation = 225.000(Ft.) Elevation difference = 11.000(Ft.) Slope = 11.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 11.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.07 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.3500)( 100.000A.5)/( 11.000A(1/3)1= 6.07 Rainfall intensity (I) = 6.045(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 subarea runoff = 0.212(CFS) Total initial stream area = 0.100(Ac.) +++++ ++ + ++ +++++ +++++++++++++++ + +++ +++ +++++++ +++ ++++++++++++ +++++ ++++ + + Process from Point/Station 5038.000 to Point/Station 5040.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 225.000(Ft.) Downstream point elevation = 50.000(Ft.) Channel length thru subarea = 970.000(Ft.) Channel base width = 3.000(Ft.) Slope or 'Z' of left channel bank = 1.000 . Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 1.413(CFS) Page 18 rcbasi nef Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 1.413(CFS) Depth of flow = 0.068(Ft.), Average velocity = Channel flow top width = 3.135(Ft.) Flow velocity = 6.81(Ft/s) Travel time = 2.38 mm. Time of concentration = 8.45 mm. Critical depth = 0.188(Ft.) Adding area flow to channel Rainfall intensity (I) = 4.885(In/Hr) for a Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent open space ) Impervious value, Ai = 0.000 Sub-Area C value = 0.350 Rainfall intensity = 4.885(In/Hr) for a Effective runoff coefficient used for total (Q=KcIA) is C = 0.350 CA = 0.518 Subarea runoff = 2.319(CFS) for 1. - +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + Process from point/Station 5040.000 to Point/Station 5040.000 SUBAREA FLOW ADDITION Rainfall intensity (I) = 4.885(In/Hr) for a 100.0 year storm User specified 'C' value of 0.950 given for subarea Time of concentration = 8.45 mm. Rainfall intensity = 4.885(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is C = 0.763 CA = 3.615 Subarea runoff = 15.129(CFS) for 3.260(Ac.) Total runoff = 17.660(CFS) Total area = 4.740(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5040.000 to Point/Station 5042.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 50.000(Ft.) Downstream point/station elevation = 44.790(Ft.) Pipe length = 148.00(Ft.) Slope = 0.0352 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.660(CFS) Given pipe size = 36.00(in.) Calculated individual pipe flow = 17.660(cFS) Normal flow depth in pipe = 9.14(In.) Flow top width inside pipe = 31.34(in.) critical Depth = 16.12(in.) Pipe flow velocity = 12.52(Ft/s) Travel time through pipe = 0.20 mm. Time of concentration (TC) = 8.64 mm. ++++ +++++++++++++++++++ ++ ++++ + ++ ++ ++++++++++ + + +++ +++ + . Process from Point/Station 5040.000 to Point/Station 5042.000 CONFLUENCE OF MINOR STREAMS Page 19 6. 807(Ft/s) 100.0 year storm 100.0 year storm area 380(Ac.) Total runoff = .531(CFS) Total area = 1.480(Ac.) Depth of flow = 0.096(Ft.), Average velocity = 8.508(Ft/s) Critical depth = 0.273(Ft.) . rcbasinef Along Main Stream number: 2 in normal stream number 1 Stream flow area = 4.740(Ac.) Runoff from this stream = 17.660(cFS) Time of concentration = 8.64 mm. Rainfall intensity = 4.813(In/Hr) +++ ++ ++ + + +++++++++++++ +++++++++++ +++++ ++ ++ ++++++ +++ ++++++ ++ +++++ +++++ + Process from Point/Station 5044.000 to Point/Station 5046.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 71.000(Ft.) Lowest elevation = 66.000(Ft.) Elevation difference = 5.000(Ft.) slope = 5.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 5.00 %, in a development type of 7.3 DU/A or Less In Accordance with Figure 3-3 Initial Area Time of Concentration = 5.58 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.5700)( 100.000A.5)/( 5.000A(1/3)]= 5.58 Rainfall intensity (I) = 6.383(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.364(CFS) Total initial stream area = 0.100(Ac.) ++++++ ++++++ ++++ ++ + +++ ++++ + ++++++++++++ +++++++++++++++ ++++ +++++++++++ + Process from Point/Station 5046.000 to Point/Station 5048.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 66.000(Ft.) Downstream point elevation = 56.000(Ft.) Channel length thru subarea = 430.000(Ft.) Channel base width = 1.000(Ft.) Slope or 'z' of left channel bank = 2.000 Slope or 'Z1 of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 2.902(CFs) Manning's 'N' = 0.035 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 2.902(CFS) Depth of flow = 0.495(Ft.), Average velocity = 2.944(Ft/s) Channel flow top width = 2.981(Ft.) Flow Velocity = 2.94(Ft/s) Travel time = 2.43 mm. Time of concentration = 8.01 mm. Critical depth = 0.469(Ft.) Adding area flow to channel Rainfall intensity (I) = 5.053(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 . Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Page 20 rcbasi nef . Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C value = 0.570 Rainfall intensity = 5.053(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.066 Subarea runoff = 5.023(CFS) for 1.770(Ac.) Total runoff = 5.386(CFS) Total area = 1.870(Ac.) Depth of flow = 0.667(Ft.), Average velocity = 3.461(Ft/s) Critical depth = 0.648(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5048.000 to Point/Station 5042.000 PIPEFLOW TRAVEL TIME (User specified size) upstream point/station elevation = 51.000(Ft.) Downstream point/station elevation = 44.790(Ft.) Pipe length = 36.00(Ft.) Slope = 0.1725 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.386(CFS) Given pipe size = 18.00(In.) calculated individual pipe flow = 5.386(CFS) Normal flow depth in pipe = 4.27(In.) Flow top width inside pipe = 15.32(In.) Critical Depth = 10.73(In.) Pipe flow velocity = 16.79(Ft/s) Travel time through pipe = 0.04 mm. Time of concentration (TC) = 8.05 mm. + +++ +++++ + ++ ++++ ++ +++++ +++ + +++++++++++++ ++++++++++++++++++ ++++ +++++++ + Process from Point/Station 5048.000 to Point/Station 5042.000 CONFLUENCE OF MINOR STREAMS Along Main stream number: 2 in normal stream number 2 Stream flow area = 1.870(Ac.) Runoff from this stream = 5.386(CFS) Time of concentration = 8.05 mm. Rainfall intensity = 5.039(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 17.660 8.64 4.813 2 5.386 8.05 5.039 Qmax(1) = 1.000 * 1.000 * 17.660) + 0.955 * 1.000 * 5.386) + = 22.805 Qmax(2) = 1.000 * 0.931 * 17.660) + 1.000 * 1.000 * 5.386) + = 21.834 Total of 2 streams to confluence: Flow rates before confluence point: 17.660 5.386 Maximum flow rates at confluence using above data: 22.805 21.834 Area of streams before confluence: 4.740 1.870 Page 21 rcbasi nef S Results of confluence: Total flow rate = 22.805(CFS) Time of concentration = 8.642 mm. Effective stream area after confluence = 6.610(Ac.) + ++ .+++++++++++ ++ +++++++++ ++++ ++++++ ++ +++ ++++++++++++ ++++++++++ + +++++ + Process from Point/Station 5042.000 to Point/Station 5050.000 PIPEFLOW TRAVEL TIME (user specified size) upstream point/station elevation = 44.460(Ft.) Downstream point/station elevation = 43.620(Ft.) Pipe length = 168.26(Ft.) Slope = 0.0050 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 22.805(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 22.805(CFS) Normal flow depth in pipe = 17.65(In.) Flow top width inside pipe = 35.99(In.) Critical Depth = 18.42(In.) Pipe flow velocity = 6.61(Ft/s) Travel time through pipe = 0.42 mm. Time of concentration (TC) = 9.07 mm. +++++++++++++++++++++ ++ + + + + + + + + ++ ++++ ++ + ++++ +++++++++++++++++++++++++ + Process from Point/Station 5050.000 to Point/Station 5034.000 IRREGULAR CHANNEL FLOW TRAVEL TIME Depth of flow = 1.807(Ft.), Average velocity = 3.494(Ft/s) Irregular Channel Data S Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 4.00 2 8.00 0.00 3 16.00 4.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 22.805(CFS) flow top width = 7.226(Ft.) velocity= 3.494(Ft/s) area = 6.527(Sq.Ft) Froude number = 0.648 upstream point elevation = 43.620(Ft.) Downstream point elevation = 42.000(Ft.) Flow length = 180.000(Ft.) Travel time = 0.86 mm. Time of concentration = 9.93 mm. Depth of flow = 1.807(Ft.) Average velocity = 3.494(Ft/s) Total irregular channel flow = 22.805(CFS) Irregular channel normal depth above invert elev. = 1.807(Ft.) Average velocity of channel(s) = 3.494(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5050.000 to Point/Station 5034.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: S In Main Stream number: 2 Stream flow area = 6.610(Ac.) Page 22 rcbasi nef . Runoff from this stream = 22.805(CFS) Time of concentration = 9.93 mm. Rainfall intensity = 4.402(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 719.003 35.74 1.926 2 22.805 9.93 4.402 Qmax(1) = 1.000 * 1.000 * 719.003) + 0.438 * 1.000 * 22.805) + = 728.983 Qmax(2) = 1.000 * 0.278 * 719.003) + 1.000 * 1.000 * 22.805) + = 222.479 Total of 2 main streams to confluence: Flow rates before confluence point: 719.003 22.805 Maximum flow rates at confluence using above data: 728.983 222.479 Area of streams before confluence: 706.470 6.610 Results of confluence: Total flow rate = 728.983(CFS) Time of concentration = 35.740 mm. Effective stream area after confluence = 713.080(Ac.) ++++++++++++++++++++++ ++++ +++ ++++++ ++++ ++++++++++++++++++++++++ + ++ + ++ + Process from Point/Station 5034.000 to Point/Station 5052.000 IMPROVED CHANNEL TRAVEL TIME Covered channel upstream point elevation = 42.000(Ft.) Downstream point elevation = 40.000(Ft.) Channel length thru subarea = 108.000(Ft.) Channel base width = 16.000(Ft.) Slope or 'z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.015 Maximum depth of channel = 4.000(Ft.) Flow(q) thru subarea = 728.983(CFS) Depth of flow = 2.297(Ft.), Average velocity = 19.835(Ft/s) Channel flow top width = 16.000(Ft.) Flow Velocity = 19.83(Ft/s) Travel time = 0.09 mm. Time of concentration = 35.83 mm. critical depth = 4.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5034.000 to Point/Station 5052.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 . Stream flow area = 713.080(Ac.) Runoff from this stream = 728.983(CFS) Page 23 rcbasi nef Time of concentration = 35.83 mm. Rainfall intensity = 1.923(In/Hr) Program is now starting with Main Stream No. 2 +++++++ ++++ + ++ + +++ +++++++++++++++++++++++++++++ + ++++++++++++ +++++++++ + Process from Point/Station 7000.000 to Point/Station 7007.000 USER DEFINED FLOW INFORMATION AT A POINT User specified 'C' value of 0.700 given for subarea Rainfall intensity (I) = 3.078(In/I-lr) for a 100.0 year storm User specified values are as follows: TC = 17.28 mm. Rain intensity = 3.08(In/Hr) Total area = 70.650(Ac.) Total runoff = 136.300(cFS) Process from Point/Station 7000.000 to Point/Station 7007.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 70.650(Ac.) Runoff from this stream = 136.300(CFS) Time of concentration = 17.28 mm. Rainfall intensity = 3.078(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8003.000 to Point/Station 7007.000 USER DEFINED FLOW INFORMATION AT A POINT User specified 'C' value of 0.900 given for subarea Rainfall intensity (I) = 6.157(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 5.90 mm. Rain intensity = 6.16(In/Hr) Total area = 4.130(Ac.) Total runoff = 21.700(cF5) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8003.000 to Point/Station 7007.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 4.130(Ac.) Runoff from this stream = 21.700(CFS) Time of Concentration = 5.90 mm. Rainfall intensity = 6.157(In/Hr) summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 728.983 35.83 1.923 2 136.300 17.28 3.078 3 21.700 5.90 6.157 Qmax(1) = 1.000 * 1.000 * 728.983) + 0.625 * 1.000 * 136.300) + 0.312 * 1.000 * 21.700) + = 820.919 Page 24 rcbasinef Qmax(2) = • 1.000 * 0.482 728.983) + 1.000 * 1.000 * 136.300) + 0.500 * 1.000 * 21.700) + = 498.719 Qmax(3) = 1.000 * 0.165 * 728.983) + 1.000 * 0.341 * 136.300) + 1.000 * 1.000 * 21.700) + = 188.276 Total of 3 main streams to confluence: Flow rates before confluence point: 728.983 136.300 21.700 Maximum flow rates at confluence using above data: 820.919 498.719 188.276 Area of streams before confluence: 713.080 70.650 4.130 Results of confluence: Total flow rate = 820.919(cFs) Time of concentration = 35.830 mm. Effective stream area after confluence = 787.860(Ac.) End of computations, total study area = 787.860 (Ac.) S 9 . Page 25 El 7 APPENDIX 7 Curb Inlet Calculations (Qioo Ultimate) Modified D-02 Calculations (Qio Ultimate) Curb Inlets & Laterals Hydraulic Calculations (See Exhibit 'L') Inlet Calculations for El Camino Real Widening Street Inlet Continuous Grade: I = Q100 / 0.7(a+y) 3/2 L = length of clear opening in feet (5'min, 20' max) 0100 = flow in CFS a = depth of depression of flowline at inlet in feet = 0.33' or 0.17' typical y = depth of flow in gutter approach Street Inlet Sump Condition: I = Qioo / 2 L = length of clear opening in feet (5' mm, 20' max) 0100 = flow in CFS - 4* STATION Street Name Continous Grade (CG) or Sump Q100 a v OPENING I (OPENING +1 ROUND UP) 1 446+73.94 SIDE C.I. SUMP 6.7 - - 3.40 5.00 2 453+91.00* C.I. IN MEDIAN CG 1.04 0.17 0.24 5.66 7.00 - CG 1.33 0.17 0.24 7.24 9.00 3 456+33.75 C.I. IN MEDIAN CG 4.9 0.17 0.26 24.83 26.00 - CG 4.9 - - 20.00 21.00 4 455+04.52 SIDE C.I. CG 4.8 0.33 0.26 15.13 17.00 5 463+02.00 C.I. IN MEDIAN CG 1 0.17 0.27 4.89 6.00 6 465+49.18 SIDE C.I. CG 5.6 0.33 0.31 15.63 17.00 7 467+00.00 C.I. IN MEDIAN CG 2.6 0.17 0.29 11.91 13.00 8 469+00.00 SIDE C.I. CG 7.45 0.33 0.33 19.85 21.00 9 472+75.80 SIDE C.I. CG 2.55 0.33 0.3 7.29 9.00 10 474+74.00 SIDE C.I. CG 3.79 0.33 0.24 12.58 14.00 11 477+15.00 SIDE C.I. CG 2.98 0.33 0.27 9.16 11.00 12 481+24.82 C.I. IN MEDIAN CG 2.66 0.17 0.25 13.96 15.00 13 483+25.24 C.I IN CURB SUMP 6.7 - - 3.35 5.00 14 485+75.37 C.I. IN MEDIAN CG 0.81 0.17 0.11 7.81 9.00 15 489+52.01" C.I. IN MEDIAN CG 0.58 0.17 0.2 3.68 5.00 0.75 0.17 0.2 4.76 6.00 C:\Users\Hongl\Desktop\EI Camino Drainage\RC Curb Inlet Length 1 of 2 16 490+06.01 1C.I. IN MEDIAN I CG 5.6 1 0.17 1 0.33 1 22.63 1 24.00 5.7 1 - - 20.00 1 21.00 17 482+97.52 1C.I. IN MEDIAN I SUMP 2.91 1 - - 1.45 1 3.00 NOTES: 1. Figure 2-2 from the San Diego Drainage Design Manual was used to determine the depth of flow, in the gutter approach (y) when not provided in the Qioo Hydrology in Appendix of this report. * This includes 1.04 cfs (for 100 year flow rate) and 0.29 bypass from upstream inlet. ** This includes 0.58 cfs (for 100 year flowrate) and 0.17 bypass from upstream inlet C:\Users\Hongl\Desktop\El Camino Drainage\RC Curb Inlet Length 2 of 2 0 Curb Opening Calculations for El Camino Re S Modified SDRSD D-02 Curb Opening Continuous Grade: I = / 0.7(a+y) 3/2 L = length of clear opening in feet (5'min, 20' max) = flow in CFS a = depth of depression of flowline at inlet in feet = 0.17' or 0.33' as noted on plans y = depth of flow in gutter approach I+1(Round STATION Q10 a y I Up) 446+60 0.48 0.17 0.24 2.61 14 446+90 2.1 0.33 0.25 6.79 17.8 454+35 455+29 0.7 0.17 0.18 4.83 3 -2.80 456+00 456+70 457+40 458+80 459+50 3.1 0.17 0.23 17.51 7 -3.50 460+30 461+15 462+88 465+00 1.7 0.17 0.23 9.60 25.80 466+09 473+75 2.4 0.33 0.21 8.64 25.30 474+30 476+35 1.9 0.17 0.24 10.34 1-11.34 479+20 3 0.17 0.23 16.94 2 -5.80 480+60 480+80 4 0.33 0.34 10.42 2 -6.20 482+15 484+60 1 4.9 0.33 1 0.33 1 13.06 1 1-14.06 48W 0.53 0.17 0.11 5.11 W6.10 490+35 4.8 0.17 0.33 19.39 1-19.40 *482+90 0.91 0.17 0.25 4.78 2 -311 *483+06 0.87 0.17 0.14 7.20 4"3" 455+32.04 3.1 0.33 0.23 10.57 1 11.60 Note: Curb Openings having a Sump Condition will not occur on this site. The Mod. D-02 Curb Opening will always have a Curb Inlet, on the downstream side, intercepting the Qioo. Where the inlet is a Sump Condition there will be two Curb Openings. Where the inlet is a Continuous Grade there will be one Curb Opening - exceptions noted. Figure 2-2 from the San Diego Drainage Design Manual was used to determine the depth of flow in the gutter approach (y), when not provided in the 010 Hydrology in Appendix of this report. * A series of underdrain pipes (D-27) are used for this particular bioretention. The number of pipe is calculated by using the total capacity divide by the capacity of one pipe with calculated intercepting depth of flow. See attached. Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. 3 INCH PIPE ANALYSIS FOR MOD 27 @ DEPTH = 0.14 Circular Highlighted Diameter (ft) = 0.25 Depth (ft) Q (cfs) Area (sqft) Invert Elev (ft) = 100.00 Velocity (ftls) Slope (%) = 18.00 Wetted Perim (ft) N-Value = 0.013 Crit Depth, Yc (ft) Top Width (ft) Calculations EGL (ft) Compute by: Known Depth Known Depth (ft) = 0.14 Thursday, Feb 20 2014 = 0.14 = 0.227 = 0.03 = 8.00 = 0.42 = 0.24 = 0.25 = 1.13 Elev (ft) Section 101.00 100.75 100.50 100.25 99.75 0 1 0 1 101.00 100.75 100.50 100.25 100.00 99.75 Channel Report Is Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Feb 20 2014 3 INCH PIPE ANALYSIS FOR MOD 27 Circular Highlighted Diameter (ft) = 0.25 Depth (ft) = 0.25 Q (cfs) = 0.537 Area (sqft) = 0.05 Invert Elev (ft) = 100.00 Velocity (ftls) = 10.94 Slope (%) = 37.00 Wetted Perim (ft) = 0.79 N-Value = 0.013 Crit Depth, Yc (ft) = 0.24 Top Width (ft) = 0.00 Calculations EGL (ft) = 2.11 Compute by: Known Depth Known Depth (ft) = 0.25 . Elev (ft) Section Figure 2-3 0015 j_1lool7s - 20 15 10 9 8 7 6 5 CL Fn 2.5 0 I- - 2 CO 1.5 1 0.9 0.8 0.7 0.6 0.5 0.4 1 2 3 4 5678910 Discharge (ft 3Is) Figure 2-3 8-inch Gutter and Roadway Discharge-Velocity Chart San Diego County Drainage Design Manual (May 2005) Page 2-14 20 30 40 50 ba6ft- CU ci n S 0 Al PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) copyright 1982-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1423 Analysis prepared by: main DESCRIPTION OF STUDY * HYDRAULIC CALCULATION FOR STORM DRAIN FROM STA 446+73.95 AND C.I. #1 * * 100 YEAR STORM DRAIN ULTIMATE CONDITION * * REVISED BY HL 11/26/2013 * FILE NAME: A1.DAT TIME/DATE OF STUDY: 15:09 12/16/2013 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) . 1002.00- FRICTION 1.00 Dc 103.74 0.84* 108.30 } 1003.00- 1.00*Dc 103.74 l.00*Dc 103.74 ------------------------------------------------------------------------------ MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 ------------------------------------------------------------------------------ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1002.00 FLOWLINE ELEVATION = 33.80 PIPE FLOW = 6.70 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 33.800 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 0.00 FT.) IS LESS THAN CRITICAL DEPTH( 1.00 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ NODE 1002.00 : HGL = < 34.640>;EGL= < 35.312>;FLOWLINE= < 33.800> FLOW PROCESS FROM NODE 1002.00 TO NODE 1003.00 IS CODE = 1 UPSTREAM NODE 1003.00 ELEVATION= 34.19 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 6.70 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 32.40 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.82 CRITICAL DEPTH(FT) = 1.00 Page 1 O Al GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.001 5.343 1.445 103.74 0.019 0.994 5.387 1.445 103.75 0.079 0.987 5.432 1.445 103.77 0.182 0.980 5.477 1.446 103.81 0.334 0.973 5.524 1.447 103.87 0.539 0.965 5.571 1.448 103.94 0.802 0.958 5.620 1.449 104.04 1.131 0.951 5.669 1.450 104.14 1.533 0.944 5.720 1.452 104.27 2.016 0.937 5.771 1.454 104.42 2.591 0.929 5.824 1.456 104.58 3.272 0.922 5.878 1.459 104.76 4.075 0.915 5.933 1.462 104.97 5.018 0.908 5.989 1.465 105.19 6.127 0.901 6.046 1.468 105.43 7.433 0.893 6.104 1.472 105.69 8.980 0.886 6.164 1.476 105.98 10.823 0.879 6.225 1.481 106.28 13.043 0.872 6.287 1.486 106.61 15.756 0.864 6.351 1.491 106.96 19.145 0.857 6.416 1.497 107.33 23.512 0.850 6.483 1.503 107.73 29.430 0.843 6.551 1.510 108.15 32.400 0.840 6.574 1.512 108.30 ------------------------------------------------------------------------------ NODE 1003.00 : HGL = < 35.191>;EGL= < 35.635>;FLOWLINE= < 34.190> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1003.00 FLOWLINE ELEVATION = 34.19 ASSUMED UPSTREAM CONTROL HGL = 35.19 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS Page 2 C B cR-11)C.L 0 0 . Al * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1423 Analysis prepared by: mai n ************************** DESCRIPTION OF STUDY * HYDRAULIC CALCULATIONS FOR EX. 24" STORM DRAIN ECR STA 454+48.55 * * 100 YEAR STORM ULTIMATE CONDITION * * REVISED BY HL * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FILE NAME: A2.DAT TIME/DATE OF STUDY: 11:19 01/09/2014 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 2012.00- 0.95 DC 103.27 0.36* . 254.15 } FRICTION 2011.00- 0.95 DC 103.27 0.80* 107.98 } JUNCTION 2011.10- 1.05 105.29 0.75* 111.94 } FRICTION 2007.00- 0.95*DC 103.27 0.95*Dc 103.27 } JUNCTION 2007.10- 1.30* 83.95 0.95 46.85 } FRICTION 2003.00- 1.05* 105.28 0.95 46.85 } JUNCTION 2003.10- 1.48* 107.12 0.45 28.89 } FRICTION 2002.00- 0.68* 29.52 0.55 DC 27.16 } JUNCTION 2002.11- 0.57 DC 27.19 0.45* 28.94 } FRICTION 2002.10- 0.55*DC 27.16 0.55*DC 27.16 ------------------------------------------------------------------------------ MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 ------------------------------------------------------------------------------ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2012.00 FLOWLINE ELEVATION = 42.20 PIPE FLOW = 7.10 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 42.200 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 0.00 FT.) IS LESS THAN CRITICAL DEPTH( 0.95 FT.) . ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH Page 1 Al FOR UPSTREAM RUN ANALYSIS NODE 2012.00 : HGL = < 42..563>;EGL= ------------------------------------------------------------------------------ < 47.713>;FLOWLINE= < 42.200> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2012.00 TO NODE 2011.00 IS CODE = 1 UPSTREAM NODE 2011.00 ELEVATION = 52.37 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 7.10 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 43.58 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.35 ------------------------------------------------------------------------------ CRITICAL DEPTH(FT) = 0.95 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.80 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM ------------------------------------------------------------------------------ FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.796 6.087 1.372 107.98 0.082 0.778 6.277 1.390 109.30 0.180 0.760 6.477 1.412 110.82 0.295 0.742 6.691 1.438 112.54 0.430 0.724 6.917 1.468 114.48 0.587 0.706 7.159 1.502 116.67 0.771 0.688 7.416 1.542 119.11 0.984 0.670 7.690 1.589 121.83 1.232 0.652 7.983 1.642 124.85 1.520 0.634 8.298 1.704 128.19 . 1.855 0.616 8.635 1.775 131.89 2.245 0.598 8.998 1.856 135.98 2.701 0.580 9.390 1.950 140.50 3.236 0.562 9.812 2.058 145.49 3.866 0.544 10.270 2.183 150.99 4.615 0.526 10.768 2.327 157.08 5.512 0.508 11.309 2.495 163.81 6.596 0.490 11.901 2.690 171.26 7.926 0.472 12.549 2.919 179.54 9.584 0.454 13.263 3.187 188.73 11.704 0.436 14.050 3.503 198.98 14.506 0.418 14.922 3.877 210.44 18.408 0.400 15.894 4.325 223.30 24.347 0.382 16.981 4.862 237.77 35.336 0.363 18.204 5.512 254.15 43.580 0.363 18.204 5.513 254.15 NODE 2011.00 ------------------------------------------------------------------------------ : HGL = < 53.166>;EGL= < 53.742>;FLOwLINE= < 52.370> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2011.00 TO NODE 2011.10 IS CODE = 5 UPSTREAM NODE 2011.10 ELEVATION = 52.38 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: ------------------------------------------------------------------------------ PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 7.10 24.00 0.00 52.38 0.95 6.621 DOWNSTREAM 7.10 24.00 - 52.37 0.95 6.089 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: Page 2 Al DY=(Q2*V2_Ql*Vl*COS(DELTA1)_Q3*V3*COS(DELTA3) - S Q4*V4*COS(DELTA4))/((Al+A2)*16 l)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01111 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00883 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00997 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.040 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+Hv1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.067)+( 0.000) = 0.067 NODE 2011.10 : ------------------------------------------------------------------------------ HGL = < 53.128>;EGL= < 53.809>;FLOWLINE= < 52.380> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2011.10 TO NODE 2007.00 IS CODE = 1 UPSTREAM NODE 2007.00 ELEVATION = 53.52 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION ------------------------------------------------------------------------------ LOSSES(LACFCD): PIPE FLOW = 7.10 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 98.64 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.74 CRITICAL DEPTH(FT) = -- 0.95 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.95 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.946 4.854 1.312 103.27 0.021 0.937 4.909 1.312 103.28 . 