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HomeMy WebLinkAbout2134-Hydrostudy7-7-21 Combined FINAL HYDROLOGY/HYDRAULICS REPORT ALBERHILL RANCH PROJECT TRACT 28214 PHASE 9 TO 17 City of Lake Elsinore, County of Riverside, California ry' .x PREPARED FOR: PREPARED BY: ENG/NEERS CIVIL ENGINEERS PLANNERS•SURVEYORS Lansing Company KWC Engineers 12671 High Bluff Drive, Suite 150 1880 Compton Avenue, Suite 100 San Diego, CA 92130 Corona, CA 92881 Tel: (951) 734-2130 www.kwcengineers.com July 7, 2021 Tom Caseldine, RICE 79048 JN 2020.2134 R:\20\2134\FINAL\REPORTS\HYDRO\1500\2134-Hydrostudy7-7-2l.doe TABLE OF CONTENTS Section Name Page Number LIST OF TABLES ..........................................................................................................ii LISTOF FIGURES ........................................................................................................ii LIST OF APPENDICES.................................................................................................ii Section1 - Introduction................................................................................................. 1 1.1 Purpose of Study......................................................................................... 1 1.2 Project Description ...................................................................................... 2 1.3 Study Area .................................................................................................. 3 1.4 Proposed Master Drainage Facilities .......................................................... 3 1.5 Floodplain Mapping..................................................................................... 3 1.6 Design Criteria ............................................................................................ 4 Section 2 — Hydrologic Data and Model Development ................................................. 5 2.1 Existing Condition Model ............................................................................ 5 2.2 Proposed Condition Model.......................................................................... 5 2.3 Sediment / Desilting Basin Design .............................................................. 7 Section 3 — Hydraulic Analysis ..................................................................................... 8 3.1 Onsite Storm Drain System ........................................................................ 8 3.2 Street Capacity Analysis............................................................................. 8 3.3 Outlet Analysis............................................................................................ 9 Final Hydrology/Hydraulics Report i Section 4 — Conclusions ............................................................................................. 10 Section5 - References ............................................................................................... 11 LIST OF TABLES Table 1. Proposed Condition Rational Method Hydrology Results ............................. 6 LIST OF FIGURES Figure 1: Vicinity Map Figure 2: Hydrologic Classification of Soils Figure 4: Proposed Condition Hydrology Key Maps Figure 5: FEMA FIRM Panels LIST OF APPENDICES Appendix A: RCFC&WCD Hydrologic Data Appendix B: Proposed Condition Rational Method Hydrology Calculations Appendix C: Proposed Condition Hydrology Key Maps Appendix D: FEMA FIRM Panels Appendix E: Catch Basin Sizing Calculations and Street Capacity Analysis Appendix F: Storm Drain Hydraulics WSPG Analysis Appendix G: Velocity Control Ring Calculations Appendix H: Miscellaneous Drainage System Calculations Appendix I: Temporary Desilting Basin Calculations & Inlet Calculations Appendix J: Reference Plans Final Hydrology/Hydraulics Report ii Section 1 INTRODUCTION 1 .1 PURPOSE OF STUDY The Alberhill Ranch project is located south of the intersection of Lake Street and Nichols Road (see Figure 1), within the Lake Elsinore Sphere of Influence. r ra'Ro�— —wrFei_ 2 1 n 5 Project Location to- NiUds v � Rivsi o F TmeUcwnis Ave Carryon Hign E 9 s Moi 9 y4n 6 � b oC®>y C \ ej9Ee Og 4.� Q's Elv a's O 5 nru.in�. y a aye ( V c Po �` asS Shrin Or ^a' Ro G<aoJ nlino\s5t rir Syi S4 cW ovns t�sy 44° rby r 3s e` n4 9 Rya otl1 S rye ose ST ANaratlo St �o WPottery Sr _ �eaiU4ve f Ca 2 agYe *�h Graham qva EFranxlrnSt e m ° Lake Elsinore Figure 1: Project Vicinity Map The purpose of this study is to hydrologically model the project developed condition onsite tributary watersheds for phases 9 to 17 and determine the proposed peak stormwater runoffs. The hydrologic analysis was prepared using the Rational Method as specified in the Riverside County Final Hydrology/Hydraulics Report 1 Flood Control & Water Conservation District Hydrology Manual (RCHM). The flows determined in this report were used to size the above and below ground drainage facilities to support the Alberthill Ranch project. The storm drain mainlines are proposed as being owned and maintained by City of Lake Elsinore Public Works. This report provides the supporting calculations for: • Rational Method Hydrology for determining peak stormwater runoff • Catch basins, inlets and outlets structure sizing will be reviewed as part of Imp. Plans • Hydraulic calculations of proposed storm drain system • Street capacity calculations will be reviewed as part of Imp. Plans 1 .2 PROJECT DESCRIPTION The Alberthill Ranch project(Tract No. 28214)phase 9 to 17 comprises approximately 134 acres of vacant land situated in the hills to the northwest of Lake Elsinore in Western Riverside County, California. The site is located approximately 0.5 miles east of Lake Street and 1.5 miles south of the I-15 Freeway (see Figure 1). Tract 28214 (phase 9 to 17) will consist of 346 single- family residential lots with a minimum lot size of 5,000 square feet(sf) and 3 private parks. The onsite runoff from Phases 9 to 12 will be conveyed in a safe and nondestructive manner into proposed onsite catch basins as shown on the Hydrology Key Maps (Appendix Q. The onsite flow-by catch basins and storm drain system have been sized to carry the ultimate condition 100- year discharge. These catch basins and lateral pipes connect to a system of larger size main line pipes, specifically labeled as S.D. Line `B", and S.D. Line `B-1". S.D. Line `B-I" will be constructed as part of Phases 9 to 12 and will tie into the existing Line `B" in Nichols Road. Phases 13 to 17 storm drain improvement proposes to construct storm drain system called S.D. LINE "H" beginning at Merrifield Street through Hudson Lane and extending to the southern boundary of phase 16, and to join with the future Tract 36557 storm drain. S.D. LINE "H" consisting of 24-inch to 48-inch reinforced concrete pipes (RCPs) will run along Merrifield Street and Hudson Lane. S.D. Line "H" will be designed to carry the ultimate condition 100-year storm flows of approximately 146.3 cfs from 56.7 ac of tributary drainage area. The runoffs are collected in a series of onsite flow-by catch basins to S.D. Line "H". See hydrology maps (Appendix C) for the location of the storm drain line and discharge point. Tract 28214 Preliminary Hydrology Study by Hunsaker & Associates calculated an existing condition 100-year discharge of 151.0 cfs for this same discharge point. Phase 13 to 17 also proposes to construct lateral "H-1". Lateral "H-1" will be designed to carry the ultimate condition 100-year discharge of 44.8 cfs from 17.1 acres of Final Hydrology/Hydraulics Report 2 tributary area running along Hudson Lane will tie into Line "H". This lateral consists of 30-inch diameter pipe. 1 .3 STUDY AREA The project site is located within the Santa Ana River Watershed, the largest watershed in Riverside County. The existing site topography is characterized by rolling mountainous terrain and the existing vegetation in this watershed is generally bare, consisting mostly of native grasses and chaparral. The existing tributary watersheds comprise mostly of natural undeveloped lands draining to Temescal Wash 1 .4 PROPOSED MASTER DRAINAGE FACILITIES The City of Lake Elsinore Drainage Master Plan does not identify the drainage facilities for the area surrounding the Alberhill Ranch project site area. 1 .5 FLOODPLAIN MAPPING The National Flood Insurance Act (1968) established the National Flood Insurance Program, which is based on the minimal requirements for floodplain management and is designed to minimize flood damage within Special Flood Hazard Areas. The Federal Emergency Management Agency (FEMA) is the agency which administrates the National Flood Insurance Program. Special Flood Hazard Areas (SFHA) are defined as areas that have a 1% chance of flooding within a given year. This is also referred to as the 100-year flood. Flood Insurance Rate Maps (FIRMs)were developed to identify areas of flood hazards within a community. According to the Flood Insurance Rate Map (FIRM) catalog, there are FIRMS produced by FEMA for the project site: MAP Number: 06065C2009G MAP Revised: August 28, 2008. FIRM Map No. 06065C2009G (Appendix D) shows the flood zones designated for the Alberthill Ranch project site. The project site is located within unmapped Zone X, which is an area determined to be outside the 0.2% annual chance floodplain (500-year). Final Hydrology/Hydraulics Report 3 1 .6 DESIGN CRITERIA This analysis is based on the design criteria of the city of Lake Elsinore and Riverside County Flood Control &Water Conservation District(RCFC&WCD). Protection Levels 1. The 100-year flood shall be contained with the street R/W limits. 2. The 10-year flood shall be contained within the Top of Curbs. 3. Initiate a storm drain or channel when either condition is exceeded. Final Hydrology/Hydraulics Report 4 Section 2 HYDROLOGIC DATA AND MODEL DEVELOPMENT 2.1 EXISTING CONDITION KWC Engineers (KWC) has performed an existing condition hydrologic analysis for the Alberhill Ranch project and its tributary watersheds as described in the previously submitted and approved study titled "Onsite/offsite Hydrology Study for Tract No. 28214-8, -9, Offsite Tributary Area, & Tract No. 30836 Main Line & In-Tract Storm Drain System" dated September 22, 2010. The existing topography is characterized by rolling mountainous terrain consisting of one main drainage area tributary to Temescal wash at Nichols Road, with elevations ranging from 1748 mean sea level (MSL) to 1250 MSL. The existing vegetation in this watershed is generally sparse, consisting mostly of native grasses and chaparral. The existing tributary watershed is approximately 605 acres comprised of mostly natural undeveloped land draining to an existing watercourse that runs in a northeasterly direction before confluencing with Temescal Wash. A copy of the report is included as an attachment. 