0.085 0.198 0.929 4.966 0.921 5.023 1.312 1.313 103.32 103.38 0.364 0.913 5.082 1.314 103.47 0.587 0.905 5.142 1.315 103.59 0.875 0.896 5.204 1.317 103.74 1.235 0.888 5.267 1.319 103.91 1.674 0.880 5.332 1.322 104.11 2.204 0.872 5.398 1.324 104.34 2.836 0.863 5.466 1.328 104.61 3.584 0.855 5.535 1.331 104.90 4.467 0.847 5.606 1.335 105.22 5.505 0.839 5.679 1.340 105.58 6.728 0.831 5.754 1.345 105.97 8.170 0.822 5.830 1.351 106.40 9.879 0.814 5.909 1.357 106.85 11.917 0.806 5.989 1.363 107.35 14.375 0.798 6.072 1.371 107.88 17.383 0.790 6.156 1.378 108.45 21.142 0.781 6.243 1.387 109.06 25.993 0.773 6.333 1.396 109.71 32.572 0.765 6.424 1.406 110.40 42.307 0.757 6.518 1.417 111.14 59.783 0.748 6.615 1.428 111.91 98.640 0.748 6.619 1.429 111.94 NODE 2007.00 : HGL = < 54.466>;EGL= < 54.832>;FLOWLINE= < -- 53.520> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2007.00 TO NODE 2007.10 IS CODE = 5 UPSTREAM NODE 2007.10 ELEVATION = 53.52 (FLOW IS SUBCRITICAL) . CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY Page 3 Al (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 4111 (CFS) UPSTREAM 2.80 24.00 60.00 53.52 0.58 1.292 DOWNSTREAM 7.10 24.00 - 53.52 0.95 4.856 LATERAL #1 4.10 18.00 0.00 54.02 0.78 4.449 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.20==05 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2_Q1*Vl*COS(DELTA1)_Q3*V3*COS(DELTA3)_ Q4*V4*COS(DELTA4))/((Al+A2)*16 1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00027 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00477 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00252 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.010 FEET ENTRANCE LOSSES = 0.073 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = 00.056)+( 0.073) = 0.017 NODE 2007.10 : HGL = < 54.823>;EGL= < 54.849>;FLOWLINE= < 53.520> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2007.10 TO NODE 2003.00 IS CODE = 1 UPSTREAM NODE 2003.00 ELEVATION = 53.76 (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.80 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 24.60 FEET MANNING'S N = 0.01300 - NORMAL DEPTH(FT) = 0.48 CRITICAL DEPTH(FT) = 0.58 S DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.30 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM ------------------------------------------------------------------------------ FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.303 1.292 1.329 83.95 2.890 1.274 1.326 1.301 80.29 5.773 1.245 1.361 1.274 76.74 8.648 1.216 1.400 1.247 73.31 11.513 1.188 1.440 1.220 69.99 14.367 1.159 1.483 1.193 66.78 17.210 1.130 1.530 1.166 63.70 20.039 1.101 1.579 1.140 60.73 22.853 1.072 1.632 1.114 57.88 24.600 1.054 1.666 1.098 56.17 NODE 2003.00 ------------------------------------------------------------------------------ : HGL = < 54.814>;EGL= < 54.858>;FLOWLINE= < 53.760> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2003.00 TO NODE 2003.10 IS CODE = 5 UPSTREAM NODE 2003.10 ELEVATION = ------------------------------------------------------------------------------ 53.83 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 2.50 24.00 0.00 53.83 0.55 1.005 DOWNSTREAM 7.10 24.00 - 53.76 0.95 4.227 LATERAL #1 1.70 18.00 90.00 54.44 0.49 2.462 LATERAL #2 0.00 18.00 90.00 54.44 0.00 0.000 Q5 2.90==05 EQUALS BASIN INPUT=== 4111 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: Page 4 Al . DY=(Q2*V2_Q1*Vl*COS(DELTA1) _Q3*V3*COS(DELTA3)_ Q4*V4*COS(DELTA4))/((Al+A2)*16 l)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00015 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00330 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00173 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.007 FEET ENTRANCE LOSSES = 0.055 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANcE LOSSES) JUNCTION LOSSES = ( 0.175)+( 0.055) = 0.231 ------------------------------------------------------------------------------ NODE 2003.10 : HGL = < 55.307>;EGL= < 55.323>;FLOWLINE= < 53.830> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2003.10 TO NODE 2002.00 IS CODE = 1 UPSTREAM NODE 2002.00 ELEVATION = 54.57 (FLOW IS SUBCRITICAL) - CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.50 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 73.54 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.45 CRITICAL DEPTH(FT) = 0.55 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.48 -- GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.477 1.005 1.492 107.12 3.654 1.440 1.032 1.456 101.57 7.303 . 1.403 1.062 1.420 96.19 10.946 1.366 1.094 1.384 90.98 14.582 1.329 1.128 1.348 85.94 18.209 1.291 1.165 1.313 81.08 21.828 1.254 1.205 1.277 76.39 25.436 1.217 1.248 1.242 71.89 29.031 1.180 1.295 1.206 67.57 32.613 1.143 1.346 1.171 63.44 36.178 1.106 1.402 1.137 59.50 39.724 1.069 1.462 1.102 55.76 43.247 1.032 1.529 1.068 52.21 46.741 0.995 1.601 1.035 48.87 50.203 0.958 1.681 1.002 45.73 53.623 0.921 1.769 0.969 42.81 56.993 0.884 1.867 0.938 40.10 60.300 0.847 1.975 0.907 37.61 63.528 0.810 2.096 0.878 35.35 66.653 0.773 2.232 0.850 33.34 69.644 0.736 2.385 0.824 31.57 72.454 0.698 2.558 0.800 30.07 73.540 0.683 2.639 0.791 29.52 NODE 2002.00 : HGL = < 55.253>;EGL= ------------------------------------------------------------------------------ < 55.361>;FLOWLINE= < 54.570> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2002.00 TO NODE 2002.11 IS CODE = 5 UPSTREAM NODE 2002.11 ELEVATION = 54.90 (FLOW IS SUBCRITICAL) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE . FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 2.50 24.00 81.00 54.90 0.55 4.714 Page 5 . Al DOWNSTREAM 2.50 24.00 - 54.57 0.55 2.640 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2_Ql*Vl*COS(DELTA1)_Q3*V3*COS(DELTA3)_ Q4*V4*COS(DELTA4))/((Al+A2)*16 l)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00984 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00194 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00589 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.024 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.335)+( 0.000) = 0.335 ------------------------------------------------------------------------------ NODE 2002.11 : HGL = < 55.351>;EGL= < 55.696>;FLOWLINE= < 54.900> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2002.11 TO NODE 2002.10 IS CODE = 1 UPSTREAM NODE 2002.10 ELEVATION = 55.74 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION ------------------------------------------------------------------------------ LOSSES(LACFCD): PIPE FLOW = 2.50 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 82.57 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) ------------------------------------------------------------------------------ = 0.45 CRITICAL DEPTH(FT) = 0.55 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.55 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (Fr) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.550 3.558 0.747 27.16 0.011 0.546 3.595 0.747 27.16 0.045 0.542 3.634 0.747 27.17 0.103 0.538 3.673 0.747 27.18 0.190 0.534 3.713 0.748 27.20 0.306 0.530 3.753 0.748 27.23 0.456 0.525 3.795 0.749 27.26 0.643 0.521 3.837 0.750 27.29 0.871 0.517 3.880 0.751 27.34 1.146 0.513 3.924 0.752 27.38 1.474 0.509 3.969 0.754 27.44 1.862 0.505 4.015 0.755 27.50 2.318 0.501 4.061 0.757 27.57 2.855 0.497 4.109 0.759 27.64 3.486 0.492 4.158 0.761 27.72 4.230 0.488 4.208 0.763 27.81 5.110 0.484 4.258 0.766 27.90 6.159 0.480 4.310 0.769 28.00 7.422 0.476 4.363 0.772 28.11 8.966 0.472 4.417 0.775 28.23 10.894 0.468 4.473 0.778 28.35 13.379 0.464 4.529 0.782 28.48 16.744 0.459 4.587 0.786 28.62 21.717 0.455 4.646 0.791 28.77 30.634 0.451 4.706 0.795 28.92 82.570 0.451 4.713 0.796 28.94 NODE 2002.10 : HGL ------------------------------------------------------------------------------ = < 56.290>;EGL= < 56.487>;FLOWLINE= < 55.740> W Page 6 Al UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2002.10 FLOWLINE ELEVATION = 55.74 ASSUMED UPSTREAM CONTROL HGL = 56.29 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS [I Page 7 I * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1423 Analysis prepared by: mai n ************************** DESCRIPTION OF STUDY * HYDRAULIC CALCULATIONS FOR STORM DRAIN LATERAL FROM EX. 24" I MED CI # 2 * * EL CAMINO REAL STA 453+91 * * 100 YEAR STORM ULTIMATE CONDITIONS REVISED BY HL 11/11/2013 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FILE NAME: A3.DAT TIME/DATE OF STUDY: 11:27 01/09/2014 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 2003.00- 0.49 Dc 10.21 0.18* 16.44 } 2003.20- FRICTION 0.37 DC 8.92 0.19* 15.23 } JUNCTION 2003.21- 0.37 Dc 8.92 0.18* 16.32 } FRICTION 2003.10- 0.37*Dc 8.92 0.37*Dc 8.92 } JUNCTION 2003.11- 0.44 9.44 0.19* 15.60 } FRICTION 2006.00- 0.37*Dc 8.92 0.37*Dc 8.92 ------------------------------------------------------------------------------ MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 ------------------------------------------------------------------------------ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2003.00 FLOWLINE ELEVATION = 54.44 PIPE FLOW = 1.70 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 51.810 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( -2.63 FT.) IS LESS THAN CRITICAL DEPTH( 0.49 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ NODE 2003.00 : HGL = < 54.622>;EGL= < 57.636>;FLOWLINE= < 54.440> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2003.00 TO NODE 2003.20 IS CODE = 1 UPSTREAM NODE 2003.20 ELEVATION = 56.47 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ Page 1 A3 CALCULATE FRICTION LOSSES(LACFCD): S PIPE FLOW = 1.00 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 21.62 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) ------------------------------------------------------------------------------ = 0.18 CRITICAL DEPTH(FT) = 0.37 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.19 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM ------------------------------------------------------------------------------ FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.193 7.521 1.072 15.23 0.273 0.192 7.548 1.078 15.27 0.558 0.192 7.574 1.083 15.32 0.857 0.192 7.601 1.089 15.37 1.172 0.191 7.628 1.095 15.42 1.503 0.191 7.655 1.101 15.47 1.853 0.190 7.682 1.107 15.52 2.223 0.190 7.709 1.113 15.57 2.616 0.189 7.737 1.119 15.62 3.035 0.189 7.765 1.126 15.67 3.482 0.188 7.792 1.132 15.72 3.962 0.188 7.821 1.138 15.77 4.480 0.187 7.849 1.145 15.82 5.042 0.187 7.877 1.151 15.87 5.656 0.186 7.906 1.158 15.92 6.330 0.186 7.934 1.164 15.97 7.079 0.186 7.963 1.171 16.02 7.919 0.185 7.993 1.178 16.08 S 8.876 9.985 0.185 8.022 1.184 0.184 8.051 1.191 16.13 16.18 11.302 0.184 8.081 1.198 16.24 12.921 0.183 8.111 1.205 16.29 15.017 0.183 8.141 1.212 16.35 17.983 0.182 8.171 1.220 16.40 21.620 0.182 8.193 1.225 16.44 NODE 2003.20 : ------------------------------------------------------------------------------ HGL = < 56.663>;EGL= < 57.542>;FLOWLINE= < 56.470> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2003.20 TO NODE 2003.21 IS CODE = 5 UPSTREAM NODE 2003.21 ELEVATION = 56.88 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION ------------------------------------------------------------------------------ LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 1.00 18.00 0.00 56.88 0.37 8.128 DOWNSTREAM 1.00 18.00 - 56.47 0.37 7.524 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY= (Q2 *V2_Q1*V1*COS (DELTA1) _Q3*V3 *COS (DELTA3) - Q4*V4*COS(DELTA4))/((A1+A2)*16 1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.09047 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.07257 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.08152 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.326 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) S JUNCTION LOSSES = ( 0.547)+( 0.000) = 0.547 Page 2 2003.21 NODE : 57.063>;EGL= HGL = < < 56.880> 58.089>;FLOWLINE= < * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2003.21 TO NODE 2003.10 IS CODE = 1 UPSTREAM NODE 2003.10 ELEVATION = 59.98 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION ------------------------------------------------------------------------------ LOSSES(LACFCD): PIPE FLOW = 1.00 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 28.80 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) ------------------------------------------------------------------------------ = 0.18 CRITICAL DEPTH(FT) = 0.37 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.37 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM ------------------------------------------------------------------------------ FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.373 2.917 0.505 8.92 0.003 0.365 3.006 0.505 8.93 0.014 0.357 3.100 0.506 8.95 0.032 0.349 3.200 0.508 8.99 0.060 0.341 3.306 0.511 9.04 0.097 0.333 3.418 0.515 9.11 0.147 0.326 3.536 0.520 9.20 0.209 0.318 3.662 0.526 9.31 0.287 0.310 3.796 0.534 9.44 0.383 0.302 3.939 0.543 9.58 0.499 0.294 4.091 0.554 9.76 . 0.640 0.286 4.254 0.567 9.95 0.809 0.278 4.428 0.583 10.18 1.012 0.270 4.615 0.601 10.43 1.257 0.262 4.817 0.623 10.72 1.551 0.254 5.033 0.648 11.04 1.908 0.247 5.268 0.678 11.40 2.344 0.239 5.522 0.712 11.80 2.883 0.231 5.797 0.753 12.25 3.558 0.223 6.097 0.801 12.74 4.424 0.215 6.425 0.856 13.30 5.571 0.207 6.784 0.922 13.92 7.167 0.199 7.179 1.000 14.62 9.593 0.191 7.615 1.092 15.40 14.070 0.183 8.098 1.202 16.27 28.800 0.183 8.125 1.209 16.32 NODE 2003.10 : ------------------------------------------------------------------------------ HGL = < 60.353>;EGL= < 60.485>;FLOwLINE= < 59.980> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2003.10 TO NODE 2003.11 IS CODE = 5 UPSTREAM NODE 2003.11 ELEVATION = 60.17 (FLOW IS SUBCRITICAL) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION ------------------------------------------------------------------------------ LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 1.00 18.00 90.00 60.17 0.37 7.733 DOWNSTREAM 1.00 18.00 - 59.98 0.37 2.918 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== is LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: Page 3 A3 . DY=(Q2*V2_Q1*V1*COS(DELTA1) _Q3*V3*COS(DELTA3) - Q4V4*COS(DELTA4))/((A1+A2)*16. 1)+FRIcTIoN LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.07848 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00494 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04171 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.167 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+Hv1-Hv2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.803)+( 0.000) = 0.803 NODE 2003.11 : ------------------------------------------------------------------------------ HGL = < 60.359>;EGL= < 61.288>;FLOWLINE= < 60.170> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2003.11 TO NODE 2006.00 IS CODE = 1 UPSTREAM NODE 2006.00 ELEVATION = 62.13 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION ------------------------------------------------------------------------------ LOSSES(LACFCD): PIPE FLOW = 1.00 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 21.11 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) ------------------------------------------------------------------------------ = 0.18 CRITICAL DEPTH(FT) = 0.37 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.37 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM ------------------------------------------------------------------------------ FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.373 2.917 0.505 8.92 0.004 0.365 3.003 0.505 8.93 . 0.015 0.358 3.094 0.506 8.95 0.035 0.350 3.190 0.508 8.99 0.065 0.342 3.292 0.511 9.03 0.106 0.335 3.399 0.514 9.10 0.160 0.327 3.513 0.519 9.18 0.228 0.319 3.633 0.524 9.28 0.312 0.312 3.761 0.532 9.40 0.416 0.304 3.897 0.540 9.54 0.541 0.296 4.041 0.550 9.70 0.693 0.289 4.195 0.562 9.88 0.874 0.281 4.360 0.577 10.09 1.093 0.274 4.536 0.593 10.32 1.354 0.266 4.724 0.613 10.59 1.669 0.258 4.927 0.635 10.88 2.049 0.251 5.145 0.662 11.21 2.513 0.243 5.381 0.693 11.57 3.084 0.235 5.635 0.729 11.98 3.798 0.228 5.911 0.771 12.43 4.711 0.220 6.211 0.820 12.94 5.917 0.212 6.539 0.877 13.50 7.590 0.205 6.896 0.944 14.12 10.126 0.197 7.289 1.023 14.81 14.791 0.189 7.722 1.116 15.59 21.110 0.189 7.730 1.118 15.60 NODE 2006.00 : ------------------------------------------------------------------------------ HGL = < 62.503>;EGL= < 62.635>;FLOwLINE= < 62.130> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2006.00 FLOWLINE ELEVATION = 62.13 ASSUMED UPSTREAM CONTROL HGL = 62.50 FOR DOWNSTREAM RUN ANALYSIS A3 . END OF GRADUALLY VARIED FLOW ANALYSIS Page 5 .30 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1423 Analysis prepared by: mal n ************************** DESCRIPTION OF STUDY * HYDRAULIC CALCULATION FOR STORM DRAIN LATERAL AND CI # 3 * * EL CAMINO REAL STA 456+33.75 * * 100 YEAR STORM ULTIMATE CONDITIONS REVISED BY HL * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FILE NAME: 30.DAT TIME/DATE OF STUDY: 11:30 01/09/2014 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 2003.00- 0.85 DC 68.57 0.27* . 211.29 } FRICTION 2005.50- 0.85 Dc 68.57 0.41* 121.82 } JUNCTION 2005.51- 0.85 DC 68.57 0.51* 94.21 } FRICTION 2005.40- 0.85 DC 68.57 0.51* 95.58 } JUNCTION 2005.41- 0.85 Dc 68.57 0.52* 92.45 } FRICTION 2005.20- 0.85 Dc 68.57 0.49* 98.57 } FRICTION 2005.10- 0.85*Dc 68.57 0.85*Dc 68.57 ------------------------------------------------------------------------------ MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 ------------------------------------------------------------------------------ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2003.00 FLOWLINE ELEVATION = 53.44 PIPE FLOW = 4.90 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 51.810 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( -1.63 FT.) IS LESS THAN CRITICAL DEPTH( 0.85 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ NODE 2003.00 : HGL = < 53.715>;EGL= < 61.290>;FLOWLINE= < 53.440> FLOW PROCESS FROM NODE 2003.00 TO NODE 2005.50 IS CODE = Page 1 30 UPSTREAM NODE 2005.50 ELEVATION 62.73 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 4.90 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 16.14 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.25 ------------------------------------------------------------------------------ CRITICAL DEPTH(FT) = 0.85 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.41 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH ------------------------------------------------------------------------------ VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.413 12.383 2.796 121.82 0.204 0.407 12.658 2.896 124.27 0.423 0.400 12.945 3.004 126.84 0.661 0.394 13.242 3.118 129.51 0.918 0.387 13.552 3.241 132.31 1.198 0.381 13.875 3.372 135.24 1.502 0.374 14.212 3.513 138.30 1.833 0.368 14.564 3.664 141.50 2.196 0.362 14.931 3.826 144.86 2.595 0.355 15.315 4.000 148.38 3.035 0.349 15.717 4.187 152.06 3.521 0.342 16.138 4.389 155.94 4.062 0.336 16.578 4.606 160.00 4.667 0.329 17.040 4.841 164.27 5.349 0.323 17.525 5.095 168.77 6.122 0.317 18.035 5.370 173.50 7.007 . 0.310 18.571 5.669 178.48 8.032 0.304 19.135 5.993 183.74 9.236 0.297 19.730 6.346 189.29 10.676 0.291 20.358 6.730 195.15 12.441 0.284 21.022 7.151 201.36 14.679 0.278 21.723 7.610 207.93 16.140 0.275 22.081 7.850 211.29 NODE 2005.50 : ------------------------------------------------------------------------------ HGL = < 63.143>;EGL= < 65.526>;FLOWLINE= < 62.730> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2005.50 TO NODE 2005.51 IS CODE = 5 UPSTREAM NODE 2005.51 ------------------------------------------------------------------------------ ELEVATION = 64.15 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFs) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 4.90 18.00 0.00 64.15 0.85 9.175 DOWNSTREAM 4.90 18.00 - 62.73 0.85 12.387 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2_Q1*V1*COS(DELTA1) _Q3*V3*COS(DELTA3)_ Q4*V4*COS(DELTA4))/((A1+A2)*16. 1)+FRICTIoN LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03436 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.07931 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.05683 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.227 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY-i-HV1-HV2)+(ENTRANCE LOSSES) . JUNCTION LOSSES = ( 0.445)+( 0.000) = 0.445 Page 2 30 • 2005.51:HGL 64.150> NODE 64.663>;EGL=<65.970>;FLOWLINE= * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2005.51 TO NODE 2005.40 IS CODE = 1 UPSTREAM NODE 2005.40 ELEVATION = 66.40 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION ------------------------------------------------------------------------------ LOSSES(LACFCD): PIPE FLOW = 4.90 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 65.73 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) ------------------------------------------------------------------------------ = 0.51 CRITICAL DEPTH(FT) = 0.85 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.51 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM ------------------------------------------------------------------------------ FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.506 9.339 1.862 95.58 0.988 0.507 9.332 1.860 95.52 2.016 0.507 9.325 1.858 95.46 3.090 0.507 9.318 1.856 95.40 4.211 0.507 9.310 1.854 95.34 5.387 0.508 9.303 1.852 95.28 6.621 0.508 9.296 1.851 95.22 7.920 0.508 9.289 1.849 95.16 9.293 0.509 9.282 1.847 95.10 10.746 0.509 9.274 1.845 95.05 12.292 0.509 9.267 1.844 94.99 . 13.943 0.509 9.260 1.842 94.93 15.714 0.510 9.253 1.840 94.87 17.625 0.510 9.246 1.838 94.81 19.700 0.510 9.239 1.836 94.75 21.970 0.511 9.231 1.835 94.69 24.477 0.511 9.224 1.833 94.64 27.276 0.511 9.217 1.831 94.58 30.446 0.511 9.210 1.829 94.52 34.101 0.512 9.203 1.828 94.46 38.420 0.512 9.196 1.826 94.41 43.699 0.512 9.189 1.824 94.35 50.497 0.513 9.182 1.823 94.29 60.069 0.513 9.175 1.821 94.23 65.730 0.513 9.172 1.820 94.21 NODE 2005.40 ------------------------------------------------------------------------------ : HGL = < 66.906>;EGL= < 68.262>;FLOWLINE= < 66.400> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2005.40 TO NODE 2005.41 IS CODE = 5 UPSTREAM NODE 2005.41 ELEVATION = 66.74 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION ------------------------------------------------------------------------------ LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 4.90 18.00 0.00 66.74 0.85 8.957 DOWNSTREAM 4.90 18.00 - 66.40 0.85 9.342 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2_Q1*V1*COS(DELTA1) _Q3*V3*COS(DELTA3)_ Q4*V4*COS(DELTA4))/((A1+A2)*16 1)+FRICTIoN LOSSES Page 3 30 S UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03214 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03612 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.03413 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.137 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.246)+( 0.000) = 0.246 NODE 2005.41 : HGL ------------------------------------------------------------------------------ = < 67.262>;EGL= < 68.508>;FLOWLINE= < 66.740> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2005.41 TO NODE 2005.20 IS CODE = 1 UPSTREAM NODE 2005.20 ELEVATION = 68.82 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 4.90 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 65.83 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.52 ------------------------------------------------------------------------------ CRITICAL DEPTH(FT) = 0.85 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.49 GRADUALLY VARIED FLOW PROFILE ------------------------------------------------------------------------------ COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (Fr/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.492 9.701 1.955 98.57 1.094 0.494 9.667 1.946 98.28 2.230 0.495 9.632 1.937 98.00 3.410 0.496 9.598 1.928 97.71 4.640 0.498 9.564 1.919 97.43 S 5.923 0.499 9.531 1.910 97.15 7.265 0.500 9.497 1.902 96.88 8.674 0.501 9.464 1.893 96.60 10.155 0.503 9.431 1.885 96.33 11.719 0.504 9.398 1.876 96.06 13.375 0.505 9.365 1.868 95.79 15.138 0.507 9.333 1.860 95.53 17.021 0.508 9.301 1.852 95.26 19.046 0.509 9.269 1.844 95.00 21.236 0.510 9.237 1.836 94.74 23.622 0.512 9.205 1.828 94.48 26.248 0.513 9.174 1.821 94.23 29.168 0.514 9.143 1.813 93.97 32.463 0.515 9.112 1.805 93.72 36.247 0.517 9.081 1.798 93.47 40.700 0.518 9.050 1.791 93.22 46.123 0.519 9.020 1.783 92.98 53.079 0.521 8.989 1.776 92.73 62.835 0.522 8.959 1.769 92.49 65.830 0.522 8.954 1.768 92.45 NODE 2005.20 : HGL = < 69.312>;EGL= < 70.775>;FLOWLINE= < 68.820> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2005.20 TO NODE 2005.10 IS CODE = 1 UPSTREAM NODE 2005.10 ELEVATION = 69.76 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 4.90 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 7.21 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.36 CRITICAL DEPTH(FT) = 0.85 Page 4 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.851 4.733 1.199 68.57 0.007 0.832 4.870 1.200 68.62 0.030 0.812 5.015 1.203 68.80 0.070 0.793 5.169 1.208 69.09 0.129 0.773 5.334 1.215 69.52 0.212 0.754 5.509 1.225 70.08 0.319 0.734 5.696 1.238 70.80 0.457 0.715 5.896 1.255 71.67 0.629 0.695 6.111 1.276 72.72 0.841 0.676 6.341 1.301 73.95 1.099 0.656 6.589 1.331 75.38 1.412 0.637 6.856 1.367 77.03 1.791 0.617 7.144 1.410 78.92 2.249 0.598 7.456 1.462 81.06 2.803 0.578 7.795 1.522 83.50 3.475 0.559 8.163 1.594 86.25 4.294 0.539 8.565 1.679 89.36 5.301 0.520 9.005 1.780 92.85 6.554 0.500 9.487 1.899 96.80 7.210 0.492 9.701 1.955 98.57 NODE 2005.10 : HGL = < 70.611>;EGL= ------------------------------------------------------------------------------ < 70.959>;FLOWLINE= < 69.760> . * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2005.10 FLOWLINE ELEVATION = 69.76 ASSUMED UPSTREAM CONTROL HGL = 70.61 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS Page 5 .103 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1423 Analysis prepared by: mai n ************************** DESCRIPTION OF STUDY HYDRAULIC CALCULATION FOR STORM DRAIN 455+04.52 AND C.I. #4 100 STORM DRAIN ULTIMATE CONDITION REVISED BY HL * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FILE NAME: 103.DAT TIME/DATE OF STUDY: 11:34 01/09/2014 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "k" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) . 