2.2 PROPOSED CONDITION MODEL KWC delineated the proposed condition drainage areas according to the Alberhill Ranch Improvement Plans (see Appendix J). This drainage study consists of two major drainage areas; Tract 28214 phase 9-12, and Tract 28214 phase 13-17. Tract 28214 phase 9-12 will consist of 170 single-family residential lots with minimum lot area of 5,000 square feet (sf), and a private park. Tract 28214 phase 13-17 will consist of 176 single-family residential lots and two private parks. The drainage collection and conveyance systems will be designed to convey the 100-year storm runoff. Runoff from phases 9-12 will be picked up in gutters, catch basins, and storm drain pipes and conveyed to an existing storm drain located in Nichols Road. The Nichols Road Storm Drain has been designed to accept the 100-year ultimate discharge from Tract 28214 phases 9-12. Final Hydrology/Hydraulics Report 5 Runoff from phases 13-17 will be pick up in a similar fashion as phases 9-12, and will discharge to a proposed 48-inch storm drain as part of Tract 36557 improvements. Review of the existing condition analysis indicated that the proposed peak flows are less than the existing peak flows. The reason for this is because the developed condition tributary is less than the existing condition tributary area. As a result, there is no increase in runoff at this location because of the development. Rainfall intensities for the 10-year and 100-year return periods were taken from the Standard Intensity-Duration Curve (RCHM Plate D-4.1) for Elsinore-Wildomar Area. Loss rates for developed areas were based on single-family residential (1/4 acre lot) using the recommended 50% impervious and urban cover. In order to estimate the time of concentration, pipe slopes were assumed equal to the proposed street slopes, using approximately 6 feet of cover below the finished surface. Hydrologic soil data was obtained from the Riverside County Flood Control and Water Conservation District Hydrology Manual (RCHM) Plate C-1.40. Plate C-1.40 (see Appendix A) shows the soil hydrologic soil group distribution for the project tributary subareas. Soil types within the drainage area boundaries consist of a mixture of soils B and D. The Riverside County Rational Method Hydrologic calculations (as described in the RCHM) were performed using the CivilDesign Hydrology/Hydraulics computer program package 2005 by Bonadiman and Associates, Inc. The developed land use (single family residential) condition associated with the proposed project will modify the hydrologic characteristics of the watershed by (1) increasing the amount of impervious area, (2) modifying existing drainage patterns, (3) increasing the hydraulic efficiency of the drainage conveyance system from natural drainage courses to improved underground storm drain systems, (4) reducing the time of peak flow, and(5) increasing the peak discharges. Table 1 presents the results of the proposed condition 10-year and 100-year rational method calculations at the downstream discharge points from phases 9-12, and phases 13-17 and the calculations are presented in Appendix B. TABLE 1 —PROPOSED CONDITION RATIONAL METHOD HYDROLOGY RESULTS Drainage Drainage Drainage Area 10-Year 100-Year Area ID Area ID (ac) (cfs) (cfs) Phases 9-12 D 91.75 119.7 189.1 Phases 13-17 E 62.3 100.1 159.7 Final Hydrology/Hydraulics Report 6 2.3 SEDIMENT / DESILTING BASIN DESIGN During construction the site will consist of several proposed sediment / desilting basins within the project boundary. The purpose of these basins is to control the erosion and trap sediment before it leaves the site. Temporary storm drain pipes will be constructed to convey 100-year 1- hour storm event runoff from one area to the next as necessary to safely convey runoff across the project site to discharge points along the project perimeter. Basins are sized according to State of California Water Resource Control Board and County of Riverside design guidelines. The site's runoff will be detained and desilted in these basins prior to being discharged into various existing discharge points around the site. Outlet structures are designed for the 100-year 1-hour storm event per typical minimum flood protection criteria by Riverside County Flood Control criteria. This criteria is more stringent than the California Code of Regulation Section 3706 (CCR 3706) design criteria of 20-year 1-hour storm event. Refer to Appendix I for sediment/desilting basin sizing calculations. Final Hydrology/Hydraulics Report 7 Section 3 HYDRAULIC ANALYSIS 3.1 ONSITE STORM DRAIN SYSTEM The onsite storm drain system shall be owned and maintained by the City of Lake Elsinore Public Works Department, except for the WQMP basins and pipes leading to and from the WQMP basins, which will be maintained by the H.O.A. The hydraulic analysis and sizing of the storm drain system associated with the project was performed for the 100-year flow rates using the "Water Surface Pressure Gradient" (WSPG) computer program (see Appendix F for WSPG calculations). Storm Drain Pipes will be designed as reinforced concrete pipe (RCP) while maintaining the Hydraulic Grade Line (HGL) a minimum of 2 feet below the proposed finish surface, with a roughness coefficient of 0.013 per City of Lake Elsinore standards. Flowby and sump catch basins are sized per City of Lake Elsinore Hydraulic Design Guideline and are designed to accept the 100-year storm runoff. Catch basins and storm drain laterals were placed at locations to keep the 10-year flow below the top of curb and the 100-year flow below the right of way. Catch basin sizing calculations are included in Appendix E. 3.2 STREET CAPACITY ANALYSIS Onsite street capacities for the proposed development are calculated using Manning's equation. Street gradient within the site ranges from 2% to 12%. The street sections are shown on the rough grading plans and street improvement plans. Results are summarized in Appendix E. Street hydraulic calculations were performed on selected sections (minimum capacity locations). By using this street capacity analysis with the peak tributary flows, it is determined that the street sections are sufficient to provide the level of protection required by City of Lake Elsinore as previously discussed. Since, the storm drain mainline pipes were sized for the 100-year storm event, the street will only contain local flows until catch basins intercept the 100-year flow. Final Hydrology/Hydraulics Report 8 3.3 OUTLET ANALYSIS Tract 28214 phase 9-12 and Tract 28214 phase 13-17 will outlet at two (2) locations (see Hydrology Key Maps). Tract 28214 phase 9-12 outlet will connect directly to the existing storm drain in Nichols Road. Tract 28214 phase 13-17 (Line H) will connect with a future storm drain per Tract 28214 Improvement Plans. Final Hydrology/Hydraulics Report 9 Section CONCLUSIONS This hydrology and hydraulics report has evaluated the potential effects of runoff for the proposed project Alberthill Ranch Tract 28214 Phase 9 to 17. In addition, the report has addressed the methodology used to analyze the proposed conditions, which was based on the Riverside County Hydrology Manual (RCHM). This section provides a summary discussion that evaluates the potential effects of the proposed project. a The proposed drainage pattern is consistent with existing drainage pattern. .• Storm drain alignments and pipe sizes were adequately sized from the hydrology results and hydraulic calculations of the hydraulic grade line (HGL) for the 100-year storm event. a The proposed onsite storm drains shall be publicly maintained by City of Lake Elsinore. :• Proposed alignment and pipe sizes of storm drain lines were presented. a Proposed hydraulic grade lines and design discharges throughout the storm drain system are presented. All storm water runoff will be conveyed via street sections and an onsite storm drain system. The computed 10-year storm event is contained below the top of curb and the computed 100- year storm event is contained within the street right-of-way. Final Hydrology/Hydraulics Report 10 Section 5 REFERENCES Riverside County Flood Control and Water Conservation District.Hydrology Manual (RCHM). April 1978. Riverside County Flood Control and Water Conservation District. Increased Runoff Mitigation Workshop. August 24, 1995. Onsite/Offsite Hydrology Study for Tract No. 28214-8, -9, Offsite Tributary Area& Tract No. 30836 Main Line & In-Tract Storm Drain System in the City of Lake Elsinore, County of Riverside, California, KWC Engineers, September 22, 2010 Preliminary Hydrology Analysis for Tentative Tract 28214, City of lake Elsinore, Hunsaker and Associates Final Hydrology/Hydraulics Report 11 Appendix RCFC&WCD Hydrologic Data �raS' It ic (LAKE MATHEWS) b 1�'!�'�'`;:•'jff- �«*'. i �'•� �'4�}'1 .5 ��t �- � }\_.D� ��� / ����'�� 9G� �y: � ~i.}J�-� �5�1 __ jo jZ Y �r♦ �\)t,,�r����l'��,-�� �''s•E Y' v 'f ('' 1, Jt ;�•;.�?"> � ~1 c�'-"`�f�'�. 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Y1 In h T N 0..0 1V m f�O T f•1 m f 0 D 1.1 O � Q O< ..h•f.•T• 1��0 f 1•IN .+O TT mh�D IA IA f f 1.1 f•IN N.+O o T TT m mm J u- .••�I, • • • • • • • • • • • • • • • • • • • • • • • • • • • < Y f 1.1 1.1/•1 N N NNN N N N N.... ...-..-..r.. .-........... .-..r...,..., 11 0: O W W Z i 4 O 1n O • • W < H!- IA D I-m T O N E 0 m 0 M f 0 m O M O M o m O m O m 1n V N U < ...�...�•.�..r.-. ...�...�...�...�.r 1 1V 1V 1V m 1.1 1.1 In 1.1 d f IA IA 10 10 h h m m � Z O S R C F C Sk W C D STANDARD HYDROLOGY iMANUAL INTENSITY - DURATION CURVES DATA PLATE D-4.1 (2 of 6) RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL-COVER COMPLEXES FOR PERVIOUS AREAS-AMC II Cover Type (3) Quality of Soil Group Cover (2) A B I C D NATURAL COVERS - Barren 78 86 91 93 (Rockland, eroded and graded land) Chaparrel, Broadleaf Poor 53 70 80 85 (Manzonita, ceanothus and scrub oak) Fair 40 63 75 81 Good 31 57 71 78 Chaparrel, Narrowleaf Poor 71 82 88 91 (Chamise and redshank) Fair 55 72 81 86 Grass, Annual or Perennial Poor 67 78 86 89 Fair 50 69 79 84 Good 38 61 74 80 Meadows or Cienegas Poor 63 77 85 88 (Areas with seasonally high water table, Fair 51 70 80 84 principal vegetation is sod forming grass) Good 30 58 72 78 Open Brush Poor 62 76 84 88 (Soft wood shrubs - buckwheat, sage, etc. ) Fair 46 66 77 83 Good 41 63 75 81 Woodland Poor 45 66 77 83 (Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density is at least 50 percent) Good 28 55 70 77 Woodland, Grass Poor 57 73 82 86 (Coniferous or broadleaf trees with canopy Fair 44 65 77 82 density from 20 to 50 percent) Good 33 58 72 79 URBAN COVERS - Residential or Commercial Landscaping Good 32 56 69 75 (Lawn, shrubs, etc.) Turf Poor 58 74 83 87 (Irrigated and mowed grass) Fair 44 65 77 82 Good 33 58 72 79 AGRICULTURAL COVERS - Fallow 76 85 90 92 (Land plowed but not tilled or seeded) R C F C Ik W C D RUNOFF INDEX NUMBERS 1-J`IDR�JL�J' GY 1�/JA NUAL FOR PERVIOUS AREA PLATE D-5.5 0 of 2) ACTUAL IMPERVIOUS COVER Recommended Value Land Use (1) Range-Percent For Average Conditions-Percent(2 Natural or Agriculture 0 - 10 0 Single Family Residential: (3) 40,000 S. F. (1 Acre) Lots 10 - 25 20 20,000 S. F. (1i Acre) Lots 30 - 45 40 7,200 - 10,000 S. F. Lots 45 - 55 50 Multiple Family Residential: Condominiums 45 - 70 65 Apartments 65 - 90 80 Mobile Home Park 60 - 85 75 Commercial, Downtown 80 -100 90 Business or Industrial Notes: 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some areas to use ornamental grav- els underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area should always be made, and a review of aerial photos, where available may assist in estimat- ing the percentage of impervious cover in developed areas. 3. For typical horse ranch subdivisions increase impervious area 5 per- cent over the values recommended in the table above. R C F C Ik W C D IMPERVIOUS COVER rJYDROLO�Y 1�/MANUAL FOR DEVELOPED AREAS PLATE D-5.6 Appendix Proposed Condition Rational Method Hydrology Calculations Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 09/26/18 File:1500hydpropal0.out ------------------------------------------------------------------------ 2015.1500-2 Alberthill Ranch Tract No. 28214 Phase 9 to 12 Proposed Condition 10-Year Storm Modeled by LJ on September 25, 2018 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6062 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Elsinore-Wildomar ] area used. 10 year storm 10 minute intensity = 2.320 (In/Hr) 10 year storm 60 minute intensity = 0.980 (In/Hr) 100 year storm 10 minute intensity = 3.540(In/Hr) 100 year storm 60 minute intensity = 1.500 (In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.980(In/Hr) Slope of intensity duration curve = 0.4800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 423.000 (Ft.) Top (of initial area) elevation = 1480.100 (Ft.) Bottom (of initial area) elevation = 1464.800 (Ft.) Difference in elevation = 15.300(Ft.) Slope = 0.03617 s(percent)= 3.62 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 8.510 min. Rainfall intensity = 2.502 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.832 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Page 1 Initial subarea runoff = 3.478(CFS) Total initial stream area = 1.670 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 2.000 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.844 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 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 8.51 min. Rainfall intensity = 2.502 (In/Hr) for a 10.0 year storm Subarea runoff = 2.895(CFS) for 1.370 (Ac.) Total runoff = 6.373(CFS) Total area = 3.040 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 2.000 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.844 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 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 8.51 min. Rainfall intensity = 2.502 (In/Hr) for a 10.0 year storm Subarea runoff = 1.944 (CFS) for 0.920(Ac.) Total runoff = 8.317 (CFS) Total area = 3.960 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1464.800(Ft.) End of street segment elevation = 1414.600(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(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 = 2.000 (Ft.) Gutter hike from flowline = 0.080 (In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 10.717 (CFS) Depth of flow = 0.221 (Ft.) , Average velocity = 6.743(Ft/s) Page 2 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.738(Ft.) Flow velocity = 6.74 (Ft/s) Travel time = 1.63 min. TC = 10.14 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.827 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.300(In/Hr) for a 10.0 year storm Subarea runoff = 4.738(CFS) for 2.490(Ac.) Total runoff = 13.055(CFS) Total area = 6.450(Ac.) Street flow at end of street = 13.055(CFS) Half street flow at end of street = 13.055(CFS) Depth of flow = 0.241(Ft.) , Average velocity = 7.089(Ft/s) Flow width (from curb towards crown)= 13.693(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1400.800 (Ft.) Downstream point/station elevation = 1400.190 (Ft.) Pipe length = 30.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.055(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 13.055(CFS) Normal flow depth in pipe = 13.09(In.) Flow top width inside pipe = 16.03(In.) Critical Depth = 16.24 (In.) Pipe flow velocity = 9.48 (Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 10.19 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.450(Ac.) Runoff from this stream = 13.055(CFS) Time of concentration = 10.19 min. Rainfall intensity = 2.295(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 23.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 646.000 (Ft.) Top (of initial area) elevation = 1479.900(Ft.) Bottom (of initial area) elevation = 1443.700 (Ft.) Difference in elevation = 36.200 (Ft.) Slope = 0.05604 s(percent)= 5.60 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Page 3 Initial area time of concentration = 9.236 min. Rainfall intensity = 2.406(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.830 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.616(CFS) Total initial stream area = 1.310 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 24.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1443.700(Ft.) End of street segment elevation = 1413.300(Ft.) Length of street segment = 353.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000 (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 = 2.000 (Ft.) Gutter hike from flowline = 0.080 (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 = 3.907 (CFS) Depth of flow = 0.140(Ft.) , Average velocity = 5.459(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.655(Ft.) Flow velocity = 5.46(Ft/s) Travel time = 1.08 min. TC = 10.31 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.827 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.282 (In/Hr) for a 10.0 year storm Subarea runoff = 2.509(CFS) for 1.330(Ac.) Total runoff = 5.125(CFS) Total area = 2.640 (Ac.) Street flow at end of street = 5.125(CFS) Half street flow at end of street = 5.125(CFS) Depth of flow = 0.157 (Ft.) , Average velocity = 5.853(Ft/s) Flow width (from curb towards crown)= 9.534 (Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 4.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Page 4 Upstream point/station elevation = 1400.690 (Ft.) Downstream point/station elevation = 1400.190 (Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.125 (CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 5.125(CFS) Normal flow depth in pipe = 8.04 (In.) Flow top width inside pipe = 14.96(In.) Critical Depth = 11.02 (In.) Pipe flow velocity = 7.66(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 10.37 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 4.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.640(Ac.) Runoff from this stream = 5.125(CFS) Time of concentration = 10.37 min. Rainfall intensity = 2.276(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 13.055 10.19 2.295 2 5.125 10.37 2.276 Largest stream flow has longer or shorter time of concentration Qp = 13.055 + sum of Qa Tb/Ta 5.125 * 0.983 = 5.039 Qp = 18.094 Total of 2 main streams to confluence: Flow rates before confluence point: 13.055 5.125 Area of streams before confluence: 6.450 2.640 Results of confluence: Total flow rate = 18.094 (CFS) Time of concentration = 10.195 min. Effective stream area after confluence = 9.090 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1400.190 (Ft.) Downstream point/station elevation = 1399.100 (Ft.) Pipe length = 54.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 18.094 (CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 18.094 (CFS) Normal flow depth in pipe = 14.30(In.) Flow top width inside pipe = 19.58 (In.) Page 5 Critical Depth = 18.56(In.) Pipe flow velocity = 10.37 (Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 10.28 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.090(Ac.) Runoff from this stream = 18.094 (CFS) Time of concentration = 10.28 min. Rainfall intensity = 2.285(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 553.000 (Ft.) Top (of initial area) elevation = 1478.000 (Ft.) Bottom (of initial area) elevation = 1417.000 (Ft.) Difference in elevation = 61.000(Ft.) Slope = 0.11031 s(percent)= 11.03 TC = k(0.530) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 10.300 min. Rainfall intensity = 2.283(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.839 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 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 1.016(CFS) Total initial stream area = 0.530 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 17.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1417.000(Ft.) End of street segment elevation = 1413.300(Ft.) Length of street segment = 193.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(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 = 2.000 (Ft.) Gutter hike from flowline = 0.080 (In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Page 6 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.727 (CFS) Depth of flow = 0.136(Ft.) , Average velocity = 2.533(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.457 (Ft.) Flow velocity = 2.53(Ft/s) Travel time = 1.27 min. TC = 11.57 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.823 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.159(In/Hr) for a 10.0 year storm Subarea runoff = 1.369(CFS) for 0.770(Ac.) Total runoff = 2.385(CFS) Total area = 1.300 (Ac.) Street flow at end of street = 2.385(CFS) Half street flow at end of street = 2.385(CFS) Depth of flow = 0.156(Ft.) , Average velocity = 2.752 (Ft/s) Flow width (from curb towards crown)= 9.486(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 18.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1406.800 (Ft.) Downstream point/station elevation = 1399.800 (Ft.) Pipe length = 29.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.385(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 2.385(CFS) Normal flow depth in pipe = 4.31(In.) Flow top width inside pipe = 5.40 (In.) Critical depth could not be calculated. Pipe flow velocity = 15.80 (Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 11.60 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 18.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.300(Ac.) Runoff from this stream = 2.385(CFS) Time of concentration = 11.60 min. Rainfall intensity = 2.157 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 21.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 332.000 (Ft.) Top (of initial area) elevation = 1418.000 (Ft.) Bottom (of initial area) elevation = 1412.800 (Ft.) Difference in elevation = 5.200(Ft.) Slope = 0.01566 s(percent)= 1.57 Page 7 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 9.132 min. Rainfall intensity = 2.419(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.830 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.028(CFS) Total initial stream area = 1.010 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 18.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1406.300 (Ft.) Downstream point/station elevation = 1399.800 (Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.028 (CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 2.028 (CFS) Normal flow depth in pipe = 3.73(In.) Flow top width inside pipe = 5.82 (In.) Critical depth could not be calculated. Pipe flow velocity = 15.81 (Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 9.16 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 18.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.010(Ac.) Runoff from this stream = 2.028 (CFS) Time of concentration = 9.16 min. Rainfall intensity = 2.416(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.385 11.60 2.157 2 2.028 9.16 2.416 Largest stream flow has longer time of concentration Qp = 2.385 + sum of Qb Ia/Ib 2.028 * 0.893 = 1.811 Qp = 4.195 Total of 2 streams to confluence: Flow rates before confluence point: 2.385 2.028 Area of streams before confluence: 1.300 1.010 Results of confluence: Page 8 Total flow rate = 4.195(CFS) Time of concentration = 11.601 min. Effective stream area after confluence = 2.310(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 5.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1399.800 (Ft.) Downstream point/station elevation = 1399.100 (Ft.) Pipe length = 35.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.195 (CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 4.195(CFS) Normal flow depth in pipe = 8.37 (In.) Flow top width inside pipe = 11.03(In.) Critical Depth = 10.36(In.) Pipe flow velocity = 7.18 (Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 11.68 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 5.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.310(Ac.) Runoff from this stream = 4.195(CFS) Time of concentration = 11.68 min. Rainfall intensity = 2.149(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.000 to Point/Station 26.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 422.000 (Ft.) Top (of initial area) elevation = 1442.000(Ft.) Bottom (of initial area) elevation = 1436.000 (Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.01422 s(percent)= 1.42 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 10.248 min. Rainfall intensity = 2.289(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.827 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.388(CFS) Total initial stream area = 1.790 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station 27.000 Page 9 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1436.000(Ft.) End of street segment elevation = 1411.500(Ft.) Length of street segment = 485.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 18.000 (Ft.) Distance from crown to crossfall grade break = 16.000(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 = 2.000 (Ft.) Gutter hike from flowline = 0.080 (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 = 4.609(CFS) Depth of flow = 0.169(Ft.) , Average velocity = 4.671 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.100 (Ft.) Flow velocity = 4.67 (Ft/s) Travel time = 1.73 min. TC = 11.98 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.822 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.124 (In/Hr) for a 10.0 year storm Subarea runoff = 2.392 (CFS) for 1.370(Ac.) Total runoff = 5.780(CFS) Total area = 3.160 (Ac.) Street flow at end of street = 5.780(CFS) Half street flow at end of street = 5.780 (CFS) Depth of flow = 0.186(Ft.) , Average velocity = 4.948 (Ft/s) Flow width (from curb towards crown)= 10.961(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 27.000 to Point/Station 28.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1408.000 (Ft.) Downstream point/station elevation = 1401.900 (Ft.) Pipe length = 16.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.780(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 5.780 (CFS) Normal flow depth in pipe = 4.85(In.) Flow top width inside pipe = 8.97 (In.) Critical depth could not be calculated. Pipe flow velocity = 23.83(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 11.99 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 28.000 to Point/Station 29.