2007.00- 0.84 DC 66.74 0.41* 119.20 } FRICTION 2010.00- 0.84*Dc 66.74 0.84*Dc 66.74 ------------------------------------------------------------------------------ MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 ------------------------------------------------------------------------------ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2007.00 FLOWLINE ELEVATION = 54.02 PIPE FLOW = 4.80 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 54.470 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 0.45 FT.) IS LESS THAN CRITICAL DEPTH( 0.84 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ NODE 2007.00 : HGL = < 54.427>;EGL= < 56.807>;FLOWLINE= < 54.020> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2007.00 TO NODE 2010.00 IS CODE = 1 UPSTREAM NODE 2010.00 ELEVATION = 58.64 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 4.80 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 48.09 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.39 CRITICAL DEPTH(FT) = 0.84 . UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.84 Page 1 103 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH ------------------------------------------------------------------------------ VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.842 4.699 1.185 66.74 0.009 0.824 4.826 1.186 66.79 0.036 0.806 4.961 1.188 66.94 0.083 0.788 5.104 1.193 67.19 0.155 0.770 5.256 1.199 67.55 0.253 0.751 5.417 1.207 68.04 0.381 0.733 5.589 1.219 68.65 0.544 0.715 5.771 1.233 69.39 0.746 0.697 5.966 1.250 70.28 0.995 0.679 6.174 1.271 71.32 1.297 0.661 6.396 1.297 72.52 1.663 0.643 6.634 1.327 73.91 2.102 0.625 6.890 1.362 75.48 2.631 0.607 7.165 1.404 77.27 3.268 0.588 7.461 1.453 79.28 4.036 0.570 7.781 1.511 81.55 4.968 0.552 8.128 1.579 84.09 6.108 0.534 8.504 1.658 86.94 7.517 0.516 8.914 1.751 90.13 9.287 0.498 9.361 1.859 93.69 11.560 0.480 9.850 1.987 97.68 14.575 0.462 10.388 2.138 102.15 18.781 0.444 10.981 2.317 107.16 25.189 0.425 11.637 2.529 112.78 37.046 0.407 12.367 2.784 119.12 48.090 0.407 12.376 2.787 119.20 NODE 2010.00 ------------------------------------------------------------------------------- : HGL = < 59.482>;EGL= < 59.825>;FLOwLINE= < 58.640> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2010.00 FLOWLINE ELEVATION = 58.64 ASSUMED UPSTREAM CONTROL HGL = 59.48 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS Page 2 [I 40 PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1423 Analysis prepared by: main ************************** DESCRIPTION OF STUDY * HYDRAULIC CALCULATION FOR STORM DRAIN LATERAL AND CI # 5 * * EL CAMINO REAL STA 463+02 * * 100 YEAR STORM ULTIMATE CONDITIONS REVISED BY HL 11/26/2013 * 1] FILE NAME: 40.DAT TIME/DATE OF STUDY: 15:18 12/16/2013 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "k" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 3001.00- 0.37 Dc 8.92 0.27* 10.50 I. FRICTION 3000.00- 0.37*Dc 8.92 0.37*Dc 8.92 ------------------------------------------------------------------------------ MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 ------------------------------------------------------------------------------ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 3001.00 FLOWLINE ELEVATION = 73.14 PIPE FLOW = 1.00 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 73.140 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 0.00 FT.) IS LESS THAN CRITICAL DEPTH( 0.37 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ NODE 3001.00 : HGL = < 73.408>;EGL= < 73.746>;FLOWLINE= < 73.140> FLOW PROCESS FROM NODE 3001.00 TO NODE 3000.00 IS CODE = 1 UPSTREAM NODE 3000.00 ELEVATION = 74.27 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.00 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 57.17 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.26 CRITICAL DEPTH(FT) = 0.37 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 0.37 Page 1 GRADUALLY VARIED FLOW PROFILE 40 COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (Fr/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.373 2.917 0.505 8.92 0.007 0.369 2.965 0.505 8.93 0.028 0.364 3.015 0.505 8.93 0.066 0.360 3.067 0.506 8.94 0.120 0.356 3.120 0.507 8.96 0.195 0.351 3.175 0.508 8.98 0.291 0.347 3.231 0.509 9.00 0.411 0.343 3.289 0.511 9.03 0.558 0.338 3.349 0.512 9.07 0.735 0.334 3.412 0.515 9.11 0.947 0.329 3.476 0.517 9.15 1.199 0.325 3.542 0.520 9.21 1.496 0.321 3.610 0.523 9.26 1.847 0.316 3.681 0.527 9.33 2.261 0.312 3.754 0.531 9.39 2.750 0.308 3.830 0.536 9.47 3.331 0.303 3.909 0.541 9.55 4.025 0.299 3.990 0.546 9.64 4.864 0.295 4.075 0.553 9.74 5.892 0.290 4.162 0.560 9.84 7.181 0.286 4.253 0.567 9.95 8.847 0.282 4.347 0.575 10.07 11.111 0.277 4.445 0.584 10.20 14.468 0.273 4.547 0.594 10.34 20.509 0.269 4.653 0.605 10.49 57.170 0.268 4.665 0.606 10.50 : UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 3000.00 FLOWLINE ELEVATION = 74.27 ASSUMED UPSTREAM CONTROL HGL = 74.64 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS Page 2 . 50 ************************************************************************ PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) copyright 1982-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1423 Analysis prepared by: mai n ************************** DESCRIPTION OF STUDY * HYDRAULIC CALCULATION FOR STORM DRAIN LATERAL AND CI # 6 * * EL CAMINO REAL STA 465+49.18 * * 100 YEAR STORM ULTIMATE CONDITIONS REVISED BY HL 11/26/2013 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FILE NAME: 50.DAT TIME/DATE OF STUDY: 15:20 12/16/2013 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "k" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) . 3003.00- 0.91 DC 81.74 0.56* 109.97 } FRICTION 3003.10- 0.91 Dc 81.74 0.65* 95.66 } JUNCTION 3003.11- 0.91 Dc 81.74 0.78* 84.53 } FRICTION 3007.00- 0.91*Dc 81.74 0.91*Dc 81.74 ------------------------------------------------------------------------------ MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 ------------------------------------------------------------------------------ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 3003.00 FLOWLINE ELEVATION = 71.36 PIPE FLOW = 5.60 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 72.100 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 0.74 FT.) IS LESS THAN CRITICAL DEPTH( 0.91 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ NODE 3003.00 : HGL = < 71.919>;EGL= < 73.271>;FLOWLINE= < 71.360> FLOW PROCESS FROM NODE 3003.00 TO NODE 3003.10 IS CODE = 1 UPSTREAM NODE 3003.10 ELEVATION = 72.72 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): . PIPE FLOW = 5.60 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 37.00 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------ Page 1 50 NORMAL DEPTH(FT) = O 0.54 CRITICAL DEPTH(FT) = 0.91 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.65 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH ------------------------------------------------------------------------------ VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (ET/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.647 7.673 1.562 95.66 0.673 0.643 7.740 1.574 96.19 1.389 0.639 7.808 1.586 96.74 2.152 0.634 7.877 1.598 97.30 2.965 0.630 7.947 1.611 97.88 3.834 0.626 8.019 1.625 98.47 4.764 0.622 8.091 1.639 99.08 5.763 0.617 8.166 1.653 99.70 6.839 0.613 8.241 1.668 100.33 8.000 0.609 8.318 1.684 100.99 9.259 0.605 8.396 1.700 101.66 10.629 0.600 8.475 1.716 102.34 12.126 0.596 8.556 1.733 103.05 13.771 0.592 8.638 1.751 103.77 15.590 0.588 8.722 1.770 104.51 17.618 0.583 8.807 1.789 105.26 19.897 0.579 8.894 1.808 106.04 22.487 0.575 8.983 1.828 106.83 25.473 0.571 9.073 1.850 107.65 28.978 0.566 9.164 1.871 108.48 33.191 0.562 9.258 1.894 109.33 37.000 0.559 9.327 1.911 109.97 NODE 3003.10:HGL --73.367>;EGL= -74.282>;FLOWLINE= -72.720> FLOW PROCESS FROM NODE 3003.10 TO NODE 3003.11 IS CODE = 5 UPSTREAM NODE 3003.11 ------------------------------------------------------------------------------ ELEVATION = 73.05 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 5.60 18.00 0.00 73.05 0.91 5.997 DOWNSTREAM 5.60 18.00 - 72.72 0.91 7.675 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00==05 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY= (Q2v2_Q1*V1*COS (DELTA1) _Q3*v3*COS(DELTA3) - Q4V4*COS(DELTA4))/((A1+A2)*16. 1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00982 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01904 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01443 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.058 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-Hv2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.110)+( 0.000) = 0.110 NODE 3003.11 : HGL = < 73.833>;EGL= < 74.392>;FLOWLINE= < 73.050> FLOW PROCESS FROM NODE 3003.11 TO NODE 3007.00 IS CODE = UPSTREAM NODE 3007.00 ELEVATION = 73.64 (FLOW IS SUPERCRITICAL) Page 2 50 CALCULATE FRICTION LOSSES(LACFCD): O PIPE FLOW = 5.60 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 58.76 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.78 ------------------------------------------------------------------------------ CRITICAL DEPTH(FT) = 0.91 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.91 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH ------------------------------------------------------------------------------ VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.913 4.974 1.297 81.74 0.016 0.907 5.009 1.297 81.75 0.064 0.902 5.044 1.297 81.76 0.149 0.896 5.080 1.298 81.78 0.273 0.891 5.117 1.298 81.81 0.441 0.886 5.155 1.299 81.85 0.656 0.880 5.193 1.299 81.90 0.925 0.875 5.231 1.300 81.96 1.253 0.870 5.270 1.301 82.03 1.648 0.864 5.310 1.302 82.10 2.118 0.859 5.351 1.304 82.19 2.674 0.853 5.392 1.305 82.29 3.329 0.848 5.434 1.307 82.39 4.098 0.843 5.476 1.309 82.51 5.003 0.837 5.519 1.311 82.64 6.068 0.832 5.563 1.313 82.78 7.328 0.827 5.608 1.315 82.93 8.829 . 0.821 5.654 1.318 83.09 10.637 0.816 5.700 1.321 83.26 12.845 0.810 5.747 1.324 83.44 15.601 0.805 5.795 1.327 83.63 19.152 0.800 5.843 1.330 83.84 23.960 0.794 5.893 1.334 84.06 31.064 0.789 5.943 1.338 84.29 43.797 0.784 5.995 1.342 84.53 58.760 0.783 5.996 1.342 84.53 NODE 3007.00 : ------------------------------------------------------------------------------ HGL = < 74.553>;EGL= < 74.937>;FLOWLINE= < 73.640> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 3007.00 FLOWLINE ELEVATION = 73.64 ASSUMED UPSTREAM CONTROL HGL = 74.55 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS Page 3 S AC * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2012 Advanced Engineering software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1423 Analysis prepared by: mai n ************************** DESCRIPTION OF STUDY * HYDRAULIC CALCULATION FOR STORM DRAIN AND CI # 7 * * EL CAMINO REAL STA 467+00 * * 100 YEAR STORM ULTIMATE CONDITIONS REVISED BY HL 11/26/2013 * FILE NAME: 60.DAT TIME/DATE OF STUDY: 15:21 12/16/2013 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) . 3010.00- 2.05* 150.76 0.43 35.91 } FRICTION 3009.00- 1.36* 75.03 0.61 DC 30.16 ------------------------------------------------------------------------------ MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 ------------------------------------------------------------------------------ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 3010.00 FLOWLINE ELEVATION = 65.98 PIPE FLOW = 2.60 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 68.030 FEET ------------------------------------------------------------------------------ NODE 3010.00 : HGL = < 68.030>;EGL= < 68.064>;FLOWLINE= < 65.980> FLOW PROCESS FROM NODE 3010.00 TO NODE 3009.00 IS CODE = 1 UPSTREAM NODE 3009.00 ELEVATION = 66.69 (FLOW SEALS IN REACH) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.60 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 34.25 FEET MANNING'S N = 0.01300 - -- DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 2.05 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ . CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 2.050 1.471 2.084 150.76 27.339 1.500 1.471 1.534 90.12 Page 1 O 60 NORMAL DEPTH(FT) = 0.42 CRITICAL DEPTH(FT) = 0.61 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH ------------------------------------------------------------------------------ VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 27.339 1.500 1.471 1.534 90.12 29.083 1.464 1.480 1.498 86.25 30.806 1.429 1.497 1.464 82.46 32.515 1.393 1.519 1.429 78.74 34.213 1.358 1.545 1.395 75.11 34.250 1.357 1.546 1.394 75.03 NODE 3009.00 : ------------------------------------------------------------------------------ HGL = < 68.047>;EGL= < 68.084>;FLOwLINE= < 66.690> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 3009.00 FLOWLINE ELEVATION = 66.69 ASSUMED UPSTREAM CONTROL HGL = 67.30 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS Page 2 40 70 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1423 Analysis prepared by: main DESCRIPTION OF STUDY * HYDRAULIC CALCULATION FOR STORM DRAIN LATERAL AND CI # 8 * * EL CAMINO REAL STA 469+00 * * 100 STORM YEAR ULTIMATE CONDITIONS REVISED BY HL * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FILE NAME: 70.DAT TIME/DATE OF STUDY: 11:29 01/13/2014 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) . 4000.00- 1.11*Dc 154.98 1.11*Dc 154.98 } FRICTION 4004.00- 1.57* 186.69 0.92 163.71 } JUNCTION 4004.10- 0.86 46.75 0.57* 4775 } FRICTION 4006.00- 0.71*Dc 44.24 0.71*Dc 44.24 ------------------------------------------------------------------------------ MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE =25 ------------------------------------------------------------------------------ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4000.00 FLOWLINE ELEVATION = 63.36 PIPE FLOW = 9.70 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 63.920 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 0.56 FT.) IS LESS THAN CRITICAL DEPTH( 1.11 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ NODE 4000.00 : HGL = < 64.474>;EGL= < 64.926>;FLOWLINE= < 63.360> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 4000.00 TO NODE 4004.00 IS CODE = 1 UPSTREAM NODE 4004.00 ELEVATION = 62.27 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 9.70 CFS PIPE DIAMETER = 24.00 INCHES . PIPE LENGTH = 86.50 FEET MANNING'S N = 0.01300 *WARNING -- PIPE INVERT SLOPE IS LESS THAN .0001, AND DEFAULTED TO .0001 Page 1 70 ===> NORMAL PIPEFLOW IS PRESSURE FLOW ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 2.00 CRITICAL DEPTH(FT) DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM ------------------------------------------------------------------------------ FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (Fl) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.114 5.395 1.566 154.98 0.435 1.149 5.192 1.568 155.21 1.771 1.184 5.005 1.574 155.90 4.053 1.220 4.832 1.583 157.01 7.324 1.255 4.671 1.594 158.51 11.624 1.291 4.523 1.609 160.39 16.989 1.326 4.385 1.625 162.61 23.451 1.362 4.256 1.643 165.17 31.037 1.397 4.137 1.663 168.04 39.769 1.433 4.026 1.685 171.21 49.662 1.468 3.923 1.707 174.67 60.726 1.504 3.827 1.731 178.41 72.961 1.539 3.738 1.756 182.40 86.358 1.574 3.655 1.782 186.65 86.500 1.575 3.654 1.782 186.69 NODE 4004.00 : ------------------------------------------------------------------------------ HGL = < 63.845>;EGL= < 64.052>;FLOWLINE= < 62.270> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 4004.00 TO NODE 4004.10 IS CODE = 5 . UPSTREAM NODE (NOTE: POSSIBLE 4004.10 ELEVATION = JUMP IN OR UPSTREAM OF STRUCTURE) 64.73 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 3.50 18.00 0.00 64.73 0.71 5.702 DOWNSTREAM 9.70 24.00 - 62.27 1.11 3.655 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 6.20===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY= (Q2 *V2 _Q1*V1*COS (DELTA1) -Q3 *V3 *COS (DELTA3) - Q4*V4*C05(DELTA4))/((A1+A2)*161)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01194 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00199 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00696 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.028 FEET ENTRANCE LOSSES = 0.041 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.709)+( 0.041) = 1.751 NODE 4004.10 : HGL = < 65.298>;EGL= < 65.803>;FLOWLINE= < 64.730> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 4004.10 TO NODE 4006.00 IS CODE = 1 UPSTREAM NODE 4006.00 ELEVATION = 64.89 (FLOW IS SUPERCRITICAL) - CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.50 CFS PIPE DIAMETER = 18.00 INCHES S PIPE LENGTH = 8.03 FEET MANNING'S N = 0.01300 Page 2 70 NORMAL DEPTH(FT) = 0.50 CRITICAL DEPTH(FT) = 0.71 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.71 - GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: -- DISTANCE FROM FLOW DEPTH ------------------------------------------------------------------------------ VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.714 4.220 0.990 44.24 0.014 0.705 4.287 0.991 44.25 0.059 0.696 4.357 0.991 44.28 0.137 0.688 4.429 0.992 44.34 0.252 0.679 4.503 0.994 44.42 0.408 0.670 4.580 0.996 44.52 0.609 0.661 4.659 0.999 44.64 0.860 0.653 4.741 1.002 44.79 1.169 0.644 4.825 1.006 44.97 1.542 0.635 4.913 1.010 45.17 1.988 0.627 5.003 1.016 45.40 2.518 0.618 5.097 1.022 45.66 3.145 0.609 5.195 1.028 45.95 3.885 0.600 5.295 1.036 46.28 4.759 0.592 5.400 1.045 46.63 5.793 0.583 5.508 1.054 47.02 7.022 0.574 5.621 1.065 47.44 8.030 0.568 5.700 1.073 47.75 ------------------------------------------------------------------------------ NODE 4006.00 : HGL = < 65.604>;EGL= < 65.880>;FLOWLINE= < 64.890> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4006.00 FLOWLINE ELEVATION = 64.89 ASSUMED UPSTREAM CONTROL HGL = 65.60 FOR DOWNSTREAM RUN ANALYSIS, END OF GRADUALLY VARIED FLOW ANALYSIS . Page 3 O 80 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1423 Analysis prepared by: mai n DESCRIPTION OF STUDY * HYDRAULIC CALCULATION FOR STORM DRAIN LATERAL AND CI # 9 * * EL CAMINO REAL STA 472+75.80 * * 100 YEAR STORM ULTIMATE CONDITIONS REVISED BY HL * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FILE NAME: 80.DAT TIME/DATE OF STUDY: 11:32 01/13/2014 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: " indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 5000.00- 5.92* 577.51 0.44 35.00 } FRICTION 5002.00- 4.19* 386.86 0.61 DC 30.16 -- MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 5000.00 FLOWLINE ELEVATION = 46.94 PIPE FLOW = 2.60 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 52.860 FEET ------------------------------------------------------------------------------ NODE 5000.00 : HGL = < 52.860>;EGL= < 52.894>;FLOWLINE= < 46.940> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 5000.00 TO NODE 5002.00 IS CODE = 1 UPSTREAM NODE 5002.00 ELEVATION = 48.73 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.60 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 99.73 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 2.60)/( 105.046))**2 = 0.00061 HF=L*SF = ( 99.73)*(0.00061) = 0.061 NODE 5002.00 : HGL = < 52.921>;EGL= < 52.955>;FLOWLINE= < 48.730> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * UPSTREAM PIPE FLOW CONTROL DATA: . NODE NUMBER = 5002.00 FLOWLINE ELEVATION = 48.73 ASSUMED UPSTREAM CONTROL HGL = 49.34 FOR DOWNSTREAM RUN ANALYSIS Page 1 END OF GRADUALLY VARIED FLOW ANALYSIS S Page 2 .90 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1423 Analysis prepared by: mai n ************************** DESCRIPTION OF STUDY * HYDRAULIC CALCULATION FOR STORM DRAIN LATERAL AND CI # 10 * EL CAMINO REAL STA 474+74 * 100 YEAR ULTIMATE CONDITIONS REVISED BY HL * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FILE NAME: 90.DAT TIME/DATE OF STUDY: 11:34 01/13/2014 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: 11*11 indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) . 5000.30- 3.98* 383.59 0.86 DC 70.41 } FRICTION 91.00- 399* 384.34 0.86 DC 70.41 ------------------------------------------------------------------------------ MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 ------------------------------------------------------------------------------ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 5000.30 FLOWLINE ELEVATION = 46.49 PIPE FLOW = 5.00 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 50.470 FEET ------------------------------------------------------------------------------ NODE 5000.30 : HGL = < 50.470>;EGL= < 50.594>;FLOWLINE= < 46.490> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 5000.30 TO NODE 91.00 IS CODE = 1 UPSTREAM NODE 91.00 ELEVATION = 46.49 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 5.00 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 3.17 FEET MANNING'S N = 0.01300 *WARNING -- PIPE INVERT SLOPE IS LESS THAN .0001, AND DEFAULTED TO .0001 SF=(Q/K)**2 = (C 5.00)/( 107.432))**2 = 0.00217 HF=L*SF = ( 3.17)*(0.00217) = 0.007 NODE 91.00 : HGL = < 50.477>;EGL= < 50.601>;FLOWLINE= < 46.490> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * . UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 91.00 FLOWLINE ELEVATION = 46.49 Page 1 90 ASSUMED UPSTREAM CONTROL HGL = 47.35 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS C 0 Page 2 S Ciii PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1423 Analysis prepared by: mal n ************************** DESCRIPTION OF STUDY ************************** * HYDRAULIC CALCULATION FOR STORM DRAIN LATERAL AND CI#11 * * EL CAMINO REAL STA 477+15 * * 100 YEAR STORM ULTIMATE CONDITIONS REVISED BY HL * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FILE NAME: CI11.DAT TIME/DATE OF STUDY: 11:38 01/13/2014 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) . 6004.00- 4.52* 425.59 0.66 DC 36.26 } FRICTION 6000.00- 4.31* 402.50 0.66 Dc 36.26 ------------------------------------------------------------------------------ MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 ------------------------------------------------------------------------------ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 6004.00 FLOWLINE ELEVATION = 43.89 PIPE FLOW = 3.00 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 48.410 FEET ------------------------------------------------------------------------------ NODE 6004.00 : HGL = < 48.410>;EGL= < 48.455>;FL0WLINE= < 43.890> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 6004.00 TO NODE 6000.00 IS CODE = 1 UPSTREAM NODE 6000.00 ELEVATION = 44.14 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.00 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 49.83 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 3.00)/C 105.041))**2 = 0.00082 HF=L*SF = ( 49.83)*(0.00082) = 0.041 NODE 6000.00 : HGL = < 48.451>;EGL= < 48.495>;FLOWLINE= < 44.140> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * UPSTREAM PIPE FLOW CONTROL DATA: . NODE NUMBER = 6000.00 FLOWLINE ELEVATION = 44.14 ASSUMED UPSTREAM CONTROL HGL = 44.80 FOR DOWNSTREAM RUN ANALYSIS Page 1 CI" END OF GRADUALLY VARIED FLOW ANALYSIS S Page 2 . 100 PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1423 Analysis prepared by: main ************************** DESCRIPTION OF STUDY ************************** HYDRAULIC CALCULATION FOR STORM DRAIN LATERAL AND CI # 12 * EL CAMINO REAL STA 481+24.82 * 100 YEAR STORM ULTIMATE CONDITIONS REVISED BY HL * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FILE NAME: 100.DAT TIME/DATE OF STUDY: 11:40 01/13/2014 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: '*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) . 7003.10- 0.62*Dc 31.66 0.62*Dc 31.66 } FRICTION 7006.30- 0.63*Dc 31.66 0.62*Dc 31.66 } JUNCTION 7006.31- 0.74* 33.27 0.54 32.69 } FRICTION } HYDRAULIC JUMP 7006.00- 0.62*Dc 31.66 0.62*Dc 31.66 ------------------------------------------------------------------------------ MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 ------------------------------------------------------------------------------ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 7003.10 FLOWLINE ELEVATION = 42.16 PIPE FLOW = 2.70 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 42.340 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 0.18 FT.) IS LESS THAN CRITICAL DEPTH( 0.62 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ NODE 7003.10 : HGL = < 42.783>;EGL= < 43.018>;FLoWLINE= < 42.160> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 7003.10 TO NODE 7006.30 IS CODE = 1 UPSTREAM NODE 7006.30 ELEVATION = 42.79 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.70 CFS PIPE DIAMETER = 18.00 INCHES .PIPE LENGTH = 126.63 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------ Page 1 NORMAL DEPTH(FT) = . 0.63 100 CRITICAL DEPTH(FT) = 0.62 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.62 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH ------------------------------------------------------------------------------ VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.623 3.888 0.858 31.66 0.001 0.623 3.886 0.858 31.66 0.002 0.623 3.885 0.858 31.66 0.005 0.624 3.884 0.858 31.66 0.010 0.624 3.883 0.858 31.66 0.015 0.624 3.882 0.858 31.66 0.023 0.624 3.881 0.858 31.66 0.032 0.624 3.880 0.858 31.66 0.044 0.624 3.879 0.858 31.66 0.058 0.624 3.878 0.858 31.66 0.074 0.624 3.877 0.858 31.66 0.093 0.625 3.876 0.858 31.66 0.116 0.625 3.875 0.858 31.66 0.143 0.625 3.874 0.858 31.66 0.174 0.625 3.873 0.858 31.66 0.211 0.625 3.872 0.858 31.66 0.254 0.625 3.871 0.858 31.66 0.306 0.625 3.870 0.858 31.66 0.369 0.625 3.869 0.858 31.66 0.445 0.626 3.868 0.858 31.66 0.540 0.626 3.867 0.858 31.66 0.662 . 0.626 3.866 0.858 31.66 0.827 0.626 3.865 0.858 31.66 1.071 0.626 3.864 0.858 31.66 1.507 0.626 3.863 0.858 31.66 30.923 0.626 3.862 0.858 31.66 126.630 0.626 3.862 0.858 31.66 NODE 7006.30 : HGL = ------------------------------------------------------------------------------ < 43.416>;EGL= < 43.648>;FLOWLINE= < 42.790> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 7006.30 TO NODE 7006.31 IS CODE = 5 UPSTREAM NODE 7006.31 ------------------------------------------------------------------------------ ELEVATION = 43.12 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 2.70 18.00 90.00 43.12 0.62 3.108 DOWNSTREAM 2.70 18.00 - 42.79 0.62 3.863 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2_Q1*V1*COS(DELTA1) _Q3*V3*COS(DELTA3)_ Q4*V4*COS(DELTA4))/((A1+A2)*16 1)+FRIcTIoN LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00276 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00498 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00387 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.015 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.362)+( 0.000) = 0.362 ------------------------------------------------------------------------------ NODE 7006.31 : HGL = < 43.860>;EGL= < 44.010>;FLOWLINE= < 43.120> Page 2 . 