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Page 10 Upstream point/station elevation = 1401.900 (Ft.) Downstream point/station elevation = 1401.600 (Ft.) Pipe length = 13.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.780(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 5.780 (CFS) Normal flow depth in pipe = 8.27 (In.) Flow top width inside pipe = 14.92 (In.) Critical Depth = 11.68 (In.) Pipe flow velocity = 8.32 (Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 12.02 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 28.000 to Point/Station 29.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 3.160(Ac.) Runoff from this stream = 5.780 (CFS) Time of concentration = 12.02 min. Rainfall intensity = 2.121 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 31.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 604.000 (Ft.) Top (of initial area) elevation = 1436.300(Ft.) Bottom (of initial area) elevation = 1411.500 (Ft.) Difference in elevation = 24.800(Ft.) Slope = 0.04106 s(percent)= 4.11 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 9.567 min. Rainfall intensity = 2.366(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.829 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.490(CFS) Total initial stream area = 1.780 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 29.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1408.000 (Ft.) Downstream point/station elevation = 1401.600 (Ft.) Pipe length = 27.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.490(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 3.490 (CFS) Normal flow depth in pipe = 4.17 (In.) Flow top width inside pipe = 8.98 (In.) Page 11 Critical depth could not be calculated. Pipe flow velocity = 17.46(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 9.59 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 29.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 1.780 (Ac.) Runoff from this stream = 3.490 (CFS) Time of concentration = 9.59 min. Rainfall intensity = 2.363(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.780 12.02 2.121 2 3.490 9.59 2.363 Largest stream flow has longer time of concentration Qp = 5.780 + sum of Qb Ia/Ib 3.490 * 0.898 = 3.133 Qp = 8.912 Total of 2 streams to confluence: Flow rates before confluence point: 5.780 3.490 Area of streams before confluence: 3.160 1.780 Results of confluence: Total flow rate = 8.912 (CFS) Time of concentration = 12.015 min. Effective stream area after confluence = 4.940(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 29.000 to Point/Station 5.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1401.600 (Ft.) Downstream point/station elevation = 1399.100 (Ft.) Pipe length = 47.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.912 (CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 8.912 (CFS) Normal flow depth in pipe = 8.36(In.) Flow top width inside pipe = 14.90 (In.) Critical Depth = 13.83(In.) Pipe flow velocity = 12.68 (Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 12.08 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 29.000 to Point/Station 5.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: Page 12 In Main Stream number: 3 Stream flow area = 4.940(Ac.) Runoff from this stream = 8.912 (CFS) Time of concentration = 12.08 min. Rainfall intensity = 2.115(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 18.094 10.28 2.285 2 4.195 11.68 2.149 3 8.912 12.08 2.115 Largest stream flow has longer or shorter time of concentration Qp = 18.094 + sum of Qa Tb/Ta 4.195 * 0.880 = 3.693 Qa Tb/Ta 8.912 * 0.851 = 7.588 Qp = 29.375 Total of 3 main streams to confluence: Flow rates before confluence point: 18.094 4.195 8.912 Area of streams before confluence: 9.090 2.310 4.940 Results of confluence: Total flow rate = 29.375(CFS) Time of concentration = 10.283 min. Effective stream area after confluence = 16.340 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 7.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1399.100 (Ft.) Downstream point/station elevation = 1375.600 (Ft.) Pipe length = 255.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 29.375(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 29.375(CFS) Normal flow depth in pipe = 13.62 (In.) Flow top width inside pipe = 15.45(In.) Critical depth could not be calculated. Pipe flow velocity = 20.48 (Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 10.49 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 7.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 16.340(Ac.) Runoff from this stream = 29.375(CFS) Time of concentration = 10.49 min. Rainfall intensity = 2.263(In/Hr) Page 13 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 35.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 299.000 (Ft.) Top (of initial area) elevation = 1413.300(Ft.) Bottom (of initial area) elevation = 1387.900 (Ft.) Difference in elevation = 25.400(Ft.) Slope = 0.08495 s(percent)= 8.49 TC = k(0.300) *[ (length^3) / (elevation change) ]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 3.230(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.889 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.862 (CFS) Total initial stream area = 0.300 (Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 7.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1381.600 (Ft.) Downstream point/station elevation = 1375.600 (Ft.) Pipe length = 26.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.862 (CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.862 (CFS) Normal flow depth in pipe = 2.33(In.) Flow top width inside pipe = 5.85(In.) Critical Depth = 5.46(In.) Pipe flow velocity = 12.21 (Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 5.04 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 7.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.300 (Ac.) Runoff from this stream = 0.862 (CFS) Time of concentration = 5.04 min. Rainfall intensity = 3.219(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 36.000 Page 14 **** INITIAL AREA EVALUATION **** Initial area flow distance = 297.000 (Ft.) Top (of initial area) elevation = 1414.600(Ft.) Bottom (of initial area) elevation = 1387.900 (Ft.) Difference in elevation = 26.700(Ft.) Slope = 0.08990 s(percent)= 8.99 TC = k(0.300) *[ (length^3) / (elevation change) ]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 3.230(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.889 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.747 (CFS) Total initial stream area = 0.260 (Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 7.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1381.300 (Ft.) Downstream point/station elevation = 1375.600 (Ft.) Pipe length = 33.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.747 (CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.747 (CFS) Normal flow depth in pipe = 2.34 (In.) Flow top width inside pipe = 5.85(In.) Critical Depth = 5.20 (In.) Pipe flow velocity = 10.51 (Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 5.05 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 7.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.260(Ac.) Runoff from this stream = 0.747 (CFS) Time of concentration = 5.05 min. Rainfall intensity = 3.214 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 29.375 10.49 2.263 2 0.862 5.04 3.219 3 0.747 5.05 3.214 Largest stream flow has longer time of concentration Page 15 Qp = 29.375 + sum of Qb Ia/Ib 0.862 * 0.703 = 0.606 Qb Ia/Ib 0.747 * 0.704 = 0.526 Qp = 30.506 Total of 3 main streams to confluence: Flow rates before confluence point: 29.375 0.862 0.747 Area of streams before confluence: 16.340 0.300 0.260 Results of confluence: Total flow rate = 30.506(CFS) Time of concentration = 10.490 min. Effective stream area after confluence = 16.900 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1375.600 (Ft.) Downstream point/station elevation = 1371.000 (Ft.) Pipe length = 50.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 30.506(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 30.506(CFS) Normal flow depth in pipe = 14.11(In.) Flow top width inside pipe = 14.82 (In.) Critical depth could not be calculated. Pipe flow velocity = 20.53(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 10.53 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 16.900(Ac.) Runoff from this stream = 30.506(CFS) Time of concentration = 10.53 min. Rainfall intensity = 2.259(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 41.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 635.000 (Ft.) Top (of initial area) elevation = 1480.500 (Ft.) Bottom (of initial area) elevation = 1456.000 (Ft.) Difference in elevation = 24.500(Ft.) Slope = 0.03858 s(percent)= 3.86 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 9.883 min. Rainfall intensity = 2.329(In/Hr) for a 10.0 year storm Page 16 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.828 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.030(CFS) Total initial stream area = 2.090 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 41.000 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.841 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 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 9.88 min. Rainfall intensity = 2.329(In/Hr) for a 10.0 year storm Subarea runoff = 1.468(CFS) for 0.750(Ac.) Total runoff = 5.498(CFS) Total area = 2.840 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 42.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1456.000(Ft.) End of street segment elevation = 1433.200(Ft.) Length of street segment = 403.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(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 = 2.000 (Ft.) Gutter hike from flowline = 0.080 (In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.650(CFS) Depth of flow = 0.204 (Ft.) , Average velocity = 5.543(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.888(Ft.) Flow velocity = 5.54 (Ft/s) Travel time = 1.21 min. TC = 11.09 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.824 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Page 17 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.203(In/Hr) for a 10.0 year storm Subarea runoff = 4.233(CFS) for 2.330(Ac.) Total runoff = 9.731(CFS) Total area = 5.170 (Ac.) Street flow at end of street = 9.731(CFS) Half street flow at end of street = 9.731 (CFS) Depth of flow = 0.226(Ft.) , Average velocity = 5.892 (Ft/s) Flow width (from curb towards crown)= 12.980(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 42.000 to Point/Station 43.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1429.700 (Ft.) Downstream point/station elevation = 1428.700 (Ft.) Pipe length = 31.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.731(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 9.731 (CFS) Normal flow depth in pipe = 10.58(In.) Flow top width inside pipe = 13.67 (In.) Critical Depth = 14.12 (In.) Pipe flow velocity = 10.52 (Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 11.14 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 42.000 to Point/Station 43.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 5.170(Ac.) Runoff from this stream = 9.731 (CFS) Time of concentration = 11.14 min. Rainfall intensity = 2.199(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 51.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 539.000 (Ft.) Top (of initial area) elevation = 1480.500(Ft.) Bottom (of initial area) elevation = 1455.700 (Ft.) Difference in elevation = 24.800(Ft.) Slope = 0.04601 s(percent)= 4.60 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 8.936 min. Rainfall intensity = 2.445(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.831 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.579(CFS) Total initial stream area = 1.270 (Ac.) Page 18 Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 52.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1455.700(Ft.) End of street segment elevation = 1431.300(Ft.) Length of street segment = 464.