100 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 7006.31 TO NODE 7006.00 IS CODE = 1 UPSTREAM NODE 7006.00 ELEVATION = 43.25 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION ------------------------------------------------------------------------------ LOSSES(LACFCD): PIPE FLOW = 2.70 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 13.55 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ------------------------------------------------------------------------------ ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.52 ------------------------------------------------------------------------------ CRITICAL DEPTH(FT) = 0.62 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.62 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.623 3.888 0.858 31.66 0.011 0.619 3.920 0.858 31.66 0.045 0.615 3.954 0.858 31.67 0.104 0.611 3.988 0.858 31.68 0.191 0.607 4.023 0.859 31.69 0.308 0.603 4.058 0.859 31.71 0.459 0.600 4.094 0.860 31.73 0.647 0.596 4.130 0.861 31.76 0.877 0.592 4.167 0.861 31.80 1.153 0.588 4.204 0.862 31.83 1.482 0.584 4.243 0.863 31.88 1.871 . 0.580 4.282 0.865 31.92 2.330 0.576 4.321 0.866 31.98 2.869 0.572 4.361 0.867 32.03 3.502 0.568 4.402 0.869 32.10 4.249 0.564 4.444 0.871 32.16 5.131 0.560 4.486 0.873 32.24 6.183 0.556 4.529 0.875 32.31 7.449 0.552 4.573 0.877 32.40 8.997 0.548 4.618 0.879 32.49 10.928 0.544 4.663 0.882 32.58 13.417 0.540 4.710 0.885 32.68 13.550 0.540 4.712 0.885 32.69 HYDRAULIC JUMP: ------------------------------------------------------------------------------ UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.74 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH ------------------------------------------------------------------------------ VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.740 3.107 0.890 33.27 0.327 0.735 3.132 0.888 33.15 0.649 0.731 3.158 0.886 33.04 0.964 0.726 3.184 0.884 32.92 1.273 0.721 3.210 0.882 32.82 1.574 0.717 3.237 0.880 32.71 1.869 0.712 3.265 0.878 32.62 2.155 0.707 3.293 0.876 32.52 2.434 0.703 3.321 0.874 32.43 2.704 . 0.698 3.350 0.872 32.35 2.964 0.693 3.379 0.871 32.27 3.215 0.689 3.409 0.869 32.19 Page 3 100 . 3.456 0.684 3.440 0.868 32.12 3.686 0.679 3.470 0.866 32.05 3.904 0.675 3.502 0.865 31.99 4.110 0.670 3.534 0.864 31.93 4.303 0.665 3.566 0.863 31.88 4.481 0.661 3.600 0.862 31.84 4.644 0.656 3.633 0.861 31.80 4.791 0.651 3.668 0.860 31.76 4.920 0.647 3.703 0.860 31.73 5.029 0.642 3.738 0.859 31.70 5.118 0.637 3.775 0.859 31.68 5.184 0.633 3.812 0.858 31.67 5.226 0.628 3.849 0.858 31.66 5.240 0.623 3.888 0.858 31.66 13.550 0.623 3.888 0.858 31.66 ------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------ PRESSURE+MOMENTUM BALANCE OCCURS AT 1.88 FEET UPSTREAM OF NODE 7006.31 DOWNSTREAM DEPTH = 0.712 FEET, UPSTREAM CONJUGATE DEPTH = 0.543 FEET NODE 7006.00 ----------------------------------------------------------------------------- : HGL = < 43.873>;EGL= < 44.108>;FLOWLINE= < 43.250> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 7006.00 FLOWLINE ELEVATION = 43.25 ASSUMED UPSTREAM CONTROL HGL = 43.87 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS 9 Page 4 S Al2 PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2012 Advanced Engineering software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1423 Analysis prepared by: mai n ************************** DESCRIPTION OF STUDY * 100 YEAR STORM DRAIN FOR ULTIMATE CONDITION 48" STUB FROM RANCHO COSTERA * * STA 463+96 EL CAMINO REAL * * JN 1013047 REVISED BY HL 11/11/2013 * FILE NAME: Al2.DAT TIME/DATE OF STUDY: 15:53 12/16/2013 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "k" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) . 3002.00- 3.48 2968.31 2.07* 3534.17 } FRICTION 3002.10- 3.08*Dc 2904.85 3.08*Dc 2904.85 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 ------------------------------------------------------------------------------ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 3002.00 FLOWLINE ELEVATION = 71.02 PIPE FLOW = 103.69 CFS PIPE DIAMETER = 48.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 74.500 FEET ------------------------------------------------------------------------------ NODE 3002.00 : HGL = < 73.091>;EGL= < 76.963>;FLOWLINE= < 71.020> FLOW PROCESS FROM NODE 3002.00 TO NODE 3002.10 IS CODE = 1 UPSTREAM NODE 3002.10 ELEVATION = 72.82 (FLOW IS SUPERCRITICAL) - CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 103.69 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 36.04 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 1.56 CRITICAL DEPTH(FT) = 3.08 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.08 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: . DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) Page 1 Al2 0.000 . 3.083 9.973 4.629 2904.85 0.059 3.022 10.176 4.631 2906.50 0.243 2.962 10.391 4.639 2911.54 0.566 2.901 10.620 4.653 2920.15 1.044 2.840 10.864 4.674 2932.52 1.696 2.779 11.123 4.702 2948.84 2.544 2.718 11.399 4.737 2969.34 3.613 2.658 11.692 4.782 2994.28 4.935 2.597 12.005 4.836 3023.93 6.547 2.536 12.338 4.901 3058.59 8.493 2.475 12.693 4.979 3098.61 10.829 2.414 13.073 5.070 3144.36 13.622 2.354 13.479 5.176 3196.26 16.958 2.293 13.913 5.300 3254.80 20.945 2.232 14.378 5.444 3320.48 25.722 2.171 14.877 5.610 3393.93 31.478 2.111 15.413 5.802 3475.80 36.040 2.071 15.786 5.943 3534.17 NODE 3002.10 : HGL = ------------------------------------------------------------------------------ < 75.903>;EGL= < 77.449>;FLOWLINE= < 72.820> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 3002.10 FLOWLINE ELEVATION = 72.82 ASSUMED UPSTREAM CONTROL HGL = 75.90 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS Page 2 O A9 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1423 Analysis prepared by: mai n DESCRIPTION OF STUDY ******k*** * HYDRAULIC CALCULATIONS FOR ULTIMATE CONDITIONS STA 478+89.06 * * EL CAMINO REAL WIDENING JN 101307 * * REVISED BY HL * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FILE NAME: A9.DAT TIME/DATE OF STUDY: 11:45 01/13/2014 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "k" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) . 6000.10- 4.32* 394.99 0.33 10.52 } FRICTION 6018.00- 4.16* 377.74 0.16 23.12 } JUNCTION 6018.10- 3.83* 341.40 0.13 31.30 } FRICTION } HYDRAULIC JUMP 6014.00- 0.39 DC 10.07 0.27* 12.33 } JUNCTION 6014.10- 0.39 6.25 0.11* 16.45 } FRICTION 6017.00- 0.31*Dc 5.68 0.31*Dc 5.68 ------------------------------------------------------------------------------ MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 ------------------------------------------------------------------------------ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 6000.10 FLOWLINE ELEVATION = 42.55 PIPE FLOW = 1.10 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 46.870 FEET ------------------------------------------------------------------------------ NODE 6000.10 : HGL = < 46.870>.;EGL= < 46.876>;FLOWLINE= < 42.550> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 6000.10 TO NODE 6018.00 IS CODE = 1 UPSTREAM NODE 6018.00 ELEVATION = 42.71 (FLOW IS UNDER PRESSURE) - CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.10 CFS PIPE DIAMETER = 18.00 INCHES . PIPE LENGTH = 32.17 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 1.10)/( 105.031))**2 = 0.00011 Page 1 O A9 HF=L*SF = ( 32.17)*(O.00011) = 0.004 NODE 6018.00 : HGL = < 46.874>;EGL= < 46.880>;FLowLINE= < 42.710> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 6018.00 TO NODE 6018.10 IS CODE = 5 UPSTREAM NODE 6018.10 ELEVATION = 43.04 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 1.10 18.00 0.00 43.04 0.39 0.622 DOWNSTREAM 1.10 18.00 - 42.71 0.39 0.622 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2_Q1*V1*COS(DELTA1) _Q3*V3*COS (DELTA3) - Q4*V4*COS(DELTA4))/((A1+A2)*16 1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00011 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00011 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00011 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.000 FEET ENTRANCE LOSSES = 0.000 FEET CAUTION: TOTAL ENERGY LOSS COMPUTED USING (PRESSURE+MOMENTUM) IS NEGATIVE. ** COMPUTER CHOOSES ZERO ENERGY LOSS FOR TOTAL JUNCTION LOSS. NODE 6018.10 : HGL = < 46.874>;EGL= < 46.880>;FLoWLINE= < 43.040> S * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 6018.10 TO NODE 6014.00 IS CODE = 1 UPSTREAM NODE 6014.00 ELEVATION = 53.67 (HYDRAULIC JUMP OCCURS) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.10 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 20.08 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------ HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.13 ------------------------------------------------------------------------------ CRITICAL DEPTH(FT) = 0.39 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.27 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH ------------------------------------------------------------------------------ VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.270 5.086 0.672 12.33 0.040 0.264 5.247 0.692 12.59 0.084 0.258 5.417 0.714 12.88 0.133 0.253 5.596 0.739 13.19 0.189 0.247 5.786 0.767 13.53 0.252 0.241 5.987 0.798 13.89 0.322 0.235 6.200 0.833 14.28 0.401 0.230 6.427 0.871 14.70 0.491 0.224 6.669 0.915 15.15 0.592 0.218 6.926 0.963 15.64 0.708 0.212 7.201 1.018 16.18 0.839 0.206 7.496 1.079 16.75 0.990 0.201 7.811 1.149 17.37 1.164 0.195 8.150 1.227 18.04 1.366 S 0.189 8.515 1.316 18.77 Page 2 1.602 0.183 8.908 1.416 19.57 1.880 0.178 9.334 1.531 20.43 2.211 0.172 9.796 1.663 21.37 2.612 0.166 10.297 1.814 22.40 3.106 0.160 10.844 1.988 23.53 3.730 0.155 11.443 2.189 24.77 4.544 0.149 12.100 2.424 26.14 5.664 0.143 12.823 2.698 27.65 7.348 0.137 13.623 3.021 29.33 10.430 0.131 14.511 3.403 31.19 20.080 0.131 14.560 3.425 31.30 ------------------------------------------------------------------------------ HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 3.83 PRESSURE FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 3.834 0.622 3.840 341.40 4.410 1.500 0.622 1.506 84.03 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 4.410 1.500 0.622 1.506 84.03 4.493 1.456 0.628 1.462 79.17 4.577 S 1.411 0.638 1.418 74.38 4.660 1.367 0.651 1.374 69.68 4.743 1.323 0.667 1.330 65.09 4.826 1.278 0.685 1.286 60.63 4.909 1.234 0.707 1.242 56.31 4.992 1.190 0.732 1.198 52.13 5.074 1.145 0.760 1.154 48.10 5.157 1.101 0.791 1.111 44.25 5.239 1.057 0.827 1.067 40.56 5.321 1.012 0.867 1.024 37.05 5.402 0.968 0.912 0.981 33.72 5.483 0.924 0.963 0.938 30.58 5.563 0.879 1.021 0.896 27.64 5.643 0.835 1.088 0.853 24.89 5.722 0.791 1.164 0.812 22.35 5.799 0.746 1.252 0.771 20.02 5.875 0.702 1.355 0.730 17.90 5.949 0.658 1.475 0.691 16.00 6.020 0.613 1.618 0.654 14.33 6.087 0.569 1.789 0.619 12.91 6.148 0.525 1.997 0.587 11.74 6.199 0.480 2.254 0.559 10.85 6.238 0.436 2.577 0.539 10.28 6.253 0.392 2.995 0.531 10.07 20.080 0.392 2.995 0.531 10.07 ------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------ I PRESSURE+MOMENTUM BALANCE OCCURS AT 5.47 FEET UPSTREAM OF NODE 6018.10 I DOWNSTREAM DEPTH = 0.933 FEET, UPSTREAM CONJUGATE DEPTH = 0.131 FEET----------------------------------------------------------------------------- I NODE 6014.00 : HGL = < 53.940>;EGL= < 54.342>;FLOWLINE= < 53.670> S * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Page 3 S FLOW PROCESS FROM NODE 6014.00 TO NODE 6014.10 IS CODE = 5 UPSTREAM NODE 6014.10 ELEVATION = 54.00 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 0.70 18.00 0.00 54.00 0.31 12.010 DOWNSTREAM 1.10 18.00 - 53.67 0.39 5.088 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.40===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY= (Q2 *V2 _Q1V1*COS (DELTA1) -Q3 *v3 *c (DELTA3) - Q4*V4*COS(DELTA4))/((A1+A2)*16 1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.37673 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.02198 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.19936 JUNCTION LENGTH = 3.00 FEET FRICTION LOSSES = 0.598 FEET ENTRANCE LOSSES = 0.080 FEET JUNCTION LOSSES = (DY+HV1-Hv2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.927)+( 0.080) = 2.008 NODE 6014.10 : ------------------------------------------------------------------------------ HGL = < 54.110>;EGL= < 56.350>;FLOWLINE= < 54.000> FLOW PROCESS FROM NODE 6014.10 TO NODE 6017.00 IS CODE = 1 UPSTREAM NODE 6017.00 ELEVATION = 76.05 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION ------------------------------------------------------------------------------ LOSSES(LACFCD): PIPE FLOW = 0.70 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = S 46.55 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.10 CRITICAL DEPTH(FT) = 0.31 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.31 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM ------------------------------------------------------------------------------ FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.311 2.646 0.419 5.68 0.001 0.302 2.750 0.420 5.69 0.004 0.294 2.861 0.421 5.71 0.009 0.286 2.980 0.424 5.75 0.018 0.278 3.108 0.428 5.81 0.029 0.269 3.246 0.433 5.88 0.045 0.261 3.395 0.440 5.97 0.064 0.253 3.556 0.449 6.09 0.089 0.245 3.730 0.461 6.22 0.120 0.236 3.920 0.475 6.39 0.159 0.228 4.127 0.493 6.58 0.207 0.220 4.354 0.514 6.80 0.265 0.212 4.603 0.541 7.06 0.337 0.203 4.877 0.573 7.36 0.426 0.195 5.181 0.612 7.70 0.535 0.187 5.518 0.660 8.09 0.671 0.179 5.895 0.718 8.53 0.843 0.170 6.317 0.790 9.05 1.061 0.162 6.794 0.879 9.64 1.344 0.154 7.335 0.990 10.32 1.719 0.146 7.954 1.129 11.12 S 2.234 0.137 8.667 1.304 12.04 Page 4 2.977 0.129 9.495 1.530 13.12 4.151 0.121 10.467 1.823 14.41 6.408 0.113 11.620 2.210 15.94 46.550 0.110 12.006 2.350 16.45 NODE 6017.00 : ------------------------------------------------------------------------------ HGL = < 76.361>;EGL= < 76.469>;FLOWLINE= < 76.050> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 6017.00 FLOWLINE ELEVATION = 76.05 ASSUMED UPSTREAM CONTROL HGL = 76.36 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS Page 5 6prow gcQLt 0 .WESTLAT * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1423 Analysis prepared by: mal n ************************ DESCRIPTION OF STUDY * HYDRAULIC CALCULATION FOR STORM DRAIN LATERAL AND CI # 13 & 17 * * EL CAMINO REAL STA 483+25.24 * * 100 YEAR ULTIMATE CONDITION REVISED BY HL * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FILE NAME: WESTLAT.DAT TIME/DATE OF STUDY: 15:48 01/22/2014 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "k" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) S 7007.00- 1.50 DC 398.59 1.44* 39954 } FRICTION 9005.00- 1.50*Dc 398.59 1.50*Dc 398.59 } JUNCTION 9005.10- 1.58* 400.54 1.44 399.46 } FRICTION } HYDRAULIC JUMP 8003.00- 1.50*Dc 398.59 1.50*Dc 398.59 } JUNCTION 8003.10- 1.89* 3548.67 2.00 302.68 } FRICTION 8005.00- 1.89* 3548.67 2.00 DC 3500.98 ------------------------------------------------------------------------------ MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 ------------------------------------------------------------------------------ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 7007.00 FLOWLINE ELEVATION = 39.82 PIPE FLOW = 21.70 CFS PIPE DIAMETER = 36.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 39.820 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 0.00 FT.) IS LESS THAN CRITICAL DEPTH( 1.50 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ NODE 7007.00 : HGL = < 41.260>;EGL= < 41.910>;FLOWLINE= < 39.820> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 7007.00 TO NODE 9005.00 IS CODE = 1 .UPSTREAM NODE 9005.00 ELEVATION = 40.17 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ Page 1 WESTLAT CALCULATE FRICTION . PIPE FLOW = LOSSES(LACFCD): 21.70 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 71.54 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.44 ------------------------------------------------------------------------------ CRITICAL DEPTH(FT) = 1.50 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT)= 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: - DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.497 6.156 2.085 398.59 0.022 1.494 6.168 2.085 398.60 0.068 1.492 6.181 2.085 398.60 0.141 1.489 6.193 2.085 398.61 0.244 1.487 6.206 2.085 398.62 0.379 1.485 6.218 2.086 398.64 0.550 1.482 6.231 2.086 398.66 0.760 1.480 6.243 2.086 398.68 1.014 1.478 6.256 2.086 398.70 1.318 1.475 6.269 2.086 398.73 1.678 1.473 6.281 2.086 398.76 2.101 1.471 6.294 2.086 398.80 2.596 1.468 6.307 2.086 398.83 3.177 1.466 6.320 2.087 398.87 3.857 1.464 6.333 2.087 398.92 4.655 1.461 6.346 2.087 398.97 5.596 1.459 6.359 2.087 399.02 6.715 1.457 6.372 2.088 399.07 . 8.058 9.695 1.454 1.452 6.385 6.398 2.088 2.088 399.13 399.19 11.734 1.450 6.412 2.088 399.25 14.355 1.447 6.425 2.089 399.32 17.897 1.445 6.438 2.089 399.39 23.119 1.443 6.452 2.089 399.46 32.461 1.440 6.465 2.090 399.54 71.540 1.440 6.466 2.090 399.54 NoDE 9005.00 : ------------------------------------------------------------------------------ HGL = < 41.667>;EGL= < 42.255>;FLOWLINE= < 40.170> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 9005.00 TO NODE 9005.10 IS CODE = 5 UPSTREAM NODE 9005.10 ------------------------------------------------------------------------------ ELEVATION = 40.19 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFs) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 21.70 36.00 0.00 40.19 1.50 5.738 DOWNSTREAM 21.70 36.00 - 40.17 1.50 6.153 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2_Q1*V1*COS(DELTA1) _Q3*v3*Cos(DELTA3) - Q4*V4*COS(DELTA4))/((A1+A2)*16 1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00354 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00426 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00390 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.016 FEET ENTRANCE LOSSES . = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) Page 2 WESTLAT JUNCTION LOSSES = ( 0.028)+( 0.000) = 0.028 ------------------------------------------------------------------------------ NODE 9005.10 : HGL = < 41.773>;EGL= < 42.284>;FLOWLINE= < 40.190> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 9005.10 TO NODE 8003.00 IS CODE = 1 UPSTREAM NODE 8003.00 ELEVATION =40.36 (HYDRAULIC JUMP OCCURS) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 21.70 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 34.94 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------ HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 1.44 ------------------------------------------------------------------------------ CRITICAL DEPTH(FT) = 1.50 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH ------------------------------------------------------------------------------ VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.498 6.151 2.085 398.59 0.011 1.495 6.163 2.085 398.59 0.046 1.493 6.175 2.085 398.60 0.108 1.491 6.187 2.085 398.61 0.197 1.488 6.199 2.085 398.62 0.318 1.486 6.211 2.086 398.63 0.473 1.484 6.223 2.086 398.65 0.667 1.482 6.236 2.086 398.66 0.903 . 1.479 6.248 2.086 398.69 1.186 1.477 6.260 2.086 398.71 1.524 1.475 6.273 2.086 398.74 1.922 1.472 6.285 2.086 398.77 2.391 1.470 6.298 2.086 398.81 2.942 1.468 6.311 2.087 398.84 3.589 1.465 6.323 2.087 398.89 4.350 1.463 6.336 2.087 398.93 5.249 1.461 6.349 2.087 398.98 6.319 1.459 6.361 2.087 399.03 7.606 1.456 6.374 2.088 399.08 9.176 1.454 6.387 2.088 399.14 11.135 1.452 6.400 2.088 399.19 13.655 1.449 6.413 2.088 399.26 17.064 1.447 6.426 2.089 399.32 22.095 1.445 6.439 2.089 399.39 31.102 1.443 6.452 2.089 399.46 34.940 1.443 6.452 2.089 399.46 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.58 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH ------------------------------------------------------------------------------ VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.583 5.736 2.094 400.54 0.483 1.579 5.752 2.093 400.39 0.958 1.576 5.767 2.093 400.24 1.424 1.572 5.783 2.092 400.11 1.881 . 1.569 5.799 2.091 399.97 2.328 1.566 5.815 2.091 399.85 Page 3 WESTLAT 2.765 . 3.192 1.562 5.830 2.090 399.73 1.559 5.846 2.090 399.61 3.608 1.555 5.863 2.089 399.50 4.011 1.552 5.879 2.089 399.40 4.402 1.549 5.895 2.089 399.30 4.779 1.545 5.911 2.088 399.21 5.142 1.542 5.928 2.088 399.13 5.490 1.538 5.944 2.087 399.05 5.821 1.535 5.961 2.087 398.98 6.134 1.532 5.978 2.087 398.91 6.428 1.528 5.995 2.087 398.85 6.702 1.525 6.012 2.086 398.80 6.954 1.521 6.029 2.086 398.75 7.181 1.518 6.046 2.086 398.71 7.382 1.515 6.063 2.086 398.67 7.554 1.511 6.080 2.086 398.64 7.694 1.508 6.098 2.085 398.62 7.800 1.504 6.115 2.085 398.61 7.866 1.501 6.133 2.085 398.60 7.889 1.498 6.151 2.085 398.59 34.940 1.498 6.151 2.085 398.59 ------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------ PRESSURE+MOMENTUM BALANCE OCCURS AT 3.76 FEET UPSTREAM OF NODE 9005.10 DOWNSTREAM DEPTH = 1.554 FEET, UPSTREAM CONJUGATE DEPTH = 1.443 FEET NODE 8003.00 : HGL = ------------------------------------------------------------------------------ < 41.858>;EGL= < 42.445>;FLOwLINE= < 40.360> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 8003.00 TO NODE 8003.10 IS CODE = 5 UPSTREAM NODE 8003.10 ELEVATION = 40.86 (FLOW IS SUBCRITICAL) . CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFs) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 13.20 24.00 0.00 40.86 1.31 4.288 DOWNSTREAM 21.70 36.00 - 40.36 1.50 6.153 LATERAL #1 7.00 18.00 90.00 40.69 1.02 3.961 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 1.50==05 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2_Q1*V1*COS(DELTA1) _Q3*V3*COS(DELTA3) - Q4*V4*COS(DELTA4))/((A1+A2)*16 1)+FRICTIoN LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00295 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00426 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00360 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.018 FEET ENTRANCE LOSSES = 0.118 FEET JUNCTION LOSSES = (DY+HV1-Hv2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.478)+( 0.118) = 0.595 NODE 8003.10 : HGL = < 42.755>;EGL= < 43.040>;FLOWLINE= < 40.860> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 8003.10 TO NODE 8005.00 IS CODE = 1 UPSTREAM NODE 8005.00 ELEVATION = 41.14 (FLOW IS SUBCRITICAL) - CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 73.20 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 28.15 FEET MANNING'S N = 0.01300 ===> NORMAL PIPEFLOW IS PRESSURE FLOW NORMAL DEPTH(FT) = 2.00 CRITICAL DEPTH(FT) -= 2.00 Page 4 . WESTLAT 1.89 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH ------------------------------------------------------------------------------ VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.895 23.771 10.675 3548.67 0.201 1.899 23.744 10.658 3545.54 0.397 1.903 23.717 10.643 3542.50 0.587 1.907 23.690 10.627 3539.54 0.771 1.911 23.665 10.612 3536.67 0.949 1.915 23.640 10.598 3533.89 1.121 1.919 23.615 10.584 3531.19 1.287 1.923 23.591 10.571 3528.58 1.447 1.927 23.568 10.558 3526.06 1.600 1.931 23.545 10.545 3523.64 1.746 1.935 23.523 10.533 3521.31 1.886 1.939 23.502 10.522 3519.08 2.019 1.943 23.482 10.511 3516.96 2.145 1.947 23.462 10.500 3514.93 2.264 1.951 23.443 10.490 3513.02 2.375 1.955 23.425 10.481 3511.21 2.479 1.959 23.407 10.472 3509.52 2.574 1.963 23.391 10.464 3507.96 2.661 1.967 23.375 10.457 3506.52 2.740 1.971 23.360 10.450 3505.22 2.810 1.976 23.347 10.444 3504.05 2.869 1.980 23.334 10.439 3503.05 2.918 1.984 23.322 10.435 3502.21 2.956 . 1.988 23.312 10.432 3501.57 2.981 1.992 23.304 10.430 3501.14 2.990 1.996 23.297 10.429 3500.98 28.150 1.996 23.297 10.429 3500.98 NODE 8005.00 ------------------------------------------------------------------------------ : HGL = < 43.035>;EGL= < 51.815>;FLOWLINE= < 41.140> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 8005.00 FLOWLINE ELEVATION = 41.14 ASSUMED UPSTREAM CONTROL HGL = 43.14 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS Is Page 5 .ECRWEST * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1423 Analysis prepared by: mai n ************************** DESCRIPTION OF STUDY * HYDRAULIC CALCULATIONS FOR 18" PIPE WEST OF ECR * * 100 YEAR FLOW FOR ULTIMATE CONDITIONS * * REVISED BY HL * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FILE NAME: ECRWEST.DAT TIME/DATE OF STUDY: 16:30 12/16/2013 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "k" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ . NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 8003.00- 1..32*Dc 121.23 1.02 110.01 } FRICTION } HYDRAULIC JUMP 9004.00- 1.19 113.65 0.75* 125.26 } JUNCTION 9004.10- 1.02*Dc 110.01 1.02*Dc 110.01 } FRICTION 9002.00- 1.15* 112.23 1.02 DC 110.01 } JUNCTION 9002.10- 1.26* 104.08 0.96 DC 93.55 } FRICTION } HYDRAULIC JUMP 9001.00- 1.16 98.68 0.70* 107.15 } JUNCTION 9001.10- 0.96*Dc 93.55 0.96*Dc 93.55 } FRICTION } HYDRAULIC JUMP 9000.00- 1.04 94.51 0.50* 151.40 } JUNCTION 9000.10- 0.96 DC 93.55 0.49* 154.83 } FRICTION 8002.30- 0.96 Dc 93.55 0.68* 109.68 } JUNCTION 8002.31- 1.16 90.69 0.54* 117.39 } FRICTION 8002.10- 0.92*Dc 83.68 0.92*Dc 83.68 MAXIMUM NUMBER OF ------------------------------------------------------------------------------ ENERGY BALANCES USED IN EACH PROFILE = 25 - NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * . DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 8003.00 FLOWLINE ELEVATION = 40.69 PIPE FLOW = 13.50 CFS PIPE DIAMETER = 24.00 INCHES Page 1 S ASSUMED DOWNSTREAM CONTROL HGL ECRWEST = 41.810 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 1.12 FT.) IS LESS THAN CRITICAL DEPTH( 1.32 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 8003.00 : ------------------------------------------------------------------------------ HGL = < 42.013>;EGL= < 42.595>;FLOWLINE= < 40.690> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 402.00 TO NODE 9004.00 IS CODE = 1 UPSTREAM NODE 9004.00 ELEVATION = 41.28 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION ------------------------------------------------------------------------------ LOSSES(LACFCD): PIPE FLOW = 7.00 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 117.44 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ------------------------------------------------------------------------------ ANALYSIS RESULTS NORMAL DEPTH(FT) = 1.16 ------------------------------------------------------------------------------ CRITICAL DEPTH(FT) = 1.02 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.75 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.748 7.945 1.729 125.26 1.995 0.759 7.799 1.704 123.88 3.966 0.770 7.657 1.681 122.59 5.913 0.781 7.521 1.660 121.37 . 7.833 0.792 7.390 1.641 120.24 9.725 0.803 7.263 1.623 119.18 11.586 0.814 7.140 1.607 118.18 13.413 0.825 7.022 1.592 117.26 15.206 0.836 6.908 1.578 116.41 16.959 0.848 6.798 1.565 115.61 18.671 0.859 6.691 1.554 114.88 20.337 0.870 6.588 1.544 114.21 21.954 0.881 6.488 1.535 113.59 23.516 0.892 6.392 1.526 113.03 25.019 0.903 6.298 1.519 112.52 26.456 0.914 6.208 1.513 112.07 27.822 0.925 6.120 1.507 111.66 29.107 0.936 6.035 1.502 111.30 30.303 0.947 5.953 1.498 110.99 31.400 0.958 5.873 1.494 110.72 32.384 0.969 5.796 1.491 110.50 33.241 0.980 5.721 1.489 110.32 33.954 0.991 5.648 1.487 110.19 34.499 1.002 5.578 1.486 110.09 34.852 1.013 5.510 1.485 110.03 34.978 1.024 5.443 1.485 110.01 117.440 1.024 5.443 1.485 110.01 HYDRAULIC JUMP: ------------------------------------------------------------------------------ UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.32 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH ------------------------------------------------------------------------------ VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.323 4.242 1.602 121.23 Page 2 4.337 S 1.316 ECRWEST 4.259 1.598 120.77 8.713 1.309 4.276 1.593 120.33 13.138 1.303 4.294 1.589 119.88 17.618 1.296 4.312 1.585 119.45 22.165 1.289 4.330 1.581 119.03 26.788 1.283 4.349 1.576 118.61 31.500 1.276 4.368 1.572 118.21 36.314 1.269 4.388 1.568 117.81 41.248 1.263 4.408 1.564 117.42 46.319 1.256 4.429 1.561 117.04 51.550 1.249 4.450 1.557 116.67 56.970 1.243 4.471 1.553 116.30 62.612 1.236 4.493 1.550 115.95 68.519 1.229 4.515 1.546 115.60 74.745 1.223 4.537 1.542 115.27 81.362 1.216 4.561 1.539 114.94 88.467 1.209 4.584 1.536 114.62 96.195 1.203 4.608 1.532 114.31 104.743 1.196 4.632 1.529 114.01 114.419 1.189 4.657 1.526 113.73 117.440 1.187 4.664 1.525 113.65 ------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------ PRESSURE+MOMENTUM BALANCE OCCURS AT 97.27 FEET UPSTREAM OF NODE 402.00 DOWNSTREAM DEPTH = 1.202 FEET, UPSTREAM CONJUGATE DEPTH = 0.868 FEET NODE 9004.00 : HGL = < ------------------------------------------------------------------------------ 42.028>;EGL= < 43.009>;FLOWLINE= < 41.280> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 9004.00 TO NODE 9004.10 IS CODE = 5 UPSTREAM NODE 9004.10 ELEVATION = 41.61 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFs) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 7.00 18.00 0.00 41.61 1.02 5.445 DOWNSTREAM 7.00 18.00 - 41.28 1.02 4.666 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2_Q1*V1*COS(DELTA1) Q3*V3*COS(DELTA3)_ Q4*V4*COS(DELTA4))/((A1+A2)*16 1)+FRIcTIoN LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00677 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00475 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00576 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.023 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+Hv1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.289)+( 0.000) = 0.289 NODE 9004.10 : HGL = < 42.634>;EGL= < 43.095>;FLOWLINE= < 41.610> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 9004.10 TO NODE 9002.00 IS CODE = 1 UPSTREAM NODE 9002.00 ELEVATION = 42.28 (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 7.00 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 133.22 FEET MANNING'S N = 0.01300 . NORMAL DEPTH(FT) = 1.16 CRITICAL DEPTH(FT) = 1.02 Page 3 . ECRWEST DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.02 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH ------------------------------------------------------------------------------ VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.024 5.443 1.485 110.01 0.031 1.029 5.413 1.485 110.02 0.128 1.035 5.382 1.485 110.03 0.297 1.040 5.352 1.485 110.05 0.545 1.045 5.323 1.485 110.08 0.880 1.050 5.294 1.486 110.12 1.312 1.056 5.265 1.486 110.16 1.850 1.061 5.237 1.487 110.21 2.509 1.066 5.209 1.488 110.27 3.302 1.071 5.182 1.489 110.34 4.248 1.077 5.155 1.489 110.42 5.369 1.082 5.128 1.490 110.50 6.691 1.087 5.102 1.492 110.59 8.246 1.092 5.076 1.493 110.69 10.077 1.098 5.050 1.494 110.80 12.236 1.103 5.025 1.495 110.91 14.795 1.108 5.000 1.497 111.03 17.848 1.113 4.975 1.498 111.15 21.529 1.119 4.951 1.500 111.29 26.035 1.124 4.927 1.501 111.43 31.669 1.129 4.904 1.503 111.57 38.941 1.134 4.881 1.504 111.73 48.805 1.140 4.858 1.506 111.89 63.408 . 1.145 4.835 1.508 112.06 89.636 1.150 4.813 1.510 112.23 133.220 1.150 4.813 1.510 112.23 NODE 9002.00 : HGL = < 43.430>;EGL= < 43.790>;FLOWLINE= < 42.280> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 9002.00 TO NODE 9002.10 IS CODE = 5 UPSTREAM NODE ------------------------------------------------------------------------------ 9002.10 ELEVATION = 42.48 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 6.20 18.00 0.00 42.48 0.96 3.924 DOWNSTREAM 7.00 18.00 - 42.28 1.02 4.814 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.80===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2_Q1*V1*COS(DELTA1) _Q3*V3*COS(DELTA3)_ Q4*V4*COS(DELTA4))/((A1+A2)*16 1)+FRICTI0N LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00336 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00508 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00422 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.017 FEET ENTRANCE LOSSES = 0.072 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.113)+( 0.072) = 0.185 NODE 9002.10 : HGL = < 43.736>;EGL= < 43.975>;FLOWLINE= < 42.480> FLOW PROCESS FROM NODE 9002.10 TO NODE 9001.00 IS CODE = 1 Page 4 ECRWEST .UPSTREAM NODE 9001.00 ELEVATION = 42.68 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION ------------------------------------------------------------------------------ LOSSES(LACFCD): PIPE FLOW = 6.20 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 39.65 FEET MANNING'S N = 0.01300 -- HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS -- NORMAL DEPTH(FT) = 1.04 CRITICAL DEPTH(FT) = 0.96 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.70 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH ------------------------------------------------------------------------------ VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.699 7.679 1.615 107.15 1.977 0.710 7.532 1.591 105.92 3.936 0.720 7.390 1.569 104.76 5.876 0.731 7.254 1.548 103.68 7.796 0.741 7.122 1.529 102.66 9.693 0.752 6.995 1.512 101.71 11.567 0.762 6.873 1.496 100.83 13.415 0.773 6.754 1.482 100.01 15.234 0.783 6.640 1.468 99.24 17.022 0.794 6.530 1.456 98.53 18.777 0.804 6.423 1.445 97.88 20.494 0.815 6.320 1.435 97.28 22.171 0.825 6.220 1.427 96.73 23.802 0.836 6.124 1.419 96.23 . 25.382 26.907 0.846 0.857 6.031 5.940 1.411 1.405 95.78 95.37 28.368 0.867 5.853 1.400 95.01 29.757 0.878 5.768 1.395 94.69 31.066 0.889 5.686 1.391 9441 32.281 0.899 5.606 1.387 94.18 33.388 0.910 5.529 1.384 93.98 34.369 0.920 5.454 1.382 93.82 35.201 0.931 5.381 1.381 93.70 35.854 0.941 5.310 1.379 93.61 36.287 0.952 5.242 1.379 93.56 36.447 0.962 5.176 1.378 93.55 39.650 0.962 5.176 1.378 93.55 HYDRAULIC JUMP: ------------------------------------------------------------------------------ UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.26 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH ------------------------------------------------------------------------------ VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.256 3.923 1.495 104.08 3.352 1.247 3.947 1.489 103.53 6.726 1.239 3.971 1.484 102.99 10.128 1.230 3.996 1.478 102.47 13.562 1.222 4.021 1.473 101.96 17.031 1.213 4.047 1.468 101.46 20.543 1.205 4.074 1.463 100.97 24.103 1.196 4.101 1.458 100.50 27.718 1.188 4.129 1.453 100.04 31.398 . 1.180 4.158 1.448 99.60 35.151 1.171 4.187 1.443 99.16 Page 5 . ECRWEST 38.990 1.163 4.217 1.439 98.75 39.650 1.161 4.222 1.438 98.68 ------------------------- END OF HYDRAULIC JUMP ANALYSIS------------------------ I PRESSURE+MOMENTUM BALANCE OCCURS AT 26.63 FEET UPSTREAM OF NODE 9002.10 I I DOWNSTREAM DEPTH = 1.191 FEET, UPSTREAM CONJUGATE DEPTH = 0.770 FEET I ------------------------------------------------------------------------------ NODE 9001.00 : HGL = < 43.379>;EGL= < 44.295>;FLOWLINE= < 42.680> FLOW PROCESS FROM NODE 9001.00 TO NODE 9001.10 IS CODE = 5 UPSTREAM NODE 9001.10 ELEVATION = 43.00 (FLOW IS AT CRITICAL DEPTH) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (Fr/SEC) UPSTREAM 6.20 18.00 0.00 43.00 0.96 5.177 DOWNSTREAM 6.20 18.00 - 42.68 0.96 4.224 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== P-.~ LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2_Q1*V1*COS(DELTA1) _Q3*V3*COS(DELTA3)_ Q4*V4*COS(DELTA4))/((A1+A2)*16 1)+FRICTI0N LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00632 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00390 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00511 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.020 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.260)+( 0.000) = 0.260 NODE 9001.10 : HGL = < 43.962>;EGL= < 44.378>;FLOWLINE= < 43.000> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 9001.10 TO NODE 9000.00 IS CODE = 1 UPSTREAM NODE 9000.00 ELEVATION = 43.76 (HYDRAULIC JUMP OCCURS) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 6.20 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 152.15 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------ HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 1.05 CRITICAL DEPTH(FT) = 0.96 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.50 - GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: SPECIFIC PRESSURE+ ENERGY(FT) MOMENTUM(POUNDS) 2.753 151.40 2.558 144.97 2.390 139.18 2.246 133.94 2.121 129.21 2.013 124.93 1.919 121.07 1.838 117.57 1.767 114.41 1.706 111.56 1.652 108.99 DISTANCE FROM FLOW DEPTH VELOCITY CONTROL(FT) (FT) (FT/SEC) 0.000 0.499 12.045 3.763 0.518 11.459 7.514 0.536 10.924 11.252 0.555 10.432 14.972 0.573 9.980 18.672 0.592 9.563 22.348 0.610 9.178 25.997 0.629 8.821 29.613 0.647 8.489 33.194 0.666 8.180 36.733 0.684 7.892 Page 6 40.226 . 0.703 ECRWEST 7.623 1.606 106.68 43.665 0.721 7.372 1.566 104.61 47.043 0.740 7.136 1.531 102.77 50.352 0.759 6.915 1.501 101.13 53.580 0.777 6.707 1.476 99.69 56.715 0.796 6.512 1.454 98.42 59.740 0.814 6.328 1.436 97.32 62.637 0.833 6.154 1.421 96.38 65.380 0.851 5.990 1.409 95.59 67.937 0.870 5.835 1.399 94.94 70.263 0.888 5.688 1.391 94.42 72.300 0.907 5.550 1.385 94.03 73.962 0.925 5.418 1.381 93.76 75.121 0.944 5.294 1.379 93.60 75.573 0.962 5.176 1.378 93.55 152.150 0.962 5.176 1.378 93.55 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.96 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.962 5.176 1.378 93.55 0.018 0.966 5.154 1.378 93.55 0.075 0.969 5.133 1.378 93.55 0.174 0.972 5.112 1.379 93.56 0.319 0.976 5.092 1.379 93.57 0.515 . 0.979 5.071 1.379 93.59 0.767 0.983 5.051 1.379 93.61 1.081 0.986 5.031 1.380 93.63 1.464 0.990 5.011 1.380 93.66 1.925 0.993 4.992 1.380 93.69 2.474 0.997 4.972 1.381 93.72 3.123 1.000 4.953 1.381 93.75 3.887 1.003 4.934 1.382 93.79 4.784 1.007 4.915 1.382 93.83 5.839 1.010 4.896 1.383 93.88 7.081 1.014 4.877 1.383 93.93 8.549 1.017 4.859 1.384 93.98 10.298 1.021 4.841 1.385 94.03 12.403 1.024 4.823 1.385 94.09 14.975 1.027 4.805 1.386 94.15 18.183 1.031 4.787 1.387 94.21 22.315 1.034 4.770 1.388 94.28 27.909 1.038 4.752 1.389 94.35 36.171 1.041 4.735 1.389 94.42 50.976 1.045 4.718 1.390 94.50 152.150 1.045 4.716 1.390 94.51 ------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------ PRESSURE+MOMENTUM BALANCE OCCURS AT 82.24 FEET UPSTREAM OF NODE 9001.10 DOWNSTREAM DEPTH = 1.045 FEET, UPSTREAM CONJUGATE DEPTH = 0.885 FEET NODE 9000.00 : HGL ------------------------------------------------------------------------------ = < 44.259>;EGL= < 46.513>;FLOWLINE= < 43.760> FLOW PROCESS FROM NODE 9000.00 TO NODE 9000.10 IS CODE = 5 UPSTREAM NODE 9000.10 ELEVATION = 44.09 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ . CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY Page 7 . (CFS) (INCHES) ECRWEST (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 6.20 18.00 0.00 44.09 0.96 12.358 DOWNSTREAM 6.20 18.00 - 43.76 0.96 12.049 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2_Q1*V1*COS(DELTA1) _Q3*V3*COS(DELTA3)_ Q4*V4*C05(DELTA4))/((A1+A2)*16 1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.06541 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.06097 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.06319 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.253 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.438)+( 0.000) = 0.438 NODE 9000.10 : HGL = < 44.580>;EGL= < 46.952>;FLOWLINE= < 44.090> FLOW PROCESS FROM NODE 9000.10 TO NODE 8002.30 IS CODE = 1 UPSTREAM NODE 8002.30 ELEVATION = 56.14 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 6.20 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 174.62 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.48 ------------------------------------------------------------------------------ CRITICAL DEPTH(FT) = 0.96 S UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.68 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH ------------------------------------------------------------------------------ VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.679 7.970 1.666 109.68 0.461 0.671 8.092 1.689 110.76 0.958 0.664 8.218 1.713 111.90 1.496 0.656 8.347 1.738 113.08 2.079 0.648 8.480 1.765 114.32 2.711 0.640 8.617 1.794 115.62 3.398 0.632 8.759 1.824 116.97 4.147 0.624 8.905 1.856 118.38 4.964 0.617 9.055 1.891 119.86 5.859 0.609 9.211 1.927 121.39 6.843 0.601 9.371 1.965 123.00 7.927 0.593 9.537 2.006 124.67 9.129 0.585 9.709 2.050 126.42 10.467 0.577 9.886 2.096 128.24 11.965 0.570 10.070 2.145 130.14 13.656 0.562 10.260 2.197 132.13 15.582 0.554 10.457 2.253 134.20 17.798 0.546 10.661 2.312 136.36 20.385 0.538 10.872 2.375 138.62 23.458 0.530 11.091 2.442 140.98 27.197 0.522 11.318 2.513 143.44 31.904 0.515 11.554 2.589 146.01 38.146 0.507 11.799 2.670 148.70 47.195 0.499 12.054 2.757 151.50 63.131 0.491 12.319 2.849 154.44 .174.620 0.490 12.354 2.862 154.83 ------------------------------------------------------------------------------ Page 8 . ECRWEST NODE 8002.30 : HGL = < 56.819>;EGL= < 57.806>;FLOWLINE= < 56.140> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 8002.30 TO NODE 8002.31 IS CODE = 5 UPSTREAM NODE 8002.31 ELEVATION = 56.47 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 5.70 18.00 0.00 56.47 0.92 9.894 DOWNSTREAM 6.20 18.00 - 56.14 0.96 7.973 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.50===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2_Q1*V1*COS(DELTA1)_Q3*V3*COS(DELTA3)_ Q4*V4*COS(DELTA4))/((A1+A2)*16 1)+FRIcrIoN LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03769 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01964 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02867 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.115 FEET ENTRANCE LOSSES = 0.197 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTR.ANCE LOSSES) JUNCTION LOSSES = ( 0.529)+( 0.197) = 0.726 NODE 8002.31 : HGL = < 57.012>;EGL= < 58.532>;FLOWLINE= < 56.470> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 8002.31 TO NODE 8002.10 IS CODE = 1 . UPSTREAM NODE 8002.10 ELEVATION = 58.65 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 5.70 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 51.50 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.53 ------------------------------------------------------------------------------ CRITICAL DEPTH(FT) = 0.92 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.92 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH ------------------------------------------------------------------------------ VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.921 5.007 1.311 83.68 0.015 0.905 5.111 1.311 83.71 0.062 0.889 5.220 1.313 83.83 0.144 0.874 5.334 1.316 84.02 0.265 0.858 5.454 1.320 84.30 0.430 0.842 5.579 1.326 84.67 0.645 0.826 5.711 1.333 85.13 0.915 0.810 5.850 1.342 85.69 1.249 0.795 5.995 1.353 86.35 1.655 0.779 6.149 1.366 87.11 2.144 0.763 6.310 1.382 88.00 2.728 0.747 6.480 1.400 89.00 3.425 0.731 6.660 1.420 90.12 4.253 0.716 6.849 1.444 91.39 5.238 0.700 7.050 1.472 92.80 6.414 0.684 7.262 1.503 94.36 7.822 . 0.668 7.488 1.539 96.08 9.522 0.652 7.727 1.580 97.99 11.596 0.637 7.981 1.626 100.08 Page 9 . 14.165 0.621 ECRWEST 8.251 1.679 102.37 17.417 0.605 8.540 1.738 104.89 21.668 0.589 8.847 1.805 107.64 27.507 0.573 9.177 1.882 110.66 36.266 0.557 9.529 1.968 113.95 51.500 0.542 9.890 2.062 117.39 NODE 8002.10 : HGL = < 59.571>;EGL= ------------------------------------------------------------------------------ < 59.961>;FLOwLINE= < 58.650> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 8002.10 FLOWLINE ELEVATION = 58.65 ASSUMED UPSTREAM CONTROL HGL = 59.57 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS Page 10 . C114 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1423 Analysis prepared by: mai n ************************** DESCRIPTION OF STUDY * HYDRAULIC CALCULATION FOR STORM DRAIN LATERAL AND CI # 14 * * EL CAMINO REAL STA 485+75.37 * * 100 YEAR STORM ULTIMATE CONDITIONS REVISED BY HL * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FILE NAME: C114.DAT TIME/DATE OF STUDY: 12:16 01/09/2014 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) . 9002.00- 0.95* 31.54 0.34 DC 6.94 } FRICTION 9003.00- 0.93* 30.25 0.34 Dc 6.94 ------------------------------------------------------------------------------ MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 ------------------------------------------------------------------------------ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 9002.00 FLOWLINE ELEVATION = 42.48 PIPE FLOW = 0.82 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 43.430 FEET ------------------------------------------------------------------------------ NODE 9002.00 : HGL = < 43.430>;EGL= < 43.438>;FLOwLINE= < 42.480> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 9002.00 TO NODE 9003.00 IS CODE = 1 UPSTREAM NODE 9003.00 ELEVATION = 42.50 (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 0.82 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 18.88 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.50 CRITICAL DEPTH(FT) = 0.34 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.95 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: . DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) Page 1 CI 14 . 0.000 0.950 0.695 0.957 31.54 18.754 0.932 0.710 0.940 30.26 18.880 0.932 0.711 0.940 30.25 NODE 9003.00 : HGL = < 43.432>;EGL= < 43.440>;FLOwLINE= < 42.500> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 9003.00 FLOWLINE ELEVATION = 42.50 ASSUMED UPSTREAM CONTROL HGL = 42.84 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS Page 2 102 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) copyright 1982-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1423 Analysis prepared by: mai n ************************** DESCRIPTION OF STUDY * HYDRAULIC CALCULATION FOR STORM DRAIN FROM STA 489+52.01 AND C.I. #15 * * 100 YEAR STORM DRAIN ULTIMATE CONDITION * * REVISED BY HL 11/26/2013 * FILE NAME: 102.DAT TIME/DATE OF STUDY: 15:39 12/16/2013 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) . 8002.20- 1.02* 36.32 0.17 6.31 } FRICTION 8006.00- 0.53* 8.76 0.28 Dc 4.48 ------------------------------------------------------------------------------ MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 ------------------------------------------------------------------------------ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 8002.20 FLOWLINE ELEVATION = 55.99 PIPE FLOW = 0.58 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 57.010 FEET ------------------------------------------------------------------------------ NODE 8002.20 : HGL = < 57.010>;EGL= < 57.013>;FLOWLINE= < 55.990> FLOW PROCESS FROM NODE 8002.20 TO NODE 8006.00 IS CODE = 1 UPSTREAM NODE 8006.00 ELEVATION = 56.47 (FLOW IS SUBCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 0.58 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 9.68 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.16 CRITICAL DEPTH(FT) = 0.28 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.02 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: . DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/sEc) ENERGY(FT) MOMENTUM(POUNDS) Page 1 102 0.000 . 1.020 0.453 1.023 36.32 0.591 0.990 0.468 0.994 34.02 1.182 0.961 0.485 0.965 31.80 1.772 0.931 0.503 0.935 29.65 2.362 0.902 0.522 0.906 27.59 2.951 0.872 0.544 0.877 25.61 3.539 0.843 0.567 0.848 23.71 4.126 0.813 0.593 0.819 21.90 4.711 0.784 0.621 0.790 20.17 5.296 0.754 0.651 0.761 18.53 5.878 0.725 0.685 0.732 16.97 6.458 0.695 0.723 0.704 15.49 7.036 0.666 0.765 0.675 14.10 7.610 0.636 0.812 0.647 12.80 8.180 0.607 0.865 0.618 11.59 8.745 0.577 0.925 0.591 10.46 9.303 0.548 0.993 0.563 9.42 9.680 0.528 1.045 0.545 8.76 NODE 8006.00 : HGL = < 56.998>;EGL= ------------------------------------------------------------------------------ < 57.015>;FLOWLINE= < 56.470> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 8006.00 FLOWLINE ELEVATION = 56.47 ASSUMED UPSTREAM CONTROL HGL = 56.75 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS Page 2 . 101 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1423 Analysis prepared by: main ********************* DESCRIPTION OF STUDY * HYDRAULIC CALCULATION FOR STORM DRAIN FROM STA 490+06 AND C.I. #16 * 100 YEAR STORM DRAIN ULTIMATE CONDITION * REVISED BY HL 11/27/2012 FILE NAME: 101.DAT TIME/DATE OF STUDY: 15:41 12/16/2013 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) . 8002.00- 0.91 Dc 81.74 0.68* 92.38 } FRICTION 8002.10- 0.91*Dc 81.74 0.91*Dc 81.74 -- MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 8002.00 FLOWLINE ELEVATION = 58.72 PIPE FLOW = 5.60 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 59.600 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 0.88 FT.) IS LESS THAN CRITICAL DEPTH( 0.91 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ NODE 8002.00 : HGL = < 59.396>;EGL= < 60.212>;FLOWLINE= < 58.720> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 8002.00 TO NODE 8002.10 IS CODE = 1 UPSTREAM NODE 8002.10 ELEVATION = 58.98 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 5.60 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 5.26 FEET MANNING1 S N = 0.01300 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.50 CRITICAL DEPTH(FT) = 0.91 . IUPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 0.91 Page 1 101 GRADUALLY VARIED FLOW PROFILE . COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.913 4.974 1.297 81.74 0.014 0.896 5.083 1.298 81.78 0.057 0.880 5.198 1.299 81.91 0.132 0.863 5.318 1.303 82.12 0.244 0.847 5.445 1.307 82.42 0.397 0.830 5.579 1.314 82.83 0.595 0.814 5.719 1.322 83.33 0.846 0.797 5.867 1.332 83.94 1.155 0.781 6.023 1.344 84.66 1.532 0.764 6.188 1.359 85.51 1.987 0.748 6.362 1.376 86.48 2.532 0.731 6.546 1.397 87.58 3.182 0.715 6.741 1.421 88.83 3.958 0.698 6.948 1.448 90.23 4.882 0.682 7.167 1.480 91.80 5.260 0.676 7.245 1.492 92.38 NODE 8002.10 ------------------------------------------------------------------------------ : HGL = < 59.893>;EGL= < 60.277>;FLOWLINE= < 58.980> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 8002.10 FLOWLINE ELEVATION = 58.98 ASSUMED UPSTREAM CONTROL HGL = 59.89 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS Page 2 11 . A1O * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1423 Analysis prepared by: main ************************** DESCRIPTION OF STUDY * HYDRAULIC CALCULATIONS FOR 100 YEAR ULTIMATE CONDITONS FOR * EXISTING 36" STORM DRAIN NEAR STATION 486+36 EL CAMINO REAL * JN 101307 REVISED BY HL 12/18/13 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FILE NAME: A10.DAT TIME/DATE OF STUDY: 14:16 12/19/2013 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) . 5050.00- 1.54 DC 425.04 1.47* 426.22 } FRICTION 5042.00- 1.54*Dc 425.04 1.54*Dc 425.04 } JUNCTION 5042.10- 2.34* 490.94 1.04 337.40 } FRICTION } HYDRAULIC JUMP 5040.00- 1.35*DC 306.21 1.35*Dc 306.21 ------------------------------------------------------------------------------ MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 ------------------------------------------------------------------------------ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 5050.00 FLOWLINE ELEVATION = 43.78 PIPE FLOW = 22.80 CFS PIPE DIAMETER = 36.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 43.780 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 0.00 FT.) IS LESS THAN CRITICAL DEPTH( 1.54 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS ------------------------------------------------------------------------------ NODE 5050.00 : HGL = < 45.253>;EGL= < 45.930>;FLOWLINE= < 43.780> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 5050.00 TO NODE 5042.00 IS CODE = 1 UPSTREAM NODE 5042.00 ELEVATION = 44.46 (FLOW IS SUPERCRITICAL) - CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 22.80 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 136.14 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------ Page 1 A1O NORMAL DEPTH(FT) S = 1.47 CRITICAL DEPTH(FT) = 1.54 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.54 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH ------------------------------------------------------------------------------ VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.537 6.254 2.144 425.04 0.013 1.534 6.267 2.144 425.05 0.053 1.532 6.281 2.145 425.05 0.122 1.529 6.294 2.145 425.06 0.224 1.526 6.308 2.145 425.07 0.361 1.524 6.322 2.145 425.09 0.538 1.521 6.336 2.145 425.11 0.757 1.518 6.350 2.145 425.14 1.025 1.516 6.364 2.145 425.17 1.347 1.513 6.378 2.145 425.20 1.730 1.511 6.392 2.145 425.24 2.183 1.508 6.406 2.146 425.28 2.716 1.505 6.420 2.146 425.33 3.341 1.503 6.435 2.146 425.38 4.076 1.500 6.449 2.146 425.43 4.940 1.497 6.463 2.146 425.49 5.961 1.495 6.478 2.147 425.55 7.177 1.492 6.493 2.147 425.62 8.638 1.489 6.507 2.147 425.69 10.422 1.487 6.522 2.148 425.77 12.647 1.484 6.537 2.148 425.85 15.510 . 1.482 6.551 2.148 425.93 19.382 1.479 6.566 2.149 426.02 25.097 1.476 6.581 2.149 426.11 35.330 1.474 6.596 2.150 426.21 136.140 1.473 6.599 2.150 426.22 NODE 5042.00 : ------------------------------------------------------------------------------ HGL = < 45.997>;EGL= < 46.604>;FLOWLINE= < 44.460> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 5042.00 TO NODE 5042.10 IS CODE = 5 UPSTREAM NODE 5042.10 ------------------------------------------------------------------------------ ELEVATION = 44.79 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 17.70 36.00 90.00 44.79 1.35 2.998 DOWNSTREAM 22.80 36.00 - 44.46 1.54 6.256 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 5.10===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2_Q1*V1*COS(DELTA1)_Q3*V3*COS(DELTA3)_ Q4*V4*COS(DELTA4))/((A1+A2)*16 1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00078 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00431 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00254 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.010 FEET ENTRANCE LOSSES = 0.122 FEET JUNCTION LOSSES = (DY+Hv1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.539)+( 0.122) = 0.660 5 NODE 5042.10 : HGL = < 47.125>;EGL= < 47.265>;FLOWLINE= < 44.790> Page 2 A1O * * * * * * * * * * * * * * * * * * S * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 5042.10 TO NODE 5040.00 IS CODE = 1 UPSTREAM NODE 5040.00 ELEVATION = 46.40 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION ------------------------------------------------------------------------------ LOSSES(LACFCD): PIPE FLOW = 17.70 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 146.11 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: ------------------------------------------------------------------------------ DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 1.03 ------------------------------------------------------------------------------ CRITICAL DEPTH(FT) = 1.35 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.35 -- GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH ------------------------------------------------------------------------------ VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (Fr) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.346 5.757 1.861 306.21 0.034 1.333 5.829 1.861 306.26 0.141 1.321 5.903 1.862 306.39 0.327 1.308 5.978 1.863 306.62 0.600 1.295 6.055 1.865 306.94 0.970 1.283 6.135 1.867 307.36 1.446 1.270 6.216 1.870 307.87 2.040 1.257 6.299 1.874 308.49 2.768 1.244 6.385 1.878 309.21 3.644 1.232 6.472 1.883 310.03 4.691 1.219 6.562 1.888 310.97 5.931 1.206 6.655 1.894 312.01 7.394 S 9.116 1.194 6.750 1.901 313.17 1.181 6.847 1.909 314.45 11.145 1.168 6.947 1.918 315.85 13.539 1.155 7.050 1.928 317.37 16.377 1.143 7.156 1.938 319.02 19.765 1.130 7.264 1.950 320.80 23.852 1.117 7.376 1.963 322.72 28.855 1.105 7.491 1.977 324.78 35.113 1.092 7.609 1.992 326.98 43.191 1.079 7.731 2.008 329.33 54.152 1.067 7.857 2.026 331.84 70.381 1.054 7.986 2.045 334.50 99.531 1.041 8.119 2.065 337.33 146.110 1.041 8.123 2.066 337.40 HYDRAULIC JUMP: ------------------------------------------------------------------------------ UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.34 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH ------------------------------------------------------------------------------ VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 2.335 2.997 2.475 490.94 3.396 2.296 3.049 2.440 478.25 6.767 2.256 3.103 2.406 465.92 10.112 2.216 3.160 2.372 453.94 13.428 2.177 3.221 2.338 442.32 16.712 2.137 3.285 2.305 431.08 19.962 2.098 3.352 2.272 420.22 26.346 S 23.175 2.058 2.019 3.423 3.498 2.240 2.209 409.77 399.71 29.472 1.979 3.577 2.178 390.08 Page 3 A1O 32.548 . 1.939 3.661 2.148 380.88 35.568 1.900 3.749 2.118 372.12 38.524 1.860 3.842 2.090 363.82 41.410 1.821 3.941 2.062 355.99 44.217 1.781 4.046 2.036 348.64 46.933 1.742 4.157 2.010 341.81 49.546 1.702 4.275 1.986 335.49 52.040 1.663 4.400 1.963 329.71 54.398 1.623 4.534 1.942 324.50 56.596 1.583 4.675 1.923 319.88 58.607 1.544 4.827 1.906 315.87 60.395 1.504 4.988 1.891 312.51 61.918 1.465 5.161 1.879 309.82 63.116 1.425 5.346 1.869 307.85 63.915 1.386 5.544 1.863 306.63 64.210 1.346 5.757 1.861 306.21 146.110 1.346 5.757 1.861 306.21 ------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------ PRESSURE+MOMENTUM BALANCE OCCURS AT 48.88 FEET UPSTREAM OF NODE 5042.10 DOWNSTREAM DEPTH = 1.712 FEET, UPSTREAM CONJUGATE DEPTH = 1.042 FEET NODE 5040.00 ------------------------------------------------------------------------------ : HGL = < 47.746>;EGL= < 48.261>;FLOWLINE= < 46.400> * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 5040.00 FLOWLINE ELEVATION = 46.40 ASSUMED UPSTREAM CONTROL HGL = 47.75 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS Page 4 Capacity for 18" Storm Drain 8 0.50% Inside Diameter 18.00 in.) * * * * * * * AA A A A AAA A A A A A A A A A A A A A A * Water * I * * * * ( 16.88 in.) 1.407 ft.) * * Circular Channel Section ------------------------ Flowrate ..................7.990 CFS Velocity ..................4.641 fps Pipe Diameter .............18.000 inches Depth of Flow .............16.884 inches Depth of Flow .............1.407 feet Critical Depth ............1.097 feet Depth/Diameter (D/d) 0.938 Slope of Pipe .............0.500 % X-Sectional Area 1.722 sq. ft. Wetted Perimeter 3.957 feet A(2/3)0.989 Mannings 'n' .............. 0.013 Min. Fric. Slope, 18 inch Pipe Flowing Full 0.579 % 0 Capacity for 18" Storm Drain @ 1.0% Inside Diameter 18.00 in.) * * * * * * * * Water * * * I * * ( 16.88 in.) 1.407 ft.) * * I * * I * V Circular Channel Section ------------------------ Flowrate ..................11.300 CFS Velocity ..................6.563 fps Pipe Diameter .............18.000 inches Depth of Flow .............16.884 inches Depth of Flow .............1.407 feet Critical Depth ............1.282 feet Depth/Diameter (D/d) 0.938 Slope of Pipe .............1.000 % X-Sectional Area 1.722 sq. ft. Wetted Perimeter 3.957 feet AR" (2/3) ..................0.989 Nannings n' ..............0.013 Min. Fric. Slope, 18 inch Pipe Flowing Full 1.157 % 1] Capacity for 18" Storm Drain @ 2.0% Inside Diameter 18.00 in.) * * * * * * * * Water * I * * I * * ( 16.88 in.) 1.407 ft.) * * I * * * V Circular Channel Section ------------------------ Flowrate ...................15.980 CFS Velocity ..................9.282 fps Pipe Diameter .............18.000 inches Depth of Flow .............16.884 inches Depth of Flow .............1.407 feet Critical Depth ............1.427 feet Depth/Diameter (Did) 0.938 Slope of Pipe .............2.000 % X-Sectional Area 1.722 sq. ft. Wetted Perimeter 3.957 feet AR"(2/3) ..................0.989 Mannings 'n' ..............0.013 Mm. Fric. Slope, 18 inch Pipe Flowing Full 2.314 % D-75 A114P 0 FOR EL C14AIINO REAL WIDENING 10 NUMBER Q100 SLOPE (%) TYPE 1 0.7 1.6 B 2 1.5 1.84 B 3 0.6 2.11 C 4 3 2.59 C 5 0.8 4.2 C 6 0.5 4.63 C 7 2.3 3.79 C SZE MUM FUR CALL Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 byAutodesk, Inc. Friday, Jan 102014 CAPACITY FOR D-75 TYPE B TERRACE DRAIN # I Circular Highlighted Diameter (if) = 2.00 Depth (if) = 0.22 Q (cfs) = 0.700 Area (sqft) = 0.19 Invert Elev (if) = 100.00 Velocity (ftls) = 3.66 Slope (%) = 1.60 Wetted Perim (if) = 1.36 N-Value = 0.013 Crit Depth, Yc (if) = 0.29 Top Width (if) = 1.26 Calculations EGL (if) = 0.43 Compute by: Known Q Known Q (cfs) = 0.70 Elev (if) Section Depth (if) [1 103.00 1.00 102.50 2.50 102.00 2.00 101.50 1.50 101.00 1.00 100.50 0.50 100.00 99.50 I 2 Reach (if) 3 -0.50 4 Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D11 2012 by Autodesk, Inc. Friday, Jan 10 2014 CAPACITY FOR D-75 TYPE B TERRACE DRAIN #2 Circular Highlighted Diameter (ft) = 2.00 Depth (ft) = 0.30 Q(cfs) = 1.500 Area (sqft) = 0.30 Invert Elev (ft) = 100.00 Velocity (ftls) = 5.00 Slope (%) = 1.84 Wetted Perim (ft) = 1.60 N-Value = 0.013 Crit Depth, Yc (ft) = 0.43 Top Width (ft) = 1.43 Calculations EGL (ft) = 0.69 Compute by: Known Q Known Q(cfs) = 1.50 Elev Depth (ft) Section 103.00 - 3.00 102.50 - _______________ - 2.50 ______________ ______________ _______________ 102.00 2.00 101.50 000 1.50 101.00 - - 1.00 ______________ ______________ ______________ _______________ :::: 0.50 . 99.50 - Reach (ft) 101.50 101.00 100.50 100.00 099.50 1.50 1.00 0.50 -0.50 Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. Friday, Jan 10 2014 CAPACITY FOR D-75 TYPE C TERRACE DRAIN #3 Triangular Highlighted Side Slopes (z:1) = 4.00, 1.00 Depth (if) = 0.25 Total Depth (if) = 1.00 Q(cfs) = 0.600 Area (sqif) = 0.16 Invert Elev (if) = 100.00 Velocity (ft/s) = 3.84 Slope (%) = 2.11 Wetted Perim (if) = 1.38 N-Value = 0.013 Grit Depth, Yc (if) = 0.33 Top Width (if) = 1.25 Calculations EGL (if) = 0.48 Compute by: Known 0 Known Q (cfs) = 0.60 Elev Section Depth (It) 02.00 -.I--i. 2.00 0 1 2 3 4 5 6 7 Reach (if) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. Friday, Jan 10 2014 CAPACITY FOR 0-75 TYPE C TERRACE DRAIN #4 Triangular Highlighted Side Slopes (z:1) = 4.00, 1.00 Depth (ft) = 0.44 Total Depth (ft) = 1.00 Q(cfs) = 3.000 Area (sqft) = 0.48 Invert Elev (ft) = 100.00 Velocity (ftls) = 6.20 Slope (%) = 2.59 Wetted Perim (ft) = 2.44 N-Value = 0.013 Crit Depth, Yc (ft) = 0.62 Top Width (ft) = 2.20 Calculations EGL(ft) = 1.04 Compute by: Known Q Known Q (cfs) = 3.00 Elev Section Depth (ft) 712.00 .•••-••-i-.•-- •.-.- 2.00 101.50 1.50 101.00 1.00 100.50 0.50 100.00 099.50 -0.50 0 1 2 3 4 5 6 7 Reach (ft) 101.50 101.00 iI'IiLliU 100.00 099.50 1.50 1.00 0.50 -0.50 Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. Friday, Jan 10 2014 CAPACITY FOR 0-75 TYPE C TERRACE DRAIN #5 Triangular Highlighted Side Slopes (z:1) = 4.00, 1.00 Depth (ft) = 0.25 Total Depth (ft) = 1.00 Q(cfs) = 0.800 Area (sqft) = 0.16 Invert Elev (ft) = 100.00 Velocity (ftls) = 5.12 Slope (%) = 4.20 Wetted Perim (ft) = 1.38 N-Value = 0.013 Cut Depth, Yc (ft) = 0.37 Top Width (ft) = 1.25 Calculations EGL (ft) = 0.66 Compute by: Known 0 Known Q (cfs) = 0.80 Elev Section Depth (ft) 02.00 1, 1 i i-... 2.00 0 1 2 3 4 5 6 7 Reach (ft) 101.50 101.00 100.50 100.00 1099.50 1.50 1.00 0.50 SI. -0.50 Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 byAutodesk, Inc. Friday, Jan 102014 CAPACITY FOR D-75 TYPE C TERRACE DRAIN #6 Triangular Highlighted Side Slopes (z:1) = 4.00, 1.00 Depth (if) = 0.21 Total Depth (if) = 1.00 Q(cfs) = 0.500 Area (sqft) = 0.11 Invert Elev (ft) = 100.00 Velocity (ifls) = 4.54 Slope (%) = 4.63 Wetted Perim (if) = 1.16 N-Value = 0.013 Crit Depth, Yc (if) = 0.31 Top Width (if) = 1.05 Calculations EGL (if) = 0.53 Compute by: Known Q Known Q (cfs) = 0.50 Elev(ft) Section Depth (if) S)2.00I 2.00 0 1 2 3 4 5 6 7 Reach (if) 101.50 101.00 100.50 100.00 099.50 1.50 1.00 0.50 tI1,I, -0.50 Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. Friday, Jan 10 2014 CAPACITY FOR D-75 TYPE C TERRACE DRAIN #7 Triangular Highlighted Side Slopes (z:1) = 4.00, 1.00 Depth (if) = 0.37 Total Depth (if) = 1.00 Q (cfs) = 2.300 Area (sqif) = 0.34 Invert Elev (if) = 100.00 Velocity (ftls) = 6.72 Slope (%) = 3.79 Wetted Perim (if) = 2.05 N-Value = 0.013 Crit Depth, Yc (ft) = 0.56 Top Width (ft) = 1.85 Calculations EGL(ft) = 1.07 Compute by: Known Q Known Q (cfs) = 2.30 Elev(ft) Section Depth (if) S 02.00 2.00 0 1 2 3 4 5 6 7 Reach (if) DI 0 APPENDIX 8 Rip-rap Calculations 0 iN 101307— El Camino Real Rip-rap calculation 0 El Camino Real Rip-Rap Calculation 446+73.94 (Northerly Storm Drain) 0100 = 6.7 cfs V100 = 6.6 fts 18" RCP Per SDRSD D-40: Type 2, W = 4.5', L = 6', Rock Classification = No. 2 backing, T = 1.1' Per Table 200-1.7 in San Diego Regional Supplement to Greenbook (see attached): filter blanket = aggregate 12" thick. 453+16.56 (Existing 24" storm drain near Crestview Dr.) 0100 = 7.1 cfs V100 = 17.7 fps Per SDRSD 0-40: Type 2, W = 6', L = 8", Rock Classification = 2 TON, T = 5.4' Per Table 200-1.7 in San Diego Regional Supplement to Greenbook (see attached): filter blanket = 2" aggregate 12" thick, over 12" sand 482+48.49 (Existing RCB DBL Kelly) 0100 = 7.3 cfs, 135.6 cfs, 506 . 2 cfs V100 =16.2 fps (worst case) 2 8'x4' RCP 2" 24" RCP 2" 42" RCP Per SDRSD D-40: Type 1, W = 46.31', L = 43.14', Rock Classification = 2 ton, T = 5.4' Per Table 200-1.7 in San Diego Regional Supplement to Greenbook (see attached): filter blanket = 2" aggregate 12" thick over 12' sand. 484+86.00 (Offsite Storm drain located in North west of Kelly Drive) 0100 = 28 cfs V100 = 7 fps 36" RCP Per SDRSD D-40: Type 2, W = 9, L = 12', Rock Classification = No. 2 backing, T = 1.1' Per Table 200-1.7 in San Diego Regional Supplement to Greenbook (see attached): filter blanket = 'A" aggregate 12" thick. G:\101307\Hvdroloav\ECR\SubmittaI #2 JAN 2014 iN 101307- El Camino Real Rip-rap calculation 0 Rip-rap Calculations for Q10 STATIONS PIPE Q10 V10 DESCRIPTION NOTES SIZE 446+60 6" 0.48 - Per SDRSD: Type 2, W = 1.5' L = 2', Rock Classification NO.2 North Curb backing, 1= 1.1 ft Per table 200-1.7 in San Diego Regional Supplement Green book filter = 1/4"_ aggregate _(see _attached):_ _blanket _12"_thick 446+90 8" 2.10 2.87 Per SDRSD: Type 2, W = 2', L = 2.7', Rock Classification NO.2 North Curb backing, T= 1.1 ft Per table 200-1.7 in San Diego Regional Supplement Green book filter = 1/4"_ aggregate _(see _attached):_ _blanket _12"_thick 454+35 8" 1 2.50 Per SDRSD: Type 2, W = 2', L = 2.7', Rock Classification NO.2 Median 455+29 backing, T= 1.1 ft 456+00 Per table 200-1.7 in San Diego Regional Supplement Green ___ _______ book filter =_1/4"_ aggregate _(see _attached):_ _blanket _12"_thick 456+70 10" 3.1 2.6 Per SDRSD: Type 2, W = 2.5', L = 3.3', Rock Classification Median 457+40 NO.2 backing, T= 1.1 ft 458+80 459+50 Per table 200-1.7 in San Diego Regional Supplement Green 460+30 book (see attached): filter blanket = '4" aggregate 12" thick 461+15 462+88 465+00 8" 1.7 1.62 Per SDRSD: Type 2, W = 2', L = 2.7', Rock Classification NO.2 Median 466+09.63 backing, T= 1.1 ft Per table 200-1.7 in San Diego Regional Supplement Green ___ _______ book filter = Y4_ aggregate _(see _attached):_ _blanket _12"_thick 473+75 10" 2.4 2.9 Per SDRSD: Type 2, W = 2.5', L = 3.3', Rock Classification North Curb 474+30 NO.2 backing, T= 1.1 ft Per table 200-1.7 in San Diego Regional Supplement Green book filter = 1/4"_ aggregate _(see _attached):_ _blanket _12"_thick 476+35 8" 1.9 1.6 Per SDRSD: Type 2, W = 2', L = 2.7', Rock Classification NO.2 Median backing, T= 1.1 ft Per table 200-1.7 in San Diego Regional Supplement Green book (see attached): filter blanket = 1/4" aggregate 12" thick 479+20 8" 1.7 1.7 Per SDRSD: Type 2, W = 2', L = 2.7', Rock Classification NO.2 Median 480+60 backing, 1= 1.1 ft Per table 200-1.7 in San Diego Regional Supplement Green book (see attached): filter blanket = 1/4" aggregate 12" thick 480+80 12" 4 2.19 Per SDRSD: Type 2, W = 3', L = 4', Rock Classification NO.2 North Curb 482+15 backing, T= 1.1 ft Per table 200-1.7 in San Diego Regional Supplement Green book (see attached): filter blanket = X" aggregate 12" thick 484+60 12" 4.9 3.05 Per SDRSD: Type 2, W = 3', L =4, Rock Classification NO.2 North Curb G:\101307\Hvdrologv\ECR\Submittal #2 JAN 2014 S iN 101307 - El Camino Real Rip-rap calculation backing, T= 1.1 ft Per table 200-1.7 in San Diego Regional Supplement Green book filter = %"_ aggregate _(see _attached):_ _blanket _12"_thick 489+70 6" 0.53 - Per SDRSD: Type 2, W = 1.5' L = 2', Rock Classification NO.2 backing, T= 1.1 ft Per table 200-1.7 in San Diego Regional Supplement Green book (see attached): filter blanket = 1/4l aggregate 12" thick 490+35 12" 4.8 3.4 Per SDRSD: Type 2, W = 3', L = 4', Rock Classification NO.2 backing, T= 1.1 ft Per table 200-1.7 in San Diego Regional Supplement Green book (see attached): filter blanket = 1/4" aggregate 12" thick 455+32.04 24" 3.1 2.8 Per SDRSD: Type 2, W = 6', L = 8', Rock Classification NO.2 backing, T= 1.1 ft Per table 200-1.7 in San Diego Regional Supplement Green book (see attached): filter blanket = 1/4k? aggregate 12" thick G:\101307\Hvdrologv\ECR\SubmittaI #2 JAN 2014 Table 7—I (below) per July 2005 Son Diego County Drainage Design Manual (typical) Desion Velocity It/eec' Rock Class Rip—Rap Thickness r (mm) 6-10 No. 2 backing 1.1ft 10-12 1/4 tan 2.7ft 12-14 1/2 ton 3.5ft 14-16 1 ton 4.41t 16-18 2 ton 5.4ft 'over 20 ft/sec requires special design 0 - Pipe Diameter W - Bottom Width of Channel PLAN SII$ Class 42b—C-2000 Concrete SECTION A—A 0ev on Rei&on Byl Approved ORIGINAL — (erchev M d Wetr(c T. Stanton . Add NP Roo - row. Edited — T. Stanton Edited 55 1. Regello NOTES Plans shall specify: (A) Rock Class and rip—rap thickness ). I shall be at Ieot 1.5 times the nominal equivalent diameter of stone ~06 .) of the specified rip—rap. anket material, number of layers and thickness. rap shall be either quo_" stone or broken concrete (if shown on the plans). Cobbles ore not acceptable. Rip rap shall be placed over filter blanket material, whlcli may be either granular material or non—woven geotextile filter fabric; material at weight specifie d I n p l a n s SECTION B—B or specifications. See Table 200-1.7 in San Diego Regional Supplem e n t to eenbOOk for selection of fter blanket. Rip rap energy (issipotars shot be designated as e i ther Type 1 or Type 2. Type 1 shall be with concrete sill; Type 2 shall be without sill. cowiucs sy ic s&s oiic0 — SAN DIEGO REGIONAL STANDAR D D R A W I N G ONLS CUmTTEE 2/75 7fZ(ZtZ 04/06 RIP RAP R.CL 15245 Dot. 02/09 ENERGY DISSIPATER DRAW D-40 NIJ14BER PART 2 CONSTRUCTION MATERIALS SECTION 200 - ROCK MATERIALS 200-1 ROCK PRODUCTS. 200-1.6 Stone for Riprap. 200-1.6.2 Grading Requirements. Add the following: The individual classes of rocks used in slope protection shall conform to TABLE 200-1.6(A). Replace Table 200-1.6(A) with: TABLE 200-1.6 (A) Rock: Percentage Larger Than 2 Ton I Ton 1/2 Ton 1/4 Ton Backing 4Ton 0-5 2Ton 50400 0-5 I Ton 95-100 50-100 0-5 %Ton 50-100 0-5 1/4 Ton 95-100 50-100 200th. 95-100 16 lb. 95-100 0-5 25 lb. 25-75 5th. 90-100 1 lb. The amount of material smaller than the smallest size listed in the table for any class of rock slope protection shall not exceed the percentage limit listed in the table determined on a weight basis. Compliance with the percentage limit shown in the table fbr all other sizes of the individual pieces of any class of rock slope protection shall be determined by the ratio of the number of individual pieces larger than the smallest size listed in the table for that class also pertaining to this Greenbook Supplement Subsection 200-1.7, "Selection of Riprap and Filter Blanket Material." 8 • I, 200-1.6.3 Quality Requirements. Mange the second sentence in t h e f i r s t p a r a g r a p h from "...60 days..." to "...30 days. .." Add the following new subsection: 200-1.7 Selection of Riprap and Filter Blanket Material. TABLE 200-1.7 Velocity Rock Rip-Rap Filter Blanket Upper Layer(s) Filter (1) Class Thickness (3) Blanket S Lowe Layer Option I Option I Option 2 Option 3 (4A) (4B) (5) (6) M. 6-10 No.2 1.1 ft 114" 83 D.G. ft/sec 10-12 Ton 2.7 ft 314" 2 SAND ft/sec 12-14 c Ton 3.5 ft VSA N D ft/sec 14-16 1 Ton 4.4 ft 1-112" TYPE B SAND 16-18 2 Ton 5.4 ft 2" TYPE B SAND Table 200-1.7 Notes: See Subsection 200-1.6 "Stone for Riprap. " See also TABLE 200-1.6 (A). Practical use of this table is limited to situatio n s w h e r e Rip-Rap Thickness "1'" is less than insid e diameter of the culvert outletting to the energy dissipater. Average velocity in pipe or bottom velocity In energy dissipater, whichever is greater. If desired rip rap and filter blanket class is not available, use next larger class. Light Rock 200 lb. Class Facing Rock 791b. Class No. 2 Backing Rock 5 lb. Class Filter blanket thickness = 1 foot or '1'", whichever is less. Option 1 shall meet the requirements of Table200-j2(A) of theStandmLSpecifications for Public Works Construction. Option I shall meet the requirements of Table 200-1.4(B) of the Standard Specifications for Public Works Construction. Option 2 shall meet the asphalt concrete requirements of Table 4004.3(C) of the Standard Specifications for Public Works Construction. D.G. = Disintegrated Granite per Table 200-2.7.2(A) of the Standard Specifications for Public Works Construction [0.04" to 0.391. P.M.B. = Processed Miscellaneous Base p e r S u b s e c t i o n 2 0 0 - 2 . 5 ' P r o c e s s e d Miscellaneous Base." of the Standard Specifications for Public Works Construction. TYPE B = Type B bedding material shall conform to the requirements for ¼" crushed 9 APPENDIX 9 Overflow Calculations for Catch Basins serving Bioretention Areas 0 I Overflow Calculations for El Camino Real Widening Per 2005 San Diego County Drainage Design Manual Section 6.4.3 Orifice Flow Qio = Co Ao [2g(Ho)] A 3/2 010 Orifice flow discharge for 10 year storm (cfs) Co Orifice discharge coefficient (per table 6-1 orifice coeffificient for different edge conditons) use sharp clean edge = 0.60 Ao Cross-sectional area of flow through orrifice (ft'2) g Gravitational acceleration (32.2 ft/s'2) Ho Effective head above orifice (ft) BMPID# STA. 010 Co Ho Ao 1 445+62.33 0.48 0.6 0.17 0.045 2 447+96.74 2.1 0.6 0.17 0.198 3 454+23.32 0.7 0.6 0.17 0.066 4 545+93.21 0.7 0.6 0.17 0.066 5 455+63.58 0.7 0.6 0.17 0.066 6 456+33.75 3.1 0.6 0.17 0.292 7 457+03.63 3.1 0.6 0.17 0.292 8 458+43.68 3.1 0.6 0.17 0.292 9 459+13.68 3.1 0.6 0.17 0.292 10 459+83.81 3.1 0.6 0.17 0.292 11 454+55.00 3.1 0.6 0.17 0.292 12 462+92.22 3.1 0.6 0.17 0.292 13 467+06.54 1.7 0.6 0.17 0.160 14 476+73.00 1.9 0.6 0.17 0.179 15 478+53.00 4 0.6 0.17 0.377 16 480+92.44 4 0.6 0.17 0.377 17 481+34.83 1.02 0.6 0.17 0.096 18 474+74.00 2.4 0.6 0.17 0.226 19 481+30.00 4 0.6 0.17 0.377 20 482+27.00 4 0.6 0.17 0.377 21 484+36.34 4.9 0.6 0.17 0.462 22 489+43.00 0.53 0.6 0.17 0.050 23 490+06.00 4.8 0.6 0.17 0.453 0 S 0 1' CITY OF OCEANSIDE - HIGHWAY LCDR SITE c CITY P'IE CITY OF VISTA OF -70 AVE pOA . pALOMAR I- O0j, CAL&AI PACIFIC 0 37 OCEAN -J CITY OF uJ 5 -T SAN MARCOS 37 \ y\ ALcA Los , AVE 0 0 0 s CITY OF ENCINITAS VICINITY MA 0 NO SCALE 0 San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 6 of 26 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use 11 Runoff Coefficient "C" Soil Te___ NRCS Elements County Elements %IMPER A B C D Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25 0.30 0.35 Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Medium Density Residential (MDR) Residential, .4.3 DU/A or less 30 0.41 0.45 0.48 0.52 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0,71 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.8 0.79 Commercial/Industrial (N. Corn) Neighborhood Commercial 80 0.76 0.77 0.78 0.79 Commercial/Industrial (G. Corn) General Commercial 85 0.80 0.80 0.81 0.82 CornmerciaLTlndustrial (O.P. Corn) Office Professional/Commercial 90 0.83 0.84 0.64 0.85 Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 0.84 0,85 Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 0.87 0.87 'The values associated with 0% impervious may be used for dire c t c a l c u l a t i o n o f t h e runoff coefficient as described in Section 3.12 (representing t h e pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undi s t u r b e d i n p e r p e t u i t y . Justification must be given that the area will remain natural forever (e.g., 0m, area is located in Cleveland National Forest). DU/A = dwelling units per acre NRCS = National Resources Conservation Service 3-6 I S U C 0 A I It, Ai 0 + M D *1 AVE • qI, , \1\ Agua dfldQ c 9 A A C) ID NIA t)1errC11 S IiJ 0 3.. I - - - p ----- - --- - --. .4 - ('4ir1y "ir V.4d1rct UAL U .IUI IL-. Hydrology Manu4 Rai.rfall Isoplzvic1s 100 Yewr - opuv4 (inchos) '.10 CDJ Oranqe H----1-4- 14 I 33O County 1177 I ef -Riv side County - I - 4 4. svx--i.. L i - OELMA. ..L L .1.H.. -: T. _ - I - r - - A - ----I- -- - (1 tj _ - - — I - • .t.; --— -- -t-- -- Lr --4 1ETh& - - L. — -_T:tT I- 10ii _±- \\ IIa WE S - H r:64: q InCounty of San Diego — — Hydrology Manual I - -r - t ivrstuCotity - ff L. 71 Rainfall isopluvials I I 335 j 4 .4 f if - r 3 I lO Year RainfaUEvent -6llours --L--- ::T• Isopi uv ial (IneS) ] lI I J r oaO. L1T i T 1jJti[ ;IfkT CD : \- - J .T 3245'- 4Rt?;Y riii W* It I 1 S 3O3Miles S E -I- b .