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(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 = 2.000 (Ft.) Gutter hike from flowline = 0.080 (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 = 3.890(CFS) Depth of flow = 0.155(Ft.) , Average velocity = 4.540 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.435(Ft.) Flow velocity = 4.54 (Ft/s) Travel time = 1.70 min. TC = 10.64 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.826 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.248(In/Hr) for a 10.0 year storm Subarea runoff = 2.562 (CFS) for 1.380(Ac.) Total runoff = 5.141(CFS) Total area = 2.650 (Ac.) Street flow at end of street = 5.141(CFS) Half street flow at end of street = 5.141 (CFS) Depth of flow = 0.175(Ft.) , Average velocity = 4.875(Ft/s) Flow width (from curb towards crown)= 10.430(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 43.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1428.000 (Ft.) Downstream point/station elevation = 1427.800 (Ft.) Pipe length = 29.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.141(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 5.141 (CFS) Normal flow depth in pipe = 11.77 (In.) Flow top width inside pipe = 12.34 (In.) Critical Depth = 11.03(In.) Pipe flow velocity = 4.98 (Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 10.74 min. Page 19 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 43.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.650(Ac.) Runoff from this stream = 5.141 (CFS) Time of concentration = 10.74 min. Rainfall intensity = 2.238 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.731 11.14 2.199 2 5.141 10.74 2.238 Largest stream flow has longer time of concentration Qp = 9.731 + sum of Qb Ia/Ib 5.141 * 0.982 = 5.050 Qp = 14.780 Total of 2 streams to confluence: Flow rates before confluence point: 9.731 5.141 Area of streams before confluence: 5.170 2.650 Results of confluence: Total flow rate = 14.780 (CFS) Time of concentration = 11.145 min. Effective stream area after confluence = 7.820(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 43.000 to Point/Station 44.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1428.700 (Ft.) Downstream point/station elevation = 1424.800 (Ft.) Pipe length = 34.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.780(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 14.780 (CFS) Normal flow depth in pipe = 9.04 (In.) Flow top width inside pipe = 14.68 (In.) Critical depth could not be calculated. Pipe flow velocity = 19.14 (Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 11.17 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 43.000 to Point/Station 44.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 7.820(Ac.) Runoff from this stream = 14.780 (CFS) Time of concentration = 11.17 min. Rainfall intensity = 2.196(In/Hr) Page 20 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 56.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 586.000 (Ft.) Top (of initial area) elevation = 1447.200(Ft.) Bottom (of initial area) elevation = 1433.200 (Ft.) Difference in elevation = 14.000(Ft.) Slope = 0.02389 s(percent)= 2.39 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 10.534 min. Rainfall intensity = 2.259(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.826 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.023(CFS) Total initial stream area = 1.620 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.000 to Point/Station 44.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1429.700 (Ft.) Downstream point/station elevation = 1424.800 (Ft.) Pipe length = 84.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.023(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 3.023(CFS) Normal flow depth in pipe = 5.85(In.) Flow top width inside pipe = 8.59(In.) Critical depth could not be calculated. Pipe flow velocity = 9.94 (Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 10.67 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.000 to Point/Station 44.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.620(Ac.) Runoff from this stream = 3.023(CFS) Time of concentration = 10.67 min. Rainfall intensity = 2.245(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 14.780 11.17 2.196 2 3.023 10.67 2.245 Largest stream flow has longer time of concentration Page 21 Qp = 14.780 + sum of Qb Ia/Ib 3.023 * 0.978 = 2.957 Qp = 17.738 Total of 2 streams to confluence: Flow rates before confluence point: 14.780 3.023 Area of streams before confluence: 7.820 1.620 Results of confluence: Total flow rate = 17.738 (CFS) Time of concentration = 11.174 min. Effective stream area after confluence = 9.440(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 44.000 to Point/Station 45.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1424.800 (Ft.) Downstream point/station elevation = 1373.700 (Ft.) Pipe length = 496.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.738(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 17.738 (CFS) Normal flow depth in pipe = 10.68(In.) Flow top width inside pipe = 13.59(In.) Critical depth could not be calculated. Pipe flow velocity = 18.98 (Ft/s) Travel time through pipe = 0.44 min. Time of concentration (TC) = 11.61 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 44.000 to Point/Station 45.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 9.440(Ac.) Runoff from this stream = 17.738 (CFS) Time of concentration = 11.61 min. Rainfall intensity = 2.156(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 61.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 503.000 (Ft.) Top (of initial area) elevation = 1431.000(Ft.) Bottom (of initial area) elevation = 1385.000 (Ft.) Difference in elevation = 46.000(Ft.) Slope = 0.09145 s(percent)= 9.15 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 7.576 min. Rainfall intensity = 2.646(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.835 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 22 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.382 (CFS) Total initial stream area = 1.530 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 45.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1379.000 (Ft.) Downstream point/station elevation = 1373.700 (Ft.) Pipe length = 23.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.382 (CFS) Nearest computed pipe diameter = 9.00 (In.) Calculated individual pipe flow = 3.382 (CFS) Normal flow depth in pipe = 4.10(In.) Flow top width inside pipe = 8.96(In.) Critical depth could not be calculated. Pipe flow velocity = 17.26(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 7.60 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 45.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.530(Ac.) Runoff from this stream = 3.382 (CFS) Time of concentration = 7.60 min. Rainfall intensity = 2.642 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 17.738 11.61 2.156 2 3.382 7.60 2.642 Largest stream flow has longer time of concentration Qp = 17.738 + sum of Qb Ia/Ib 3.382 * 0.816 = 2.759 Qp = 20.497 Total of 2 streams to confluence: Flow rates before confluence point: 17.738 3.382 Area of streams before confluence: 9.440 1.530 Results of confluence: Total flow rate = 20.497 (CFS) Time of concentration = 11.610 min. Effective stream area after confluence = 10.970(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.000 to Point/Station 46.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Page 23 Upstream point/station elevation = 1373.700 (Ft.) Downstream point/station elevation = 1373.200 (Ft.) Pipe length = 15.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.497 (CFS) Nearest computed pipe diameter = 21.00 (In.) Calculated individual pipe flow = 20.497 (CFS) Normal flow depth in pipe = 13.05(In.) Flow top width inside pipe = 20.37 (In.) Critical Depth = 19.31 (In.) Pipe flow velocity = 13.05(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 11.63 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.000 to Point/Station 46.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 10.970(Ac.) Runoff from this stream = 20.497 (CFS) Time of concentration = 11.63 min. Rainfall intensity = 2.154 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 65.000 to Point/Station 66.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 552.000 (Ft.) Top (of initial area) elevation = 1433.500(Ft.) Bottom (of initial area) elevation = 1413.300 (Ft.) Difference in elevation = 20.200(Ft.) Slope = 0.03659 s(percent)= 3.66 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 9.444 min. Rainfall intensity = 2.380(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.829 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.204 (CFS) Total initial stream area = 2.130 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 66.000 to Point/Station 67.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1413.300(Ft.) End of street segment elevation = 1385.900 (Ft.) Length of street segment = 313.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(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 Page 24 Distance from curb to property line = 10.000 (Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000 (Ft.) Gutter hike from flowline = 0.080 (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 = 5.241(CFS) Depth of flow = 0.158(Ft.) , Average velocity = 5.923(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.582 (Ft.) Flow velocity = 5.92 (Ft/s) Travel time = 0.88 min. TC = 10.32 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.827 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.281(In/Hr) for a 10.0 year storm Subarea runoff = 1.980(CFS) for 1.050(Ac.) Total runoff = 6.184 (CFS) Total area = 3.180 (Ac.) Street flow at end of street = 6.184 (CFS) Half street flow at end of street = 6.184 (CFS) Depth of flow = 0.170(Ft.) , Average velocity = 6.179(Ft/s) Flow width (from curb towards crown)= 10.170(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 67.000 to Point/Station 46.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1379.900 (Ft.) Downstream point/station elevation = 1373.200 (Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.184 (CFS) Nearest computed pipe diameter = 9.00 (In.) Calculated individual pipe flow = 6.184 (CFS) Normal flow depth in pipe = 5.26(In.) Flow top width inside pipe = 8.87 (In.) Critical depth could not be calculated. Pipe flow velocity = 23.04 (Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 10.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 67.000 to Point/Station 46.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 3.180(Ac.) Runoff from this stream = 6.184 (CFS) Time of concentration = 10.34 min. Rainfall intensity = 2.279(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) Page 25 1 20.497 11.63 2.154 2 6.184 10.34 2.279 Largest stream flow has longer time of concentration Qp = 20.497 + sum of Qb Ia/Ib 6.184 * 0.945 = 5.845 Qp = 26.341 Total of 2 streams to confluence: Flow rates before confluence point: 20.497 6.184 Area of streams before confluence: 10.970 3.180 Results of confluence: Total flow rate = 26.341 (CFS) Time of concentration = 11.629 min. Effective stream area after confluence = 14.150(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 46.000 to Point/Station 8.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1373.200 (Ft.) Downstream point/station elevation = 1371.000 (Ft.) Pipe length = 30.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 26.341(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 26.341 (CFS) Normal flow depth in pipe = 13.69(In.) Flow top width inside pipe = 15.37 (In.) Critical depth could not be calculated. Pipe flow velocity = 18.28 (Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 11.66 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 46.000 to Point/Station 8.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 14.150(Ac.) Runoff from this stream = 26.341 (CFS) Time of concentration = 11.66 min. Rainfall intensity = 2.152 (In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 71.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 852.000 (Ft.) Top (of initial area) elevation = 1508.000 (Ft.) Bottom (of initial area) elevation = 1430.000 (Ft.) Difference in elevation = 78.000(Ft.) Slope = 0.09155 s(percent)= 9.15 TC = k(0.530) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 12.709 min. Rainfall intensity = 2.064 (In/Hr) for a 10.0 year storm Page 26 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.833 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 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 8.465(CFS) Total initial stream area = 4.920 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 72.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1424.000 (Ft.) Downstream point/station elevation = 1412.000 (Ft.) Pipe length = 719.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.465(CFS) Nearest computed pipe diameter = 18.00 (In.) Calculated individual pipe flow = 8.465(CFS) Normal flow depth in pipe = 10.30(In.) Flow top width inside pipe = 17.81 (In.) Critical Depth = 13.51 (In.) Pipe flow velocity = 8.10 (Ft/s) Travel time through pipe = 1.48 min. Time of concentration (TC) = 14.19 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 72.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 4.920(Ac.) Runoff from this stream = 8.465(CFS) Time of concentration = 14.19 min. Rainfall intensity = 1.958 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 83.000 to Point/Station 84.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 670.000 (Ft.) Top (of initial area) elevation = 1430.000(Ft.) Bottom (of initial area) elevation = 1425.000 (Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00746 s(percent)= 0.75 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 14.025 min. Rainfall intensity = 1.969(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.817 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.976(CFS) Page 27 Total initial stream area = 1.850 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 81.000 to Point/Station 82.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1425.000(Ft.) End of street segment elevation = 1423.500(Ft.) Length of street segment = 102.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(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 = 2.000 (Ft.) Gutter hike from flowline = 0.080 (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 = 4.368(CFS) Depth of flow = 0.214 (Ft.) , Average velocity = 2.909(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.390(Ft.) Flow velocity = 2.91 (Ft/s) Travel time = 0.58 min. TC = 14.61 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.816 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.931(In/Hr) for a 10.0 year storm Subarea runoff = 2.725(CFS) for 1.730(Ac.) Total runoff = 5.701(CFS) Total area = 3.580 (Ac.) Street flow at end of street = 5.701(CFS) Half street flow at end of street = 5.701 (CFS) Depth of flow = 0.240(Ft.) , Average velocity = 3.111 (Ft/s) Flow width (from curb towards crown)= 13.659(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 82.000 to Point/Station 72.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1419.000 (Ft.) Downstream point/station elevation = 1412.000 (Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.701(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 5.701 (CFS) Normal flow depth in pipe = 4.93(In.) Flow top width inside pipe = 8.96(In.) Critical depth could not be calculated. Pipe flow velocity = 23.00 (Ft/s) Travel time through pipe = 0.01 min. Page 28 Time of concentration (TC) = 14.62 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 82.000 to Point/Station 72.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 3.580(Ac.) Runoff from this stream = 5.701 (CFS) Time of concentration = 14.62 min. Rainfall intensity = 1.930 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 8.465 14.19 1.958 2 5.701 14.62 1.930 Largest stream flow has longer or shorter time of concentration Qp = 8.465 + sum of Qa Tb/Ta 5.701 * 0.970 = 5.531 Qp = 13.996 Total of 2 streams to confluence: Flow rates before confluence point: 8.465 5.701 Area of streams before confluence: 4.920 3.580 Results of confluence: Total flow rate = 13.996(CFS) Time of concentration = 14.189 min. Effective stream area after confluence = 8.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 72.000 to Point/Station 73.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1412.000 (Ft.) Downstream point/station elevation = 1401.400 (Ft.) Pipe length = 312.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.996(CFS) Nearest computed pipe diameter = 18.00 (In.) Calculated individual pipe flow = 13.996(CFS) Normal flow depth in pipe = 11.34 (In.) Flow top width inside pipe = 17.38 (In.) Critical Depth = 16.58 (In.) Pipe flow velocity = 11.94 (Ft/s) Travel time through pipe = 0.44 min. Time of concentration (TC) = 14.62 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 72.000 to Point/Station 73.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 8.500(Ac.) Runoff from this stream = 13.996(CFS) Time of concentration = 14.62 min. Page 29 Rainfall intensity = 1.930 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 81.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 494.000 (Ft.) Top (of initial area) elevation = 1432.500(Ft.) Bottom (of initial area) elevation = 1427.300 (Ft.) Difference in elevation = 5.200(Ft.) Slope = 0.01053 s(percent)= 1.05 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 11.590 min. Rainfall intensity = 2.158(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.823 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.966(CFS) Total initial stream area = 1.670 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 84.000 to Point/Station 84.500 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1427.300(Ft.) End of street segment elevation = 1415.500 (Ft.) Length of street segment = 642.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(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 = 2.000 (Ft.) Gutter hike from flowline = 0.080 (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 = 4.983(CFS) Depth of flow = 0.216(Ft.) , Average velocity = 3.268 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.482 (Ft.) Flow velocity = 3.27 (Ft/s) Travel time = 3.27 min. TC = 14.86 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.815 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Page 30 Rainfall intensity = 1.915(In/Hr) for a 10.0 year storm Subarea runoff = 3.965(CFS) for 2.540(Ac.) Total runoff = 6.931(CFS) Total area = 4.210 (Ac.) Street flow at end of street = 6.931(CFS) Half street flow at end of street = 6.931 (CFS) Depth of flow = 0.248(Ft.) , Average velocity = 3.553(Ft/s) Flow width (from curb towards crown)= 14.085(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 84.500 to Point/Station 73.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1411.000 (Ft.) Downstream point/station elevation = 1401.400 (Ft.) Pipe length = 32.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.931(CFS) Nearest computed pipe diameter = 9.00 (In.) Calculated individual pipe flow = 6.931 (CFS) Normal flow depth in pipe = 5.93(In.) Flow top width inside pipe = 8.53(In.) Critical depth could not be calculated. Pipe flow velocity = 22.46(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 14.89 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 84.500 to Point/Station 73.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 4.210(Ac.) Runoff from this stream = 6.931 (CFS) Time of concentration = 14.89 min. Rainfall intensity = 1.913(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 13.996 14.62 1.930 2 6.931 14.89 1.913 Largest stream flow has longer or shorter time of concentration Qp = 13.996 + sum of Qa Tb/Ta 6.931 * 0.982 = 6.808 Qp = 20.804 Total of 2 streams to confluence: Flow rates before confluence point: 13.996 6.931 Area of streams before confluence: 8.500 4.210 Results of confluence: Total flow rate = 20.804 (CFS) Time of concentration = 14.624 min. Effective stream area after confluence = 12.710 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 73.000 to Point/Station 74.000 Page 31 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1401.400 (Ft.) Downstream point/station elevation = 1380.300 (Ft.) Pipe length = 296.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.804 (CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 20.804 (CFS) Normal flow depth in pipe = 11.54 (In.) Flow top width inside pipe = 17.27 (In.) Critical depth could not be calculated. Pipe flow velocity = 17.38 (Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 14.91 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 73.000 to Point/Station 74.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 12.710(Ac.) Runoff from this stream = 20.804 (CFS) Time of concentration = 14.91 min. Rainfall intensity = 1.912 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 85.000 to Point/Station 86.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 705.000 (Ft.) Top (of initial area) elevation = 1426.000(Ft.) Bottom (of initial area) elevation = 1397.000 (Ft.) Difference in elevation = 29.000(Ft.) Slope = 0.04113 s(percent)= 4.11 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 10.174 min. Rainfall intensity = 2.297 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.827 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.103(CFS) Total initial stream area = 2.160 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 86.000 to Point/Station 74.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1391.000 (Ft.) Downstream point/station elevation = 1380.000 (Ft.) Pipe length = 13.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.103(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 4.103(CFS) Normal flow depth in pipe = 4.10 (In.) Page 32 Flow top width inside pipe = 5.59(In.) Critical depth could not be calculated. Pipe flow velocity = 28.72 (Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 10.18 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 86.000 to Point/Station 74.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 2.160(Ac.) Runoff from this stream = 4.103(CFS) Time of concentration = 10.18 min. Rainfall intensity = 2.296(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 20.804 14.91 1.912 2 4.103 10.18 2.296 Largest stream flow has longer time of concentration Qp = 20.804 + sum of Qb Ia/Ib 4.103 * 0.833 = 3.417 Qp = 24.221 Total of 2 streams to confluence: Flow rates before confluence point: 20.804 4.103 Area of streams before confluence: 12.710 2.160 Results of confluence: Total flow rate = 24.221 (CFS) Time of concentration = 14.908 min. Effective stream area after confluence = 14.870(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 74.000 to Point/Station 75.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1380.300 (Ft.) Downstream point/station elevation = 1373.500 (Ft.) Pipe length = 161.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 24.221(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 24.221 (CFS) Normal flow depth in pipe = 13.50(In.) Flow top width inside pipe = 20.12 (In.) Critical depth could not be calculated. Pipe flow velocity = 14.84 (Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 15.09 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 74.000 to Point/Station 75.000 **** CONFLUENCE OF MINOR STREAMS **** Page 33 Along Main Stream number: 3 in normal stream number 1 Stream flow area = 14.870(Ac.) Runoff from this stream = 24.221 (CFS) Time of concentration = 15.09 min. Rainfall intensity = 1.901 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 91.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 234.000 (Ft.) Top (of initial area) elevation = 1392.800(Ft.) Bottom (of initial area) elevation = 1385.000 (Ft.) Difference in elevation = 7.800(Ft.) Slope = 0.03333 s(percent)= 3.33 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 6.826 min. Rainfall intensity = 2.782 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.838 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.562 (CFS) Total initial stream area = 0.670 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 75.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1379.000 (Ft.) Downstream point/station elevation = 1373.500 (Ft.) Pipe length = 19.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.562 (CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 1.562 (CFS) Normal flow depth in pipe = 3.06(In.) Flow top width inside pipe = 6.00 (In.) Critical depth could not be calculated. Pipe flow velocity = 15.51 (Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 6.85 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 75.