- •:-• g - - LUU1kiLL OR CiUL! I4J - I Hydroocry Inu County - - - '.y . Riverside County ... - . . - - - . i_ _ •. .i%_.4.J,_- t -.-:--'-......------'.;,........ .../ . . . Raz7ifa11!op1wi.a1s 33'1 S sopiuvèiI(Inches) _-j: .. law Cl EMNIT I I 00 H Ii () QEL 77 i r t ...... --:- — ---- - - ___ --- -- - - ------. 1 .., ....... --. IS -- -i-'....I........... NPII .. •...•••;-.---4 J. . LJ .: ..-. ... 32'3Ot .......... 3z - County of San Diego Hydrology Manual I. 33•3r-•• Rainfall Isopliais 10 Year Rainfall Event-24 Hours L..t.. . Isopluvial (ind*s) -444 L u H 3QQ ii IL i-I Oran - I I1LiJI - ( - -p 7TY1 UiI 4E;I S??GIS *1 it r I :f 0 3 Miles F S 30 100 20 10 EXAMPLE: Given: Watercourse Distance (D) = 70 Feet Slope (s) = 1.3% Runoff Coefficient (C) = 0.41 Overland Flow Time (T) = 9.5 Minutes = 1.1C) \[ Ns SOURCE: Airport Drainage, Federal Aviation Administration, 1965 Rational Formula Overland Time of Fw Nomograph F 7 Now L_17" 4M -1 0 H ex mdplt U San Diego County Hydrology Manual Section: 3 Due: June 2003 Page: 12 of 26 *1 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial Tj values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a detailed study. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION (Th Element* DUI Acre .5% 1% 2% 3% 5% 1 10% Lm Ti LM Ti L 4 T1 LM Tj LM T1 Lm I T, Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4 LDR 2 501 11.3 70 10.5 85 1 9.2 1001 8.8 100 7.4 100 5.8 LDR 2.9 50 10.7 70 10.0 85 8.8 95 - 8.1 100 7.0 100 5.6 MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR 7.3 50 9.2 65 1 8.4 80 7.4 95 7.0 100 6.0 100 1 4.8 MDR 10.9 50 1 8.7 65 7.9 80 6.9 90 1 6.4 100 1 5.7 100 4.5 MDR 14.5 50 1 8.2 65 7.4 80 6.5 901 6.0 1001 5.4 100 4.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5 HDR 43 50 5.3 65 1 4.7 75 4.0 85 3.8 95 3.4 100 2.7 N. Corn 50 5.3 601 4.5 75 4.0 85 3.8 95 3.4 1 100 2.7 G. Corn _501 4.7 601 41 75 3.6 85 3.4 90 29 100 2.4 O.P.ICom 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited I. 50 4.2 60 3.7 1 70 1 3.1 80 1 2.9 90 1 2.6 100 2.2 General 1. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9 *See Table 3-1 for more detailed description 3-12 S 0 L\L 71, Th.. I Cii. c- (rnI: =='• Li I- ChL in a}crj - efi:f:f k; ( lir: (: Rçirc 3-F Ic Hours Minute :i:: 90Q 800 2— —920 UO =100 —&i =4iHl'-70 1— 01 N --50 \ --200 —40 L Miller Feet - —30 Ilk 4000 ---20 —16 - —3000 —16 —50 • 14 —40 ...2000 —12 =,1800 —1600 \ —10 —30 —'1400 \ —a —1200 —a —.20 --.1000 - —900 —'800 —6 700 —'600 —5 —'10 -'4 -4a0 —5 - 200 AE L Ic California Division of Highways (1941)and Kirpich (1940) FIGURE Nomograph for Determination of Time of Conceritvotloi, (To) or Travel Time (Tt) for Natural Watersheds 34. S NJ [TJ \N/ / 555555 JS /'S< S N 3 5 '5s - () j / I - -1/ •55.J/5 5 55 5-555 55 555555SS 555 55 5S555--. - /1 I I /4'c-r- - 3 5 5-............. 55/ - - / 55 555S 5 - IR _-/-I/ 555-55 - 5' 5- // 5 \NN * \ 1 CNA t I j JIM M1 li '16 its 1~ VIM 0 Ai 3 5 3 - _55555S55_ 55 3' 3 I - -- -Il S J--i55 71 ON nr UZI - K S V , ' I " (,/ \/' x - 1.1'- I j \~ 11 11 JI -- , I I -,--- -, ~~ , '__ ", ~' " 11 11 ; ) , j I" " - ."i ~ , ~ : ,'1H/ : S ~ , ' - - - , , , , " '~ 11 ' 4; ,---,, ~~ ~___-' "" , , , . , ~ __~ , I ~ , , ' I I I - ~ I , N .1 ,I ~11\ ill, ~ I , I ~" / ~ '~ —~ , I e ' ,,, I' _"~"~ ~ " I " I , ( , I /\ ll'?" I fq) , ~ ", . , \ \ , - ~ / I I \ \ / \ 'v i, 1, T . 1 ,2 ''I , ~' \ / /// - / \ ( J ; ''.'. ~' I . ~ \ 4 ~l // - - '2 / / I , ~'~' "I - - ~ I /1/I 11 : :~iNjl I V, iL\ //I ' ll~' I - // / ~'~ , , \ I '~; ) " / I ; I , I i / _~ , : - ~ \ ~ / /- ' L\ 4i/ ,///// / 7/ (// / 1 , , . ~ \/ \\K\ \\k / / "N F OV, / /1 SEE ~)XHIB EX1 1 11 \\ \ / ) I / / BASIN EF Lor ON 0N5 — & U 11 I /1 / ( / , 11 11 ; ) pROP / / l f 1:1 / I / / \I 11 \\ \ \\ 1 I / / // 7 /1 / N U ' f - Iii / (I 4 N - _,, 11 I 11 / N \ \ / BB1 -<-' \ I 11 / // \ / / / / I 2 / S N / \ 7 ' N I — 11 / S I .1 5 / 1 / 1 I) / U / ----- S / / 8 S \ / ~ I I ~ ~7_ , ~ `~' Z"~_'__ - -y' - Y~li - - : I / J6 - - ool 4 / / - 0 — _f1 / i / i / 1S/ 2 — 1. OJ S cAMNO REAL S - / - — C - 1. Li e S / I / I ~ I '_~~lr I \'(( :'\ i\ t \ / / \ / / \I / - "'A 0' / / y' / I 200' 5 / / 100' SCALE: 1" = 100' ~_~ ... I ~ ~i - "I '~ , \ I , , , " I f , I %, 1 1 01"O __ / r —, _~ll - _.____r-- ~'-""j~~ "i- I"! ~ , - 1 1 \11\\" " 1~ ;% '~'. ,,, ;" - \ -, \%~'. "" ~ -, x I : 11 (' ~~' ~ I 1, ~~ 1-1 I,, \\, \~ ~ ~ " ,,, ~' , ; '~""'\"' \ 1- \ ' i I j , 1, 1~ "~ /11 - I ?~":~~" , , ll~\~_' "\'111111 - // 7 '"' , \ . ; I ' ~ I ~ I , ,.--,-, /1' V_ I/ I \~ N ~ \ I I ll-'~ 11 I ~ w - -__"' ~ , , , , / I ~\~ " . .".__ .' ~ i ~ : ; :j I - a-- I 1// ., ,.-.- -" !7 / : , —, I \ \ \ - "- 1 / I _~ — , 1/' I ' ~K 11 ~ \ , ~~I; 4 \\~ 1. / "''" I ; , f (N - I _/ l-- I /~ 11, " 3 11 , "I ~ t 1~'U~ ~ ..... - ,,, , I ~ 4 1 11 :;~ / .~' ; 1 ~ " - - : 11, _~_ /I "I I;/ / g I " , ~ j mlpdml'.~ ~!~;l~~ i~'_ , I I i ~ ~ I - I .- -, ------ ~11' p ~' '~ - J \ ~: I , '~ 11 ; ~", \yv -- l i i ~ .. ...... ~' , I ; ~ 15 , I .. 'i~ ----... ~ !V. i I . I ''I r . ,,, . ......... ~ ... ......... I/ I -11 —1- / i f I "",___ I _ .. . .... 11, , . ~' ~~! ~' ~' I ; i I '~ _V7 1 1 1~ I 11 I : — 1.1, " . , I 11 ......... I'll- ........ ~ .... 1.11 .... .. ~ I , I'' , _. !':~';i~. A i 5 ~; ~ ~ I "' ~ ~ " ____ 't) ( ~ '~ x ____ - i i , _"' - ~ ", li. I A --"_~' ~ ~'K ---:~-4"-' " . I ~ I / __ / , 11 / 1-11 "X . ll~ Mi f ; i ;)./ I 1. p I .1 ", ""~~"' ~. / — I i'.~ / Ill i~' -/ I 1 11; I " i;, I i H I h~\ I ~' i I __", ~ ~ 1~ ~ /~ I . . /I ~ f" I j, j;:; I I ~.' I ~l i 1'j — ~ 1~ I / / __-- ~~'f I 11 I ~ " — ,,, I ! ; " ~ / I 0 '_.11" 11 'if"_ _1 .... ~ , 1. ...] i; ~ Ij e-lj~ f f— ;fl. i _,"_1 '___'-'."_ I _ . , - I ., . I; , I ~ _ , 1 /"' \ , : ,-"", _-"4" V:i i~~ ! h H , ! i 11 i 1, I "". '-, d ~ , '6-~.":-- - ----- .. ' / i 1 1 1 f!!! I! 1 l., I m . . fl~_/ 1--i I I , I '~~ ~ .- , , 'm / \ ! "' - ~~-:lllljs I ; ' I . ; ; \ ; "".. -~ i 'c "A"ll .1 .... ~ --------- - .11 11 I; ~ ~ H, i ~ / , " /. ' ~q , -~ --, ~" 11 I ; i ~11 / 11 c I f ~ /I A ~ 11, '~~' : ~ f 1 3 'P. , - l.",-_-", .' H l~ffl f il i 1, 11 i'r: , "I I i :,:;; '' \ . , - ~11' i I I I / i /I 11 '~" : ~ 1~ - ~ - LI LI I ~; i I i i y 11, '; / / /I '; . . ";~ \ I - q 1_1 W—'H:~4:!:;:l , , / ; I , , , - / ry / / II \ \ i 11 S / / I Ili / 5 5 , 5 \ \\ \\\ N / / . 14= ~~=j':+ I '! I "I ~~ ,;.;;;I / I /"'_ ----- / / 11 11 S / / / - // 1/r \ - \ \ / / I S i\4. ',/\\', .\'5 5 Y\/.\\\., " $'JT---.' /1 f;I/S / — /LU i ' I - ji k" 1~ '~ V \I ;WL~-~-! ~vl'l - /'" "-"::~ ' " /' "'_ " , , I i ,,, ~ ; I ~ -_ I I __~ - " "~ - .' ' I ~ I ll"~.~"' ~ I " 11 ; i I I / ", ,,,, i ~'i' 1, ~ '~~ ... .... I - - , ~ I ' ' 2 A- 26195 AC 1 I / 1k —L - - - - --- .- SEE NOTE 1 / \ — \ ; \ cR / (/ ! ii ~11 /-_ 0 - 2O 11 I [ - I 11 — - 0 O - 2 __ —'11 zz~ I — — / — — a I , : II \5 \ \: 1 — 1-1 —_ __j SI p - \ / I / 'S. (_-ì............,.. /:/../rJ47 .........................c /1/ /// I. /\//ASIN •' ,".. ,., .-//. ................... —N-- S / I / -/J/ / / rI /W / A — 462 AC - / I 11 — 'A - I /'/"1/Q / - / / I - - - , ~ ~4 -~' '~' 1.25 : .'~ I .11' - I I I I , - )'~"'-- _' - ~" , ' , I i 91. I I . '-"~` '~ LEGEND B14SINBOI/NDARY SUB-BASIN BOUNDARY EXHIBI T L SHEET 1 OF 1 NOTE3 1. PER DRA/NACE STUDY FOR RANCHO COS1ERO DATED 10/24/2013 IJLT/AIATE CONDITIONS 2 THERE HAS BEEN A SEARCH FOR THE EXIS11NC STORY DRAIN IN EL C1W/NO REAL; HOI'EfrER MOTH/NC WAS FOUND. FOR EL CAAIINO REAL WIDENING ' 0: \10/307\Hydrology\ECR\1007U —Drain age.dwq Jon 27, 20/4 10:20am Xrefs: I007WMAP; 1007ATP01; 1007AMAP; 98200RD; 1007AUTh7; 1007wstr; 1007wpro; 1007WUTL; 1007bgrd; 1007bstr; 1007BUTL; I007BMAP EXHIBI T 41 HYDRAULIC MAP FOR EL CAM/NO REAL WIDEN/NC G:\101307\Hydrology\ECR\1007—Hydroulic.dwg Jan 13, 2014 1: l7pm 1 rIr\7wj Ar). 1r)r\7 A Tr)r)I 1ññ7 A A A Ar (1O')r)(Dr\. 1()r7 A I IT! 7. 1 I(7....... I (VV7IA!I ITI IrIr)7A CITE S S 0 /ECEND. 0 BASIN LINE SUB-BASIN LINE DIRECTION OF FL OW -------- 100-YR/NIJNDAT/ONL/41/TS NODE H NODE LETTER DESIGNA TION FOR OFFS/TE FLOWS AS DETERMINED PER MASTER I2R4/NANGE STUD Y FOR ROBERTSON RANCH DATED MARCH 15, 2006 NOTE THIS UPSTREAM STUDY OF NODES 500-508 IS AN ADDENDUM TO THE 41/55/NC BACK-UP DOCUMENTATION FOR NODE H (SECTION 6 - OFFS(TE FLOWS) FROM THE MA STER DRAINAGE STUD Y FOR ROBERTSON RANCH, DATED 4/ARCH 15, 2006. 0' 400' 800' SCALE: 1" = 400' 1AI[Wffw*MIt& WI IN #AT!LW17 _:7LT' II PREL/AIIN14RY DRAINAGE STUDY EXIST/NC COMMON OF EXIST/NC DOUBLE 8' X 4' RCB EAST OP KELLY DRIVE CROSSING EL CAM/NO REAL EXHIBIT N UPDATED: JANUARY 13, 2014 PREPARED: AUG 24, 2011 SHEET 1 OF 3 SHEETS DESIGNED BY: J.T. DATE: OCT. 2011 DRAWN BY: J.S. SCALE 1 = 400' PROJECT MGR.: G.0. -JOB NO.: 101307-5 ENGINEER OF WORK ©201 2710 Loker Avenue West Civil Engineering Suite 100 Planning Carlsbad, California 92010 Processing 760-931-7700 Surveying Fox: 760-931-8660 Oday@Odayconsultcrnts.com DATE: GEORGE 0'DAY RCE: 32014 G:\101307\Hydro1ogy\ECR\1007ECR EXIST DRAINAGE - KELLY RCB.dwg Jan 27, 2014 9:47am - Xrefs: 9820grd; 0114BGRD—REV; 9820xgrd; 9820TP03—A; 1007atp01; 0114TPCH; 1007aut17; 1007cmap; 1007WMAP H 0' 200' 400' SCALE: 1" = 200' fAM WMI11AiMWA7 1!& PRELIMINARY DRAINAGE STUDY EXIST/NC CONDITION OF EXIST/NC DOUBLE 8* ,X 4' RCB EAST OF KELLY DRIVE CROSS/NC EL CAM/NO REAL EXHIBIT IV UPDATED: JANUARY 13, 2014 PREPARED: AUG 24, 2011 SHEET 2 OF 3 SHEETS / /, .(/./1/f ;/l'c// \J/ //,•' . _/ >< DESIGNED BY: J.T. DATE: OCT. 2011 DRAWN BY: J.S. SCALE: 1 200' CONS U LT AOOrN T S PROJECT MGR.: G.O. JOB NO.: 101307-5 2710 Laker Avenue West Civil Engineering ENGINEER 0 o Suite 100 Planning RK Carlsbad, California 92010 Processing 760-931-7700 Surveying Fox: 760-931-8680 DATE: @2011 O'Day Consultants, Inc. . . Oday@Odayconsultants.com . GEORGE 0'DAY RCE: 32014 I G:\101307\Hydrology\ECR\1007ECR EXIST DRAINAGE - KELLY RCB.dwg Jan 27, 2014 9:52am Xrefs: 9820grd; 0114BGRD-REV; 9820xgrd; 9820TP03—A; 1007atp01; 0114TPCH; 1007aut17; 1007amop; 1007WMAP L -- X 262.7 _ ww Ø6• *__--- ( ,f_ x3402 / X345.5 1.## S_s I ) \ (J( X2201 . /1'N \\ \ \ %('X33l.l I (7 'VI CTORIA 'S %S \\\ \ Is I (ç N 5732.4 \ 212.6 . X2582 I \ \ I / X193,6 202.0 /1 ' ,1 ( \ 240.4'/ X 260.0 0 X 355.7 ( IVO 1 .1 X274.3 I I X 343.2 FA X342.2 ii )< 342.6 X 324.9 \\\\ \ ( \ x 152.8 X 2 3 23 33 X \\\ / l7 x 3248 X3264 \\\\/ \ \\ .5 212.4 X262.2 \ \ \\ I 1T I! 16 J ) 72.0 / \ 2041 \ \ 4F X AVE. i 216 X 303 3 2983 \3001 l\ \\ \ 1 L' I I I J 1/ X 1604 X 1604 X 2758 275.0 28&9\ x I \ \ \ \ N N NN 220 -240 35X - 23o / X 3556 X 1593 / 1// \s // X 324-6 160.5 I \ \\\\ UTTERST 525,9 327. '/ /1:/S X25 4 7 \ / \ I TI8LJIONAVE. bp ~-rINVFRMESS CT- ~"X 2 X 327.9 POZ4 X 20 1-5 41,' X 21 , ? ( '/ 11 X X 2+4 7 X X -300t-;::-~ - - ------ -31 0 X 2- X 2421 HAM X 2832 r '11' 1 / (/ / ( 24O- X 125.9 277.4 2 x X oil )j X 219.4 AF 1117 X 11 27A44 k 78 x R X 1 1 4 X 213.2 20L0 I I f I 274.5 216.4 X X 223.6 21 \ \\ 135 \ \\ DILLY CT I ( / / / I / // / / / I / 2067 / \ X 2142 / = aaJ I Oonc217 2192 /// 1953 144 X 148.3 2 X1 892 / \\\x 31 0 X ilea 55o.5 Ma 99.1 ~.y X X 233.2 X -x T IN X1 X 229.6 c=20 0 M X 113.2 .-A4~X6,AC 1 i j X 165.9 X X 16 0 176.0 X I \ /I/ ! : I , _/ / / 4 1 / ; I , 16X __ / w 16o 63 1685 77/ /// / /NBUR T / \\ 5\\ \\ \ \\ \\ \14 X 146.8 / X 15&1 1425 7, •/,/ / . A 21 X / ç/ X 155 \ \ \ \ \\\ X 143.4 / 150 \\\ \ \ \ \ \ N X 1248 _/1fr/ A - _ 13 /1O5/ / x852 NN / / 1406 \ 1' /1072j i - o02Uor 132.8 99.5 X2 j I \ 50 94. 40 / I / / 1 8 fO/AC 1" 200 IA,, 1097 18" RCP HST 42 7AC I - N\\5 Ac N /// / // // / - - - - 0.25 AC //' 2 - I -1 ?" N 1. " Ad_I;:) F _1 .... . ..... ....... .. ......... ...... ...................... .......... . . ....... . ... . ........... Tc=74.96 mim RA A=565 - I 362 X / / - I - - - 11 - V \l I O h ll \. . Ji ,24 R ..; / S .:. • \\ A \ X1309 - .7/ N / I / .• i' > 55 S .5 5, S \\ A/4 132.5 - / 1 / (I / / I / / / I / - 'I% - 1 - - - - - - - - - -- \\0 NNN X1328 - - 1 -{ 44- C /II I _- I i / //// 2 DAIAI "DA 1?" 4/ V - - / X 214.2 / 2006 175.5 X X 172.3 /_1r4 IT J//-cw4-cAAWOREAL/w,\s I I (t\ q1Piiio/ / fi II -------- 728 98x QW - I ::i-i:i- - - ---- ---=- - =283 MIN \<475 7 s 4=71308 AC 70Od - 7007 /i- - - - 548>( / TO BE AANDObED - 919 4 1076 iio ,,1)Q,.yy-8JO 921 CES 1/ / / x ' 3x,= 13 3 a - - 1 - - lAS' PART E EL CAM/NO X A= 86 4C // J' / _ A= 704540AC T°------ - : ._-'- )I 'REAL KYDENI ROIECT A 1018 cw -.... -; GE s7zlDr Z /N-P ii - .___8O X 90.4 X 9 4 x BASIN "C" Qico =1OX69 cfY I / Tc=14.89M/N. / / A=54.88 AC /// _ / / / BASIN BOUNDARY SUB-BASIN LINE .. - Q,00 280. 16 t'f Tc=29. 31 MIN. A=261.95 AC @2011 ©2011 O'Day Consultants, Inc. . ........ -71 1A A=J. 16 AC Qico =7.37 cr's \ 5 • \AC /S_ - - 3 7 EXIST6/84RCP PER <-- RANCHO COSTERA lei DRA INA GE STUD Y / PROPOSED CONDITION EXIST TRIPLE fO'X4' BOX CULVERT S / PER DWG 390-9 EXHIBIT N SHEET 3 OF 3 EXIST 8'X8'RC8 - VAlE OF PREPARA liON: OCTOBER 15 2013 -j- _•6 / - DESIGNED BY: A.M., J.T. DATE: OCTOBER 2710 Loker Avenue West Civil Engineering ENGINEER OF WORK: Suite 100 Planning Carlsbad, California 92010 Processing • 760-931-7700 Surveying S 5 • Fax: 760-931-8680 DATE: • www.odayconsultants.com • GEORGE O'DAY RCE 3201 • G:\101307\Hydrotogy\ECR\10078-DS-Proposed - 130910 LCftdwg Jan 22, 2014 4:26pm • • Xrefs: 1007AMAP; 1007WMAP; 1007ATP01; 1007wstr; O114TPCH; 9820TP03-A; 1007aut17; 0114BCRD-REV; 1007csite; 1007wut1; 10078STR; 1007BMAP; 10076GRD; 1007BUTL; 11005 C22strpp ... ... -•.••S••S.•••.•-•...... H J•7 .... . ..........- _•••-........................................... .•i.. _Jr / /' '' IT / ..H.- .. Is.1,5 S - t 47 Jx --.7 7 Zr V - - J -rii JI Al 3 c 7 I fv / ,or I r - BCI 1 Q A I /ci r11 BC2 E I BC3\ I T P I \ JLTMAT BASIN1 4H3 - I PI Oil -11 BJB C3 I 'AH1 / BASIN C4 - - ( BC4 - RRCH - ) BJ II / --------- AH2 A I Ti RR2 '' 1 - U Nit, Al c - / - Nit - DSAH Ai-I1" I / 3, 4/ • - — - ._I.1 FARADAY A 0— BASI / AH5 ---'y' - - - HEC-1WORKMAP Legend --- - -.....---- •------ - -.- ' --- -- - WITH USGS TOPOGRAPHIC MAP I I Major Watersheds •- ''°' .--. . 3 - '. 12604 - - - .7 '7 '•5' '....' 7/ 'JJ I IDrainage Basins b — Detention Basins I (J , n /E L ,. 2 ' ..., 1. 0 1750 '%et ell S [I 0 t)<fflb fJ c;Q(. :L L TTr W Hedionda Creek. A weir exists in the floodwall along the north side of the main channel (see 14 Figure 5). The weir allows flow to be conveyed through the Iloodwall and into the main channel. The weir has a triangular cross-section. The weir will be widened to a rectangular cross-section to better convey flow through the iloodwall. The engineering plans for Detention Basin BJB and its Il-foot by 7-foot RCB outlet, the flow divider wall in the RCB, the 84-inch RCP and Cannon Road, the weir modification, and the park and habitat corridor grading are included in the appendices. Each appendix contains engineering analyses for the CLOMR and the related plans. ENGINEERING ANALYSES I Several engineering analyses were performed to analyze the 100-year floodplain and floodway associated with the proposed improvements. Since the Flood Insurance Study only includes a 100-year analysis for Calavera Creek, this CLOMR only includes 100-year analyses. The I analyses are described below and electronic files are included on the CD at the back of this report. HEC-! Analysis An updated 1 00-year hydrologic analysis for the Calavera Creek watershed was performed using 1-LEC- 1. The watershed was originally delineated by Rick Engineering Company (under contract 11 with the city of Carlsbad) using the United States Geological Survey's quadrangle maps (see the HEC-1 Workmap in Appendix A). Rick performed field investigations to verify the watershed boundaries. The HEC- I Work Map also includes the Agua Hedionda Creek watershed; however, this CLOMR and the NEC- I analysis is only for the Calavera Creek watershed (Drainage Basins Cl-C4, RCC, RRC2 and RRCH). Furthermore, the work map shows a Basin BJ in the Calavera Creek watershed. This is a future project that has not been designed, and is not part of this CLOMR. In order to model this CLOMR's improvements, Rick's HEC-1 analysis was modified based on the attenuation at Detention Basin BJB, the flow split within the 11 -foot by 7-foot RCB, and the ponding that will occur in the low lying area at the outlet of the 84-inch RCP. The current conditions at Lake Calavera (current dam and spillway) are included in the model. The HEC-1 analysis and support material is included in Appendix A. The Detention Basin BJB, park site, and habitat corridor grading plans are also included in Appendix A. The park site and habitat corridor grading affect the ponding characteristics of the low lying area. Table I summarizes the relevant results from the NEC- 1. 1• 3 I p Location 100-Year Flow Rate, cfs Ponded Water Surface Elevation, feet MSL Upstream of Detention Basin BJB 1,501 76.4 Exiting Detention Basin BJB 97 Entering 84" RCP below Split 473 Continuing in 11'x17' RCB below Split 498 Calavcra Creek at Confluence with Agua 1-ledionda_Creek 909 Exiting 84" RCP 497 Low Lying Area at 84" RCP Outlet 35.3 Entering 8'x8' RCB under El Camino Real 545 Table 1. 100-Year HEC-RAS Flow Rates The post-project floodplain within Detention Basin BJB is based on the ponded water surface elevation from the HEC-1 results rather than a hydraulic analysis since the ponding will govern. Furthermore, under post-project conditions, a floodway is not delineated within Detention Basin BJB or its Il-foot by 7-foot RCB outlet because these will be permanent drainage control facilities. 84-Inch RCP Analysis A 100-year WSPGW hydraulic analysis was performed to determine the hydraulic grade line in the 84-inch RCP. The analysis was based on storm drain plans by O'Day Consultants. There is a segment between WSPGW Stations 19+51.18 and 20+37.34 where the pipe transitions to a 10- loot wide by 4-foot high box culvert to accommodate utility crossings. From the I-JEC-1 results in Table 1, the flow rate in the pipe increases from 473 cfs at the upper end to 497 cfs at the lower end. The WSPGW results and storm drain plans are included in Appendix B, and show that open channel flow will exist in the lower portions of the pipe (below WSPGW Station 19+46.18). Pressure flow occurs above this station, but the hydraulic grade line does not rise above the ground surface. Therefore, the post-project floodplain has been delineated as being contained in the pipe. Ca/a vera Creek Main Channel Analysis A HEC-RAS analysis was performed for the main channel of Calavera Creek in order to establish an updated floodplain and floodway. Improvements are not proposed in the main channel. However, the Robertson Ranch improvements will affect the main channel because the improvements will lower the 100-year flow rate. The HEC-RAS input is as follows. The post-project HEC-RAS cross-sections (5.1 Ito 3410) are generally in the same location as the cross-sections in FEMA's effective model. The following relates the HEC-RAS cross-section numbers to the letter designations on the FIRM: 5.11 is A, 400 is B, 580 is C, 1000 is D, 1230 is E, 1470 is F, 1810 is G, 2100 is F-I, 2420 is I, and 2700 is I. The cross-sections were created using topographic mapping from May 12, 2005. The cross- sections were encroached along the floodwall on the right overbank and the mobile homes along 4 I j the left overbank to properly model the effective how area, but the floodplain delineation assumed the wall did not act as a levee. Since Calavera Creek confluences with AgLia [-ledionda Creek (Agua 1-ledionda Creek is a much larger watercourse), the starting water surface elevations were based on the floodplain (44.0 feet) and floodway elevations (44.7 feet) at the confluence II from the Flood Insurance Stat/_v. This will ensure a proper tie-in at the downstream study limit and account for the 100-year backwater from Aqua Hcdionda Creek. A roughness coefficient of 0.05 for the channel and overbanks was selected based on a field investigation. The 100-year II flow rate was obtained from the FIEC-1 analysis in this CLOMR and varies from 629 to 909 cfs. The HEC-RAS results are included in Appendix C and the revised floodplain and floodway are delineated on the HEC-RAS Work Map in the map pocket at the back of this report. I I Flow Split Analysis Two separate HEC-RAS analyses were performed to analyze the flow split caused by the wall I I within the Il-foot by 7-foot RCB. A portion of the flow will be directed into the 84-inch RCP and a portion will continue downstream in the Il-foot by 7-foot RCB. Therefore, a HEC-RAS analysis was created starting in the 84-inch RCP, continuing upstream to the split, and ending at L I the tipper end of the Il -foot by 7-foot RCB (HEC-RAS cross-sections 0. I to 9). The starting water surface elevation was obtained from the 84-inch RCP WSPGW analysis. A lid was added to the cross-sections to model the closed conduits and cross-section interpolation was performed I to increase the number of cross-sections. A second HEC-RAS analysis started at the weir (based on the proposed weir modification) near r the Calavera Creek main channel then extended up the entire length of the Il-foot by 7-foot RCB (HEC-RAS cross-sections I to 9), which included the flow split wall. The starting water surface elevation was obtained from the Calavera Creek HEC-RAS analysis. The cross-sections upstream of the wall are the same in both HEC-RAS analyses. An iterative procedure was used to determine how the 971 cfs approaching the split would be divided between the 84-inch RCP and the 1 1 -foot by 7-foot RCB. In both HEC-RAS analyses, the wall that splits the flow is located between cross-sections 5 and 6. Cross-section 7 is just upstream of cross-section 6 and the wall. The individual flow rates in the RCB and RCP below F the split must add tip to 971 cfs since this is the flow rate approaching the split. Therefore, the total flow rate below the split was maintained at 971 cfs, but the individual flow rates were varied in the RCB and RCP until the hydraulic grade lines above the split (above cross-section 7) matched in each analysis. This procedure determined that approximately 473 cfs will be directed to the 84-inch RCP and 498 cfs will continue in the 11-foot by 7-foot RCB. L The HEC-RAS analyses are included in Appendix D along with the plans for the flow split wall, il -foot by 7-foot RCB, and weir modification. The analyses show that the 100-year flows will be contained in the Il -foot by 7-foot RCB and upper portion of the 84-inch RCP. Therefore, the post-project floodplain is shown as being contained in the drainage facilities. F r CONCLUSION P This Conditional Letter of Map Revision for Robertson Ranch includes updated hydrologic and hydraulic analyses for Calavera Creek. The project proposes a rather intricate system including 1 IF 0 **** * ***** * **** *** ** *** **** * ***** *** *** * * * * * FLOOD HYDROGRAPH PACKAGE (SEC-1) * * U.S. ARMY CORPS OF ENGINEERS * * JUN 1998 * * HYDROLOGIC ENGINEERING CENTER * * VERSION 4.1 * * 609 SECOND STREET * * * * DAVIS, CALIFORNIA 95616 * * RUN DATE 07APR07 TIME 09:01:00 * * (916) 756-1104 * * * * * ** ** * ** * * ** **** ***** ** **** **** **** **** *** * ** * * * * * ** * ***** ** **** ************ ** *** x x xxxxxxx xxxxx x x x x x x xx x x x x xxxxxxx xxxx x xxxxx x x x x x x x x x x x x xxxxxxx xxxxx xxx THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-i KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. - THE DEFINITION OF -ANSKK-- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND ANPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 1 HEC-i INPUT PAGE LINE ID.......1 .......2 .......3 .......4 .......5 .......6 .......7 .......8 .......9 ......10 FREE *DIAGRAM 1 ID. ****************************************************************** 2 ID BASELINE PER CITY OF CARLSBAD (CALAVERA CREEK ONLY) 3 ID BUT WITH 84 INCH INSTEAD OF WEIR WALL. NO MODS 4 ID TO BASIN BJB OUTLET, HISTORIC CALAVERA LAKE, NO BASIN BJ. 5 ID DETENTION BASIN BJB VOLUME BASED ON ODAY 5-12-2005 TOPO, 6 ID MODELS DETENTION AT ECR WITH PARK SITE AND 5:1 SLOPE CONSTRUCTED . 7 ID ASSUMES 8x8 RCB IN ECR IS NOT PLUGGED WITH SILT, SPLITTER WALL 8 ID WILL BE DESIGNED TO DIRECT FLOW TO 84 INCH RCP. 9 ID FILENAME: BASE84P8M.HC1 10 ID ***************** ********************************************* **** 11 ID FINAL 100-YR, 24-HR HYDROLOGIC ANALYSIS FOR 12 ID RANCHO CARLSBAD MOBILE HOME PARK 13 ID INCLUDES DETENTION BASINS AT FARADAY, MELROSE, BJB, AND BJ 14 ID INCLUDES DETENTION AT CALAVERA DAM ASSUMING VALVES ARE OPEN DURING STORM 15 ID INCLUDES SPLIT FLOW TO NORTH SIDE OF WALL IN CALAVERA CREEK 16 ID JN: 13182-D 17 ID FN: RC100.HC1 18 ID DATE: DECEMBER 1, 2004 19 ID ****************************************************************** 20 IT 5 0 0 300 21 TO 4 22 KK Cl 23 KM BASNT FROM COUNTY OF SAN DIEGO CALCS 24 IN 30 25 PB 5.5 26 PT 0 .009 .007 .009 .009 .011 .009 .011 .012 .013 . 27 PT .014 .016 .017 .02 .023 .03 .045 .067 .088 .096 28 PT .082 .041 .027 .023 .021 .02 .019 .017 .016 .018 29 PT .01 .016 .015 .014 .015 .012 .013 .01 .01 .009 30 PT .01 .011 .01 .009 .009 .009 .009 .01 .009 31 BA .87 32 LS 0 90 33 UD .409 34 KKCCDETMELROSE 35 KM DETAIN NEAR N. MELROSE 36 RS 1 STOR -1 37 SV 0 0.32 1.13 3.37 21.53 38 SQ 0 454.2 688.8 770.4 962.9 39 SE 326.95 335.0 338.0 340.0 345.0 40 KK C1-C2 41 KM ROUTE Cl THROUGH C2 42 RS 1 STOR -1 43 RC .06 .08 .06 18380 .014 44 RX 0 80 300 600 650 1000 1350 1700 45 RY 300 280 260 240 240 260 280 300 1 HEC-1 INPUT PAGE 2 LINE ID .1.2.3.4.5.6.7.8.9.10 L 39.5 219 1400 0160 20.02 76 700 973,27 46 47 48 49 50 51 52 53 54 55 56 57 41 43 58 220 221 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 TRU BASIN 76 77 78 79 24.13 80 78 81 760 819 82 83 74.32 74.59 84 KK C2 PB 5.3 BA 2.72 LS 0 91 UD .480 KK COMBINE HC 2 KK DETCALA KM DETAIN AT CALVERA LAKE KM BEFORE DAM IMPROVEMENTS RS 1 ELEV 209.0 SA 21 24 27 30 33 35 38 SE 208 210 212 214 216 217 218 SS 216.5 150 2.64 1.5 KK C2-C3 KM ROUTE C2 THROUGH C3 RS 1 STOR -1 RC .05 .06 .05 5620 .021 RX 0 200 250 300 800 900 1100 RY 200 160 120 100 100 120 140 KK C3 KM AREA ADJUSTED TO INCLUDE CALAVERA HILLS ii (+0.03 SQ. MI.) PB 5.1 BA .88 LS 0 89 UD .201 KK COMBINE HC 2 KK DETNBJB KM DETAIN AT DOWNSTREAM END OF BASIN C3 AKA BASIN BJB FLOW- KM EXISTING BASIN WITH 10X7 BOX & 72 RCP KM INTERPOLATED VALUES FOR SE=77.1 * KO 0 2 0 0 22 RS 1 STOR -1 BA 0 0.09 0.31 2.26 5.35 10.12 14.74 SE 62 64 66 68 70 72 74 SQ 0 100 200 300 400 500 600 SQ 855 885 1000 1020 SE 62 64.65 66.21 67.52 68.68 70.02 71.58 SE 75.0 75.35 76.72 77.1 * SQ 200 400 600 800 1000 1051.6 1120 1200 1250 1292 * SE 64.3 65.7 66.8 67.8 72.5 73.3 74.1 74.8 75.1 75.9 1 HEC-1 INPUT PAGE 3 LINE ID.......1 .......2 .......3 .......4 .......5 .......6 .......7 .......8 .......9 ......10 85 KK DIVCC 86 KM PORTION OF BJB FLOW DIVERTED TO NORTH SIDE OF WALL 87 KM ASSUMES THAT 475 CFS OF A 100-YR STORM WILL BE DIVERTED 88 KM FLOWS LESS THAN 75 WILL REMAIN IN CALAVERA CREEK 89 KM THE MECHANISM FOR DIVERTING THIS 475 CFS WILL BE 84" RCP 90 DTDIVNORTH 91 DI 0 75 901 971 92 DQ 0 0 470 473 93 KK C4 94 PB 5.2 95 BA 1.24 96 LS 0 88 97 UD .513 98 KK COMBINE 99 HC 2 100 KK C3&-RCC 101 KM ROUTE C3 AND C4 THROUGH RCC 102 RS 1 STOR -1 103 RC .03 .04 .03 3900 .016 104 RX 0 190 280 300 310 325 390 . 820 105 RY 48 48.4 48 42 42 46 46 48 106 KK RCC 107 PB 4.8 108 BA .0545 109 LS 0 87 110 UD .108 111 KK CCTOTAL 112 KM CALAVERA CREEK TOTAL DISCHARGE 113 HC 2 114 KK RETDIV 115 DRDIVNORTH 116 KK RTNOR 117 KM ROUTE DIVERTED FLOW ALONG THE NORTH SIDE OF THE WALL 118 RS 1 STOR -1 119 RC .03 .03 .03 4400 .0125 120 RX 17 20 20.1 61 108 133 139 140 121 RY 50 50 44 40 38 50 50 50 122 KK RRC2 123 PB 4.8 124 BA .208 125 LS 0 87 126 UD .185 HEC-1 INPUT PAGE 4 LINE ID.......1...... .2 .......3 .......4 .......5 .......6 .......7 .......8 .......9 ......10 127 KK BOX 128 HC 2 129 KK RRCH 130 PB 4.7 131 BA .425 132 LS 0 87 133 UD .167 134 KK EX-8x8 135 HC 2 136 KK NURSERY 137 KM DETAIN AT NURSERY EAST OF EL CAMINO REAL 138 KM EXISTING 8X8RCB - CLEAR OPENING 139 KM ASSUMES ROBERTSON'S RANCH PARK GRADING AT NURSERY 140 RS 1 STOR -1 141 SA 0.866 1.613 4.119 5.223 142 SQ 0 350 642 856 143 SE 33.1 34 36 38 144 ZZ .1 SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE (V) ROUTING (--->) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR (<---) RETURN OF DIVERTED OR PUMPED FLOW 22 Cl V V 34 CCDETMEL V V 40 C1-C2 46 . C2 51 COMBINE V V 53 DETCALA V V 60 C2-C3 66 : C3 72 COMBINE . V . 74 DETNBJB 90 .>DIVNORTH 85 DIVCC 93 . C4 98 COMBINE ............ V V 100 C3&-RCC 106 RCC 111 CCTOTAL ............ 115 - . --------DIVNORTH 114 . RETDIV V 116 . RTNOR 122 . RRC2 127 . BOX ........... 129 . RRCH 134 EX-8x8 ............ V V 136 . NURSERY (***) RUNOFF ALSO COMPUTED AT THIS LOCATION **** * * *** * * * ***** ***** *** **** *** **** ** ** * * * ** ** ** ** ***** *** **** ***** *** **** * * * * * FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS * * JUN 1998 * * HYDROLOGIC ENGINEERING CENTER * * VERSION 4.1 * * 609 SECOND STREET * * * * DAVIS, CALIFORNIA 95616 * * RUN DATE 07APR07 TIME 09:01:00 * * (916) 756-1104 * * * .* * ***************************************** *************************************** ****************************************************************** BASELINE PER CITY OF CARLSBAD (CALAVERA CREEK ONLY) BUT WITH 84 INCH INSTEAD OF WEIR WALL. NO MODS TO BASIN BJB OUTLET, HISTORIC CALAVERA LAKE, NO BASIN BJ. DETENTION BASIN BJB VOLUME BASED ON ODAY 5-12-2005 TOPO, MODELS DETENTION AT ECR WITH PARK SITE AND 5:1 SLOPE CONSTRUCTED ASSUMES 8x8 RCB IN ECR IS NOT PLUGGED WITH SILT, SPLITTER WALL WILL BE DESIGNED TO DIRECT FLOW TO 84 INCH RCP. FILENAME: BASE84P8M.HC1 ****************************************************************** FINAL 100-YR, 24-HR HYDROLOGIC ANALYSIS FOR RANCHO CARLSBAD MOBILE HOME PARK INCLUDES DETENTION BASINS AT FARADAY, MELROSE, BJB, AND BJ INCLUDES DETENTION AT CALAVERA DAN ASSUMING VALVES ARE OPEN . DURING STORM INCLUDES SPLIT FLOW TO NORTH SIDE OF WALL IN CALAVERA CREEK JN: 13182-D FN: RC100.HC1 DATE: DECEMBER 1, 2004 ****************************************************************** 21 10 OUTPUT CONTROL VARIABLES IPRNT 4 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 5 IDATE 1 0 ITIME 0000 NQ 300 NDDATE 2 0 NDTIME 0055 ICENT 19 MINUTES IN COMPUTATION INTERVAL STARTING DATE STARTING TIME NUMBER OF HYDROGRAPH ORDINATES ENDING DATE ENDING TIME CENTURY MARK COMPUTATION INTERVAL .08 HOURS TOTAL TIME BASE 24.92 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES . PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ** * * ** * * * * * 22 K * Cl * * * ************** BASN1 FROM COUNTY OF SAN DIEGO CALCS 24 IN TIME DATA FOR INPUT TIME SERIES JXMIN 30 TIME INTERVAL IN MINUTES JXDATE 1 0 STARTING DATE JXTIME 0 STARTING TIME SUBBASIN RUNOFF DATA 31 BA SUBBASIN CHARACTERISTICS TAREA .87 SUBBASIN AREA PRECIPITATION DATA 25 PB STORM 5.50 BASIN TOTAL PRECIPITATION . 26 P1 INCREMENTAL PRECIPITATION PATTERN .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .00 .00 .01 .00 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .02 .02 .02 .02 .02 .02 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 32 LS SCS LOSS RATE STRTL .22 INITIAL ABSTRACTION CRVNBR 90.00 CURVE NUMBER RTIMP .00 PERCENT IMPERVIOUS AREA 33 UD SCS DIMENSIONLESS UNITGRAPH TLAG .41 LAG UNIT HYDROGRAPH 27 END-OF-PERIOD ORDINATES 83. 255. 535. 805. 925. 918. 805. 653. 462. 336. 249. 188. 136. 102. 75. 56. 41. 31. 23. 17. 12. 9. 7. 5. 4. 2. 0. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** . * * 34 KK * CCDETMEL * ROSE * * * ** * * ** ** * * DETAIN NEAR N. MELROSE 0 HYDROGRAPH ROUTING DATA 36 RS STORAGE ROUTING NSTPS ITYP RSVRI C X 1 NUMBER OF SUBREACHES STOR TYPE OF INITIAL CONDITION -1.00 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT 37 SV STORAGE 38 SQ DISCHARGE 39 SE ELEVATION .0 .3 1.1 3.4 0. 454. 689. 770. 326.95 335.00 338.00 340.00 21.5 963. 345.00 *** *** WARNING *** MODIFIED PULS ROUTING MAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS BETWEEN 0. TO 454. THE ROUTED HYDROGRAPH SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTFLOWS GREATER THAN PEAK INFLOWS. THIS CAN BE CORRECTED BY DECREASING THE TIME INTERVAL OR INCREASING STORAGE (USE A LONGER REACH.) *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ** ** * * * * * * * * * 40 KK * C1-C2 * * * ************** ROUTE Cl THROUGH C2 HYDROGRAPH ROUTING DATA 42 RS STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES ITYP STOR TYPE OF INITIAL CONDITION RSVRIC -1.00 INITIAL CONDITION X .00 WORKING R AND D COEFFICIENT 43 RC NORMAL DEPTH CHANNEL ANL .060 LEFT OVERBANK N-VALUE ANCH .080 MAIN CHANNEL N-VALUE ANR .060 RIGHT OVERBANK N-VALUE RLNTH 18380. REACH LENGTH SEL .0140 ENERGY SLOPE ELMAX .0 MAX. ELEV. FOR STORAGE/OUTFLOW CALCULATION CROSS-SECTION DATA .--- LEFT OVERBANK --- + ------MAIN CHANNEL -------+ RIGHT OVERBANK 45 RY ELEVATION 300.00 280.00 260.00 240.00 240.00 260.00 280.00 300.00 44 RX DISTANCE .00 80.00 300.00 600.00 650.00 1000.00 1350.00 1700.00 COMPUTED STORAGE-OUTFLOW-ELEVATION DATA STORAGE .00 135.00 406.75 815.26 1360.52 2042.53 2861.30 3813.07 4885.71 6078.27 OUTFLOW .00 1153.86 5146.52 13089.18 25976.30 44711.89 70134.98 108385.70 158375.70 218660.80 ELEVATION 240.00 243.16 246.32 249.47 252.63 255.79 258.95 262.11 265.26 268.42 STORAGE 7390.74 8823.15 10375.47 12046.08 13813.70 15671.79 17620.34 19659.36 21788.86 24008.81 OUTFLOW 290153.10 373681.00 470025.30 580577.20 706398.30 846456.201001097.001170690.001355616.001556263.00 ELEVATION 271.58 274.74 277.89 281.05 284.21 287.37 290.53 293.68 296.84 300.00 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** * ** * * * * * * * ** * * 46 K * C2 * ************** SUBBASIN RUNOFF DATA 48 BA SUBBASIN CHARACTERISTICS TAREA 2.72 SUBBASIN AREA PRECIPITATION DATA 47 PB STORM 5.30 BASIN TOTAL PRECIPITATION 26 P1 INCREMENTAL PRECIPITATION PATTERN .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 • .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 01 .01 .01 .00 .01 .00 .00 .01 .00 .01 w .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .02 .02 .02 .02 .02 .02 .01 .01 .01 .01 .01 .01 .01 .01 .01 Al .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 . .00 . .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00. .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 49 LS SCS LOSS RATE STRTL .20 INITIAL ABSTRACTION CRVNBR 91.00 CURVE NUMBER RTIMP .00 PERCENT IMPERVIOUS AREA 50 UD SCS DIMENSIONLESS UNITGRAPH TLAG .48 LAG *** UNIT HYDROGRAPH 31 END-OF -PERIOD ORDINATES 181. 538. 1100. 1820. 2339. 2509. 2466. 2205 . 1870. 1418. 1058. 810. 635. 494. 373. 292. 226. 173. 132. 102. 13. 9. 79. 62. 47. 36. 28. 23. 18. 5. 1. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ** ** * ** * *** * ** * * 51 KK * COMBINE * * * ** ** * ** * ** * * ** 52 HC HYDROGRAPH COMBINATION ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 53 KK * DETCALA * * * DETAIN AT CALVERA LAKE BEFORE DAN IMPROVEMENTS HYDROGRAPH ROUTING DATA 56 RS STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES ITYP ELEV TYPE OF INITIAL CONDITION RSVRIC 209.00 INITIAL CONDITION X .00 WORKING R AND D COEFFICIENT 57 SA AREA 21.0 24.0 27.0 30.0 33.0 35.0 38.0 39.5 41.0 43.0 58 SE ELEVATION 208.00 210.00 212.00 214.00 216.00 217.00 218.00 219.00 220.00 221.00 59 SS SPILLWAY CREL 216.50 SPILLWAY CREST ELEVATION SPWID 150.00 SPILLWAY WIDTH COQW 2.64 WEIR COEFFICIENT EXPW 1.50 EXPONENT OF HEAD S COMPUTED STORAGE-ELEVATION DATA STORAGE .00 44.97 95.94 152.91 215.89 249.88 286.37 325.12 365.37 407.36 ELEVATION 208.00 210.00 212.00 214.00 216.00 217.00 218.00 219.00 220.00 221.00 COMPUTED OUTFLOW-ELEVATION DATA OUTFLOW .00 .00 .65 5.19 17.50 41.49 81.03 140.01 222.33 331.87 ELEVATION 208.00 216.50 216.51 216.56 216.63 216.72 216.85 217.00 217.18 217.39 OUTFLOW 472.52 648.18 862.73 1120.06 1424.06 1778.62 2187.61 2654.95 3184.51 3780.19 ELEVATION 217.63 217.89 218.18 218.50 218.85 219.22 219.63 220.06 220.51 221.00 COMPUTED STORAGE-OUTFLOW-ELEVATION DATA STORAGE .00 44.97 95.94 152.91 215.89 232.63 233.11 234.53 236.90 240.24 OUTFLOW .00 .00 .00 .00 .00 .00 .65 5.19 17.50 41.49 ELEVATION 208.00 210.00 212.00 214.00 216.00 216.50 216.51 216.56 216.63 216.72 STORAGE 244.56 249.88 256.25 263.72 272.34 282.17 I 286.37 293.26 305.56 319.10 OUTFLOW 81.03 140.01 222.33 331.87 472.52 648.18 727.50 862.73 1120.06 1424.06 ELEVATION 216.85 217.00 217.18 217.39 217.63 217.89 218.00 218.18 218.50 218.85 STORAGE 325.12 333.93 350.10 365.37 367.65 386.70 407.36 OUTFLOW 1565.33 1778.62 2187.61 2592.97 2654.95 3184.51 3780.19 ELEVATION 219.00 219.22 219.63 220.00 220.06 220.51 221.00 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** * ** * *** * *** ** * * * 60 KK * C2-C3 * * * ************** ROUTE C2 THROUGH C3 HYDROGRAPH ROUTING DATA 62 RS STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES ITYP STOR TYPE OF INITIAL CONDITION RSVRIC -1.00 INITIAL CONDITION . X .00 WORKING R AND U COEFFICIENT 63 RC NORMAL DEPTH CHANNEL ANL .050 LEFT OVERBANK N-VALUE ANCH .060 MAIN CHANNEL N-VALUE ANR .050 RIGHT OVERBANK N-VALUE RLNTH 5620. REACH LENGTH SEL .0210 ENERGY SLOPE ELMAX .0 MAX. ELEV. FOR STORAGE/OUTFLOW CALCULATION CROSS-SECTION DATA LEFT OVERBANK --- + ------MAIN CHANNEL -------+ RIGHT OVERBANK 65 RY ELEVATION 200.00 160.00 120.00 100.00 100.00 120.00 140.00 160.00 64 RX DISTANCE .00 200.00 250.00 300.00 800.00 900.00 1100.00 1400.00 *** COMPUTED STORAGE -OUTFLOW-ELEVATION DATA STORAGE .00 352.92 732.65 1139.18 1572.78 2042.30 2552.03 3101.96 3693.53 4339.95 OUTFLOW .00 28999.61 93310.91 186085.70 307588.40 466632.80 656751.60 879534.701135227.001426614.00 ELEVATION 100.00 105.26 110.53 115.79 121.05 126.32 . 131.58 136.84 142.11 147.37 STORAGE 5044.46 5807.04 6620.45 7454.95 8307.33 9177.57 10065.68 10971.66 11895.51 12837.23 OUTFLOW 1758591.002133645.002568418.003060373.003598547.004181839 .004809623.005481520.006197308.0 06956868. 00 ELEVATION 152.63 157.89 163.16 168.42 173.68 178.95 184.21 189.47 194.74 200.00 *** WARNING *** MODIFIED PULS ROUTING MAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS BETWEEN 307588. TO 6956868. THE ROUTED HYDROGRAPH SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTFLOWS GREATER THAN PEAK INFLOWS. THIS CAN BE CORRECTED BY DECREASING THE TIME INTERVAL OR INCREASING STORAGE (USE A LONGER REACH.) *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 66 K * C3 * AREA ADJUSTED TO INCLUDE CALAVERA HILLS ii (+0.03 SQ. MI.) SUBBASIN RUNOFF DATA 69 BA SUBBASIN CHARACTERISTICS TAREA .88 SUBBASIN AREA PRECIPITATION DATA 68 PB STORM 5.10 BASIN TOTAL PRECIPITATION 26 P1 INCREMENTAL PRECIPITATION PATTERN .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .00 .00 .01 .00 .01 .01 .01 .01 ..01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .02 .02 .02 .02 .02 .02 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ...00 .00 .00 .00 .00 .00 .00 .00 .00 00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 00 .00 .00 .00 .00 .00 .00 .00 .00 .00 w .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 70 LS SCS LOSS RATE STRTL .25 INITIAL ABSTRACTION CRVNBR 89.00 CURVE NUMBER RTIMP .00 PERCENT IMPERVIOUS AREA 71 GD SCS DIMENSIONLESS UNITGRAPH TLAG .20 LAG *** UNIT HYDROGRAPH 14 END-OF-PERIOD ORDINATES 425. 1401. 1749. 1405. 786. 452. 257 149. 85. 48. 27. 17. 10. 3. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ** * ** * * ** * * * * 72 KK * COMBINE * * * * ** ** * * **** *** 73 HC HYDROGRAPH COMBINATION ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** **** *** * * ** ** * * * 74 KK * DETNBJB * * * ** **** * ** * ** * * DETAIN AT DOWNSTREAM END OF BASIN C3 AKA BASIN BJB FLOW-TRU BASIN EXISTING BASIN WITH 10X7 BOX & 72' RCP INTERPOLATED VALUES FOR SE=77.1' HYDROGRAPH ROUTING DATA 78 RS STORAGE ROUTING NSTPS 1 ITYP STOR NUMBER OF SUBREACHES TYPE OF INITIAL CONDITION RSVRIC -1.00 INITIAL CONDITION X .00 WORKING R AND D COEFFICIENT 79 SA AREA .0 .1 .3 2.3 5.3 10.1 14.7 20.0 24.1 80 SE ELEVATION 62.00 64.00 66.00 68.00 70.00 72.00 74.00 76.00 78.00 81 SQ DISCHARGE 0. 100. 200. 300. 400. 500. 600. 700. 760. 819. 855. 885. 1000. 1020. 83 SE ELEVATION 62.00 64.65 66.21 67.52 68.68 70.02 71.58 73.27 74.32 74.59 75.00 75.35 76.72 77.10 COMPUTED STORAGE-ELEVATION DATA STORAGE .00 .06 .44 2.71 10.10 25.32 50.04 84.66 128.75 ELEVATION 62.00 64.00 66.00 68.00 70.00 72.00 74.00 76.00 78.00 COMPUTED STORAGE-OUTFLOW-ELEVATION DATA STORAGE .00 .06 .14 .44 .52 1.78 2.71 4.54 10.10 10.21 OUTFLOW .00 75.47 100.00 186.54 200.00 300.00 341.38 400.00 498.51 500.00 ELEVATION 62.00 64.00 64.65 66.00 66.21 67.52 68.00 68.68 70.00 70.02 STORAGE 21.31 25.32 39.93 50.04 54.88 59.16 66.03 72.24 84.66 99.59 OUTFLOW 600.00 624.85 700.00 741.71 760.00 819.00 855.00 885.00 939.56 1000.00 ELEVATION 71.58 72.00 73.27 74.00 74.32 74.59 75.00 75.35 76.00 76.72 STORAGE 107.89 128.75 OUTFLOW 1020.00 1067.37 ELEVATION 77.10 78.00 *** WARNING *** MODIFIED PULS ROUTING MAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS BETWEEN 0. TO 100. THE ROUTED HYDROGRAPH SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTFLOWS GREATER THAN PEAK INFLOWS. THIS CAN BE CORRECTED BY DECREASING THE TIME INTERVAL OR INCREASING STORAGE (USE A LONGER REACH.) *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 85 KK * DIVCC * * * *** * ** ** * * PORTION OF BJB FLOW DIVERTED TO NORTH SIDE OF WALL ASSUMES THAT 475 CFS OF A 100-YR STORM WILL BE DIVERTED FLOWS LESS THAN 75 WILL REMAIN IN CALAVERA CREEK THE MECHANISM FOR DIVERTING THIS 475 CFS WILL BE 84' RCP DT DIVERSION ISTAD DIVNORTH DIVERSION HYDROGRAPH IDENTIFICATION DI INFLOW .00 75.00 901.00 971.00 DQ DIVERTED FLOW .00 .00 470.00 473.00 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** I 00 .00 .00 00 .00 00 ~ml ** ** * * * * *** * ** * * 93 K * C4 * * * ** ** * * * * * * ** ** SUBBASIN RUNOFF DATA 95 BA SUBBASIN CHARACTERISTICS TAREA 1.24 SUBBASIN AREA PRECIPITATION DATA 94 PB STORM 5.20 BASIN TOTAL PRECIPITATION 26 P1 INCREMENTAL PRECIPITATION PATTERN .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 00 .00 00 .00 00 .00 00 .00 00 .00 00 .00 00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .00 .00 .01 .00 .01 S .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .02 .02 .02 .02 .02 .02 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 '.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 96 LS SCS LOSS RATE STRTL .27 INITIAL ABSTRACTION CRVNBR 88.00 CURVE NUMBER RTIMP .00 PERCENT IMPERVIOUS AREA 97 UD SCS DIMENSIONLESS UNITGRAPH TLAG .51 LAG *** UNIT HYDROGRAPH 33 END-OF-PERIOD ORDINATES 002 . 883. 70. 731. 206. 422. 714. 946. 1069. 1074. 548. 419. 328. 262. 206. 158. 125. 99. 77. 59. 47. 37. 29. 22. 18. 14. 11. 9. 7. 5. 4. 2. 0. 0 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 98 KK * COMBINE * * * ************** 99 HC HYDROGRAPH COMBINATION ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE *** *** *** *** *** *** ****** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 100 KK * C3&-RCC * * * w ROUTE C3 AND C4 THROUGH RCC HYDROGRAPFI ROUTING DATA 102 RS STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES ITYP STOR TYPE OF INITIAL CONDITION RSVRIC -1.00 INITIAL CONDITION X .00 WORKING R AND D COEFFICIENT 103 RC NORMAL DEPTH CHANNEL ANL .030 LEFT OVERBANK N-VALUE ANCH .040 MAIN CHANNEL N-VALUE ANR .030 RIGHT OVERBANK N-VALUE RLNTH 3900. REACH LENGTH SEL .0160 ENERGY SLOPE ELMAX .0 MAX. ELEV. FOR STORAGE/OUTFLOW CALCULATION CROSS-SECTION DATA LEFT OVERBANK --- + ------MAIN CHANNEL -------+ RIGHT OVERBANK 105 RY ELEVATION 48.00 48.40 48.00 42.00 42.00 46.00 46.00 48.00 104 RX DISTANCE .00 190.00 280.00 300.00 310.00 325.00 390.00 820.00 COMPUTED STORAGE-OUTFLOW-ELEVATION DATA STORAGE .00 .34 .75 1.23 1.78 2.41 . 3.10 3.87 4.72 5.63 OUTFLOW .00 8.00 26.64 55.11 93.73 143.10 203.89 276.76 362.44 461.59 ELEVATION 42.00 42.34 42.67 43.01 43.35 43.68 44.02 44.36 44.69 45.03 STORAGE 6.61 7.67 9.06 13.56 20.28 29.22 40.38 53.75 69.43 90.61 OUTFLOW 574.92 703.08 851.16 1132.57 1601.86 2305.50 3288.16 4591.43 6331.69 8901.05 ELEVATION 45.37 45.71 46.04 46.38 46.72 47.05 47.39 47.73 48.06 48.4.0 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** * * 106 KK * RCC * * * ************** .SUBBASIN RUNOFF DATA 108 BA SUBBASIN CHARACTERISTICS TAREA .05 SUBBASIN AREA PRECIPITATION DATA 107 PB STORM 4.80 BASIN TOTAL PRECIPITATION 26 PT INCREMENTAL PRECIPITATION PATTERN .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ..00 .00 .00 .00 .01 .00 .00 .01 .00 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .02 .02 .02 .01 .01 .01 .01 .02 .02 .02 w .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 '.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 109 LS SCS LOSS RATE STRTL .30 INITIAL ABSTRACTION CRVNBR 87.00 CURVE NUMBER RTIMP .00 PERCENT IMPERVIOUS AREA 110 UD SCS DIMENSIONLESS UNITGRAPH TLAG .11 LAG *** UNIT HYDROGRAPH 8 END-OF-PERIOD ORDINATES 103. 174. 87. 35. 14. 6. 2. 1 0 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ** ** ** * * * * * ** * * * 40 111 KK * CCTOTAL * * * ************** CALAVERA CREEK TOTAL DISCHARGE 113 HC HYDROGRAPH COMBINATION ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ** * * * *** *** * * 114 KK * RETDIV * * * *** ** * * * * * * * * * 115 DR RETRIEVE DIVERSION HYDROGRAPH ISTAD DIVNORTH DIVERSION HYDROGRAPH IDENTIFICATION *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** * * 116 KK * RTNOR * * * * **** * * * * ROUTE DIVERTED FLOW ALONG THE NORTH SIDE OF THE WALL HYDROGRAPH ROUTING DATA 118 RS STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES ITYP STOR TYPE OF INITIAL CONDITION RSVRIC -1.00 INITIAL CONDITION X .00 WORKING R AND D COEFFICIENT 119 RC NORMAL DEPTH CHANNEL ANL .030 LEFT OVERBANK N-VALUE ANCH .030 MAIN CHANNEL N-VALUE ANR .030 RIGHT OVERBANK N-VALUE RLNTH 4400. REACH LENGTH SEL .0125 ENERGY SLOPE ELMAX .0 MAX. ELEV. FOR STORAGE/OUTFLOW CALCULATION CROSS-SECTION DATA LEFT OVERBANK --- + ------MAIN CHANNEL -------+ RIGHT OVERBANK S 121 RY ELEVATION 50.00 50.00 44.00 40.00 38.00 50.00 5 0.00 50.00 120 RX DISTANCE 17.00 20.00 20.10 61.00 108.00 133.00 139.00 140.00 *** STORAGE .00 .52 16.41 21.32 26.74 32.65 OUTFLOW .00 13.05 1520.95 2199.80 3015.63 3975.79 ELEVATION 38.00 38.63 41.79 42.42 43.05 43.68 STORAGE 39.00 45.49 79.21 86.21 93.29 100.45 OUTFLOW 5182.82 6635.65 15980.22 18241.64 20628.37 23138.66 ELEVATION 44.32 44.95 48.11 48.74 49.37 50.00 COMPUTED STORAGE-OUTFLOW -ELEVATION DATA 2.06 4.64 8.06 11.99 82.89 244.39 546.37 971.97 39.26 39.89 40.53 41.16 52.07 58.72 65.47 72.30 8232.74 9969.34 11841.54 13846.07 45.58 46.21 46.84 47.47 WARNING kk MODIFIED PULS ROUTING MAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS BETWEEN 11842. TO 23139. THE ROUTED HYDROGRAPH SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTFLOWS S GREATER THAN PEAK INFLOWS. THIS CAN BE CORRECTED BY DECREASING THE TIME INTERVAL OR INCREASING STORAGE (USE A LONGER REACH.) *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ** * ***** * ** * ** * * 122 KK * RRC2 * * * ************** SUBBASIN RUNOFF DATA 124 BA SUBBASIN CHARACTERISTICS TAREA .21 SUBBASIN AREA PRECIPITATION DATA 123 PB STORM 4.80 BASIN TOTAL PRECIPITATION 26 P1 INCREMENTAL PRECIPITATION PATTERN • .00 .00 .00 .00 .00 .00 .00 00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .00 .00 .01 .00 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .02 .02 .02 .02 .02 .02 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ..00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 125 LS SCS LOSS RATE STRTL .30 INITIAL ABSTRACTION CRVNBR 87.00 CURVE NUMBER RTIMP .00 PERCENT IMPERVIOUS AREA 126 UD SCS DIMENSIONLESS UNITGRAPH TLAG .19 LAG UNIT HYDROGRAPH 13 END-OF-PERIOD ORDINATES 120. 380. 437. 313. 162. 91. 50. 27. 15. 8. 5. 3. 1. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** * ** * * * * 127 K * BOX * * * ******** ** * * * * 128 HC HYDROGRAPH COMBINATION ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ** ** * * * *** ** * * * * 129 KK * RRCH * * * ************** SUBBASIN RUNOFF DATA 131 BA SUBBASIN CHARACTERISTICS TAREA .43 SUBBASIN AREA PRECIPITATION DATA 130 PB STORM 4.70 BASIN TOTAL PRECIPITATION 26 PT INCREMENTAL PRECIPITATION PATTERN .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ...00 .00 .00 .00 .00 00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 . .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .00 .00 .01 .00 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .02 .02 .02 .02 .02 .02 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 132 LS SCS LOSS RATE STRTL .30 INITIAL ABSTRACTION CRVNBR 87.00 CURVE NUMBER RTIMP .00 PERCENT IMPERVIOUS AREA 133 UD SCS DIMENSIONLESS UNITGRAPH TLAG .17 LAG 306. 40. 21. 92 6. :1 923 *** UNIT HYDROGRAPH 12 END-OF-PERIOD ORDINATES 558. 279. 147. 77. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** * ** ** * * * * * * * * * * * 134 KK * EX_8x8 * * * 135 HC HYDROGRAPH COMBINATION ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 136 KK * NURSERY * * * ************** DETAIN AT NURSERY EAST OF EL CANINO REAL EXISTING 8X8RCB - CLEAR OPENING ASSUMES ROBERTSON'S RANCH PARK GRADING AT NURSERY HYDROGRAPH ROUTING DATA 140 RS STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES ITYP STOR TYPE OF INITIAL CONDITION RSVRIC -1.00 INITIAL CONDITION X .00 WORKING R AND D COEFFICIENT 141 SA AREA .9 1.6 4.1 5.2 142 SQ DISCHARGE 0. 350. 642. 856. 143 SE ELEVATION 33.10 34.00 36.00 38.00 *** COMPUTED STORAGE-ELEVATION DATA STORAGE .00 1.10 6.64 15.96 ELEVATION 33.10 34.00 36.00 38.00 *** WARNING *** MODIFIED PULS ROUTING MAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS BETWEEN 0. TO 350. .THE ROUTED HYDROGRAPH SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTFLOWS GREATER THAN PEAK INFLOWS. THIS CAN BE CORRECTED BY DECREASING THE TIME INTERVAL OR INCREASING STORAGE (USE A LONGER REACH.) 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE + 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT + Cl 505. 10.25 249. 102. 98. 87 ROUTED TO + CCDETMEL 504. 10.25 249. 102. 98. .87 + 335.64 10.25 ROUTED TO + C1-C2 361. 11.00 235. 98. 95. O .87 240.99 11.00 HYDROGRAPH AT + C2 1519. 10.33 760. 311. 299. 2.72 2 COMBINED AT + COMBINE 1831. 10.42 988. 409. 394. 3.59 ROUTED TO + DETCALA 1348. 11.17 745. 291. 280. 3 .59 + 218.76 11.17 ROUTED TO + C2-C3 1325. 11.33 743. 290. 279. 3.59 + 100.24 11.33 HYDROGRAPH AT + C3 475. 10.08 224. 91. 88.- 88 2 COMBINED AT + COMBINE 1501. 11.17 879. 381. 367. 4.47 ROUTED TO .+ DETNBJB 971. 12.58 832. 381. 367. 4.47 + 76.38 12.58 DIVERSION TO + DIVNORTH 473. 12.58 421. 181. 174. 4.47 HYDROGRAPH AT + DIVCC 498. 12.58 411. 200. 193. 4.47 HYDROGRAPH AT + C4 629. 10.42 314. 128. 123. 1.24 2 COMBINED AT + COMBINE 907. 10.67 681. 328. 316. 5.71 ROUTED TO + C3&-RCC 896. 10.83 680. 326. 314. 5.71 + 46.10 10.83 HYDROGRAPH AT + RCC 26. 10.00 12. 5. 5. 05 2 COMBINED AT + CCTOTAL 909. 10.75 691. 331. 319. 5.76 HYDROGRAPH AT + RETDIV 473. 12.58 421. 181. 174. .00 ROUTED TO + RTNOR 473. 12.75 421. 179. 173. .00 + 40.37 12.75 HYDROGRAPH AT + RRC2 99. 10.08 46. 19. 18. .21 2 COMBINED AT + BOX 497. 12.17 444. 198. 191. .21 HYDROGRAPH AT + RRCH .43 2 COMBINED AT + EX-8x8 .63 ROUTED TO + NURSERY .63 + 35.34 12.50 NORMAL END OF HEC-1 198. 10.00 92. 38. 36. 549. 12.08 504. 236. 227. 545. 12.50 503. 236. 227. 10 0' 100' SCALE: 1 = 100' FOR SECTIONS IN EXIST: CHANNELS SEE SHEET 2 Y91T R EL CAAI/NO REAL WIDEN/NC CROSS SECTIONS DOWNSTREAM OF EXISTING DOUBLE 8W" RCB NEAR KELLY DRIVE SHEET 1 OF 2 G:\101307\Hydrol ogy\ECR\PREVIOUS DRAINAGE\Submlttal//2\XSection.dwg Jan 27, 2014 11: 48am Xrefs: 1007ATP01; 1007AMAP; 9820CRD; 1007AUTL7; 1007wstr; 1007wpro; 1007WUTL; 1007ASITE; 0114TPCH; 1007v op G:\101307\Hydrology\ECR\PREVIOUS DRAINAGE\Submittol#2\XSection.dwg Jan 27, 2014 11: 48am Xrefs: 1007A1P01; 1007AMAP; 98200RD; 1007AUTL7; 1007wstr; 1007wpro; 1007WUTL; 1007ASITE; 0114TPCH; 1007