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 0.670 (Ac.) Runoff from this stream = 1.562 (CFS) Time of concentration = 6.85 min. Rainfall intensity = 2.778 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) Page 34 1 24.221 15.09 1.901 2 1.562 6.85 2.778 Largest stream flow has longer time of concentration Qp = 24.221 + sum of Qb Ia/Ib 1.562 * 0.684 = 1.069 Qp = 25.290 Total of 2 streams to confluence: Flow rates before confluence point: 24.221 1.562 Area of streams before confluence: 14.870 0.670 Results of confluence: Total flow rate = 25.290 (CFS) Time of concentration = 15.089 min. Effective stream area after confluence = 15.540(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 75.000 to Point/Station 76.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1373.500 (Ft.) Downstream point/station elevation = 1373.300 (Ft.) Pipe length = 10.00 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 25.290(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 25.290 (CFS) Normal flow depth in pipe = 16.10(In.) Flow top width inside pipe = 22.55(In.) Critical Depth = 21.23(In.) Pipe flow velocity = 11.29(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 15.10 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 75.000 to Point/Station 76.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 15.540(Ac.) Runoff from this stream = 25.290 (CFS) Time of concentration = 15.10 min. Rainfall intensity = 1.900 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 95.000 to Point/Station 96.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 617.000 (Ft.) Top (of initial area) elevation = 1415.000(Ft.) Bottom (of initial area) elevation = 1383.000 (Ft.) Difference in elevation = 32.000(Ft.) Slope = 0.05186 s(percent)= 5.19 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 9.209 min. Rainfall intensity = 2.409(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Page 35 Runoff Coefficient = 0.830 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.339(CFS) Total initial stream area = 1.670 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 96.000 to Point/Station 76.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1379.000 (Ft.) Downstream point/station elevation = 1373.300 (Ft.) Pipe length = 23.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.339(CFS) Nearest computed pipe diameter = 9.00 (In.) Calculated individual pipe flow = 3.339(CFS) Normal flow depth in pipe = 4.01(In.) Flow top width inside pipe = 8.95(In.) Critical depth could not be calculated. Pipe flow velocity = 17.53(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 9.23 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 96.000 to Point/Station 76.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 1.670(Ac.) Runoff from this stream = 3.339(CFS) Time of concentration = 9.23 min. Rainfall intensity = 2.407 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 25.290 15.10 1.900 2 3.339 9.23 2.407 Largest stream flow has longer time of concentration Qp = 25.290 + sum of Qb Ia/Ib 3.339 * 0.790 = 2.637 Qp = 27.926 Total of 2 streams to confluence: Flow rates before confluence point: 25.290 3.339 Area of streams before confluence: 15.540 1.670 Results of confluence: Total flow rate = 27.926(CFS) Time of concentration = 15.104 min. Effective stream area after confluence = 17.210 (Ac.) Page 36 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 76.000 to Point/Station 8.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1373.300 (Ft.) Downstream point/station elevation = 1371.000 (Ft.) Pipe length = 45.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 27.926(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 27.926(CFS) Normal flow depth in pipe = 13.99(In.) Flow top width inside pipe = 19.80 (In.) Critical depth could not be calculated. Pipe flow velocity = 16.39(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 15.15 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 76.000 to Point/Station 8.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 17.210(Ac.) Runoff from this stream = 27.926(CFS) Time of concentration = 15.15 min. Rainfall intensity = 1.897 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 30.506 10.53 2.259 2 26.341 11.66 2.152 3 27.926 15.15 1.897 Largest stream flow has longer or shorter time of concentration Qp = 30.506 + sum of Qa Tb/Ta 26.341 * 0.903 = 23.798 Qa Tb/Ta 27.926 * 0.695 = 19.411 Qp = 73.715 Total of 3 main streams to confluence: Flow rates before confluence point: 30.506 26.341 27.926 Area of streams before confluence: 16.900 14.150 17.210 Results of confluence: Total flow rate = 73.715(CFS) Time of concentration = 10.531 min. Effective stream area after confluence = 48.260 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 9.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Page 37 Upstream point/station elevation = 1371.000 (Ft.) Downstream point/station elevation = 1360.400 (Ft.) Pipe length = 192.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 73.715(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 73.715(CFS) Normal flow depth in pipe = 22.45(In.) Flow top width inside pipe = 20.21 (In.) Critical depth could not be calculated. Pipe flow velocity = 20.85(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 10.68 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 9.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 48.260(Ac.) Runoff from this stream = 73.715(CFS) Time of concentration = 10.68 min. Rainfall intensity = 2.244 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 625.000 (Ft.) Top (of initial area) elevation = 1391.600(Ft.) Bottom (of initial area) elevation = 1388.600 (Ft.) Difference in elevation = 3.000(Ft.) Slope = 0.00480 s(percent)= 0.48 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 14.899 min. Rainfall intensity = 1.913(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.815 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.978(CFS) Total initial stream area = 1.910 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1388.600(Ft.) End of street segment elevation = 1372.800 (Ft.) Length of street segment = 754.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Page 38 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 = 2.000 (Ft.) Gutter hike from flowline = 0.080 (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 = 4.551 (CFS) Depth of flow = 0.202 (Ft.) , Average velocity = 3.354 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.790(Ft.) Flow velocity = 3.35(Ft/s) Travel time = 3.75 min. TC = 18.65 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.807 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.717 (In/Hr) for a 10.0 year storm Subarea runoff = 3.051(CFS) for 2.200(Ac.) Total runoff = 6.029(CFS) Total area = 4.110 (Ac.) Street flow at end of street = 6.029(CFS) Half street flow at end of street = 6.029(CFS) Depth of flow = 0.228(Ft.) , Average velocity = 3.602 (Ft/s) Flow width (from curb towards crown)= 13.065(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 9.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1367.800 (Ft.) Downstream point/station elevation = 1360.400 (Ft.) Pipe length = 57.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.029(CFS) Nearest computed pipe diameter = 12.00 (In.) Calculated individual pipe flow = 6.029(CFS) Normal flow depth in pipe = 5.78(In.) Flow top width inside pipe = 11.99(In.) Critical depth could not be calculated. Pipe flow velocity = 16.09(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 18.70 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 9.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.110(Ac.) Runoff from this stream = 6.029(CFS) Time of concentration = 18.70 min. Rainfall intensity = 1.715(In/Hr) Summary of stream data: Page 39 Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 73.715 10.68 2.244 2 6.029 18.70 1.715 Largest stream flow has longer or shorter time of concentration Qp = 73.715 + sum of Qa Tb/Ta 6.029 * 0.571 = 3.443 Qp = 77.159 Total of 2 main streams to confluence: Flow rates before confluence point: 73.715 6.029 Area of streams before confluence: 48.260 4.110 Results of confluence: Total flow rate = 77.159(CFS) Time of concentration = 10.684 min. Effective stream area after confluence = 52.370 (Ac.) End of computations, total study area = 52.37 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.577 Area averaged RI index number = 77.3 Page 40 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/14/18 File:1500hydpropbl0.out ------------------------------------------------------------------------ 2015.1500-2 Alberthill Ranch Tract No. 28214 Phase 9 to 12 Proposed Condition 10-Year Storm Modeled by LJ on August 14, 2014 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6062 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Elsinore-Wildomar ] area used. 10 year storm 10 minute intensity = 2.320(In/Hr) 10 year storm 60 minute intensity = 0.980(In/Hr) 100 year storm 10 minute intensity = 3.540 (In/Hr) 100 year storm 60 minute intensity = 1.500 (In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.980 (In/Hr) Slope of intensity duration curve = 0.4800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 796.000(Ft.) Top (of initial area) elevation = 1372.800 (Ft.) Bottom (of initial area) elevation = 1334.700(Ft.) Difference in elevation = 38.100 (Ft.) Slope = 0.04786 s (percent)= 4.79 TC = k(0.390) * [ (length^3) /(elevation change) ]^0.2 Initial area time of concentration = 10.362 min. Rainfall intensity = 2.277 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.827 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Page 1 Initial subarea runoff = 6.172 (CFS) Total initial stream area = 3.280(Ac.) Pervious area fraction = 0.500 End of computations, total study area = 3.28 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 75.0 Page 2 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/14/18 File:1500hydpropcl0.out ------------------------------------------------------------------------ 2015.1500-2 Alberthill Ranch Tract No. 28214 Phase 9 to 12 Proposed Condition 10-Year Storm Modeled by LJ on August 14, 2018 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6062 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Elsinore-Wildomar ] area used. 10 year storm 10 minute intensity = 2.320(In/Hr) 10 year storm 60 minute intensity = 0.980(In/Hr) 100 year storm 10 minute intensity = 3.540 (In/Hr) 100 year storm 60 minute intensity = 1.500 (In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.980 (In/Hr) Slope of intensity duration curve = 0.4800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 111.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 675.000(Ft.) Top (of initial area) elevation = 1410.000 (Ft.) Bottom (of initial area) elevation = 1340.200(Ft.) Difference in elevation = 69.800 (Ft.) Slope = 0.10341 s (percent)= 10.34 TC = k(0.530) * [ (length^3) /(elevation change) ]^0.2 Initial area time of concentration = 11.300 min. Rainfall intensity = 2.184 (In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.837 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 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Page 1 Initial subarea runoff = 4.807 (CFS) Total initial stream area = 2.630(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 112.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1340.200 (Ft.) End of street segment elevation = 1338.800 (Ft.) Length of street segment = 147.000 (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 = 2.000 (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 = 18.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 0.080(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 = 4.807 (CFS) Depth of flow = 0.245 (Ft.) , Average velocity = 2.534 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.894 (Ft.) Flow velocity = 2.53(Ft/s) Travel time = 0.97 min. TC = 12.27 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.884 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.100 (In/Hr) for a 10.0 year storm Subarea runoff = 0.000 (CFS) for 0.000 (Ac.) Total runoff = 4.807 (CFS) Total area = 2.630(Ac.) Street flow at end of street = 4.807 (CFS) Half street flow at end of street = 4.807 (CFS) Depth of flow = 0.245 (Ft.) , Average velocity = 2.534 (Ft/s) Flow width (from curb towards crown)= 13.894 (Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 112.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.630 (Ac.) Runoff from this stream = 4.807 (CFS) Time of concentration = 12.27 min. Rainfall intensity = 2.100(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Page 2 Process from Point/Station 115.000 to Point/Station 112.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 309.000(Ft.) Top (of initial area) elevation = 1414.000 (Ft.) Bottom (of initial area) elevation = 1338.800(Ft.) Difference in elevation = 75.200 (Ft.) Slope = 0.24337 s (percent)= 24.34 TC = k(0.530) * [ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 6.966 min. Rainfall intensity = 2.755 (In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.849 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 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 3.486(CFS) Total initial stream area = 1.490(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.000 to Point/Station 112.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.490 (Ac.) Runoff from this stream = 3.486(CFS) Time of concentration = 6.97 min. Rainfall intensity = 2.755(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.807 12.27 2.100 2 3.486 6.97 2.755 Largest stream flow has longer time of concentration Qp = 4.807 + sum of Qb Ia/Ib 3.486 * 0.762 = 2.657 Qp = 7.464 Total of 2 main streams to confluence: Flow rates before confluence point: 4.807 3.486 Area of streams before confluence: 2.630 1.490 Results of confluence: Total flow rate = 7.464 (CFS) Time of concentration = 12.267 min. Effective stream area after confluence = 4.120(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 113.000 Page 3 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1338.800 (Ft.) End of street segment elevation = 1336.100 (Ft.) Length of street segment = 292.000 (Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000 (Ft.) Distance from crown to crossfall grade break = 2.000 (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 = 2.000(Ft.) Gutter hike from flowline = 0.080(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 = 8.962 (CFS) Depth of flow = 0.318 (Ft.) , Average velocity = 2.932 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.578 (Ft.) Flow velocity = 2.93(Ft/s) Travel time = 1.66 min. TC = 13.93 min. Adding area flow to street UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.831 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 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.976(In/Hr) for a 10.0 year storm Subarea runoff = 2.921 (CFS) for 1.780 (Ac.) Total runoff = 10.385 (CFS) Total area = 5.900(Ac.) Street flow at end of street = 10.385 (CFS) Half street flow at end of street = 10.385(CFS) Depth of flow = 0.336(Ft.) , Average velocity = 3.080(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000 (Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 113.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 5.900 (Ac.) Runoff from this stream = 10.385(CFS) Time of concentration = 13.93 min. Rainfall intensity = 1.976(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 113.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 340.000(Ft.) Top (of initial area) elevation = 1416.000 (Ft.) Bottom (of initial area) elevation = 1336.100(Ft.) Page 4 Difference in elevation = 79.900 (Ft.) Slope = 0.23500 s (percent)= 23.50 TC = k(0.530) * [ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 7.289 min. Rainfall intensity = 2.696(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.848 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 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 4.070 (CFS) Total initial stream area = 1.780(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 113.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.780 (Ac.) Runoff from this stream = 4.070(CFS) Time of concentration = 7.29 min. Rainfall intensity = 2.696(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 10.385 13.93 1.976 2 4.070 7.29 2.696 Largest stream flow has longer time of concentration Qp = 10.385 + sum of Qb Ia/Ib 4.070 * 0.733 = 2.982 Qp = 13.367 Total of 2 main streams to confluence: Flow rates before confluence point: 10.385 4.070 Area of streams before confluence: 5.900 1.780 Results of confluence: Total flow rate = 13.367 (CFS) Time of concentration = 13.927 min. Effective stream area after confluence = 7.680(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 113.000 to Point/Station 114.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1336.100 (Ft.) End of street segment elevation = 1332.600 (Ft.) Length of street segment = 398.000 (Ft.) Height of curb above gutter flowline = 6.0(In.) Page 5 Width of half street (curb to crown) = 18.000 (Ft.) Distance from crown to crossfall grade break = 2.000 (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 = 2.000(Ft.) Gutter hike from flowline = 0.080(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 13.367 (CFS) Depth of flow = 0.370 (Ft.) , Average velocity = 3.354 (Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000 (Ft.) Flow velocity = 3.35(Ft/s) Travel time = 1.98 min. TC = 15.90 min. Adding area flow to street UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.827 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 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.854 (In/Hr) for a 10.0 year storm Subarea runoff = 0.000 (CFS) for 0.000 (Ac.) Total runoff = 13.367 (CFS) Total area = 7.680(Ac.) Street flow at end of street = 13.367 (CFS) Half street flow at end of street = 13.367 (CFS) Depth of flow = 0.370 (Ft.) , Average velocity = 3.354 (Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000 (Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 113.000 to Point/Station 114.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 7.680 (Ac.) Runoff from this stream = 13.367 (CFS) Time of concentration = 15.90 min. Rainfall intensity = 1.854 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 125.000 to Point/Station 114.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 448.000(Ft.) Top (of initial area) elevation = 1417.000 (Ft.) Bottom (of initial area) elevation = 1332.600(Ft.) Difference in elevation = 84.400 (Ft.) Slope = 0.18839 s (percent)= 18.84 TC = k(0.530) * [ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 8.507 min. Rainfall intensity = 2.503 (In/Hr) for a 10.0 year storm Page 6 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.844 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 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 4.734 (CFS) Total initial stream area = 2.240(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 125.000 to Point/Station 114.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.240 (Ac.) Runoff from this stream = 4.734 (CFS) Time of concentration = 8.51 min. Rainfall intensity = 2.503(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 13.367 15.90 1.854 2 4.734 8.51 2.503 Largest stream flow has longer time of concentration Qp = 13.367 + sum of Qb Ia/Ib 4.734 * 0.741 = 3.506 Qp = 16.873 Total of 2 main streams to confluence: Flow rates before confluence point: 13.367 4.734 Area of streams before confluence: 7.680 2.240 Results of confluence: Total flow rate = 16.873(CFS) Time of concentration = 15.905 min. Effective stream area after confluence = 9.920(Ac.) End of computations, total study area = 9.92 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 89.0 Page 7 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 09/26/18 File:1500hydpropol0.out ------------------------------------------------------------------------ 2015.1500-2 Alberthill Ranch Tract No. 28214 Phase 9 to 12 Proposed Condition 10-Year Storm Modeled by LJ on September 26, 2018 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6062 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Elsinore-Wildomar ] area used. 10 year storm 10 minute intensity = 2.320 (In/Hr) 10 year storm 60 minute intensity = 0.980 (In/Hr) 100 year storm 10 minute intensity = 3.540(In/Hr) 100 year storm 60 minute intensity = 1.500 (In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.980(In/Hr) Slope of intensity duration curve = 0.4800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 106.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 819.000 (Ft.) Top (of initial area) elevation = 1448.300 (Ft.) Bottom (of initial area) elevation = 1419.500 (Ft.) Difference in elevation = 28.800(Ft.) Slope = 0.03516 s(percent)= 3.52 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 11.147 min. Rainfall intensity = 2.198 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.824 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Page 1 Initial subarea runoff = 6.433(CFS) Total initial stream area = 3.550 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 107.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1414.500 (Ft.) Downstream point/station elevation = 1377.400 (Ft.) Pipe length = 473.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.433 (CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 6.433(CFS) Normal flow depth in pipe = 7.01(In.) Flow top width inside pipe = 11.83(In.) Critical depth could not be calculated. Pipe flow velocity = 13.50 (Ft/s) Travel time through pipe = 0.58 min. Time of concentration (TC) = 11.73 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 107.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.550(Ac.) Runoff from this stream = 6.433(CFS) Time of concentration = 11.73 min. Rainfall intensity = 2.145(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 109.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 743.000 (Ft.) Top (of initial area) elevation = 1448.000(Ft.) Bottom (of initial area) elevation = 1410.000 (Ft.) Difference in elevation = 38.000(Ft.) Slope = 0.05114 s(percent)= 5.11 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 9.947 min. Rainfall intensity = 2.322 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.828 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 8.014 (CFS) Total initial stream area = 4.170 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 107.000 Page 2 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1406.000 (Ft.) Downstream point/station elevation = 1377.400 (Ft.) Pipe length = 116.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.014 (CFS) Nearest computed pipe diameter = 9.00 (In.) Calculated individual pipe flow = 8.014 (CFS) Normal flow depth in pipe = 7.18(In.) Flow top width inside pipe = 7.22 (In.) Critical depth could not be calculated. Pipe flow velocity = 21.19(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 10.04 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 107.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.170(Ac.) Runoff from this stream = 8.014 (CFS) Time of concentration = 10.04 min. Rainfall intensity = 2.312 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.433 11.73 2.145 2 8.014 10.04 2.312 Largest stream flow has longer or shorter time of concentration Qp = 8.014 + sum of Qa Tb/Ta 6.433 * 0.856 = 5.505 Qp = 13.519 Total of 2 main streams to confluence: Flow rates before confluence point: 6.433 8.014 Area of streams before confluence: 3.550 4.170 Results of confluence: Total flow rate = 13.519(CFS) Time of concentration = 10.038 min. Effective stream area after confluence = 7.720 (Ac.) End of computations, total study area = 7.72 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 75.0 Page 3 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 10/08/18 File:1500hydpropl0.out ------------------------------------------------------------------------ 2015.1500.2 Alberthill Ranch Tract No. 28214 Phase 13 to 17 Storm Drain Line "H" and Lateral "H-1" 10-YEAR STORM Modeled by LJ on August 6, 2018 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6062 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Elsinore-Wildomar ] area used. 10 year storm 10 minute intensity = 2.320 (In/Hr) 10 year storm 60 minute intensity = 0.980 (In/Hr) 100 year storm 10 minute intensity = 3.540(In/Hr) 100 year storm 60 minute intensity = 1.500(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.980(In/Hr) Slope of intensity duration curve = 0.4800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 910.000 (Ft.) Top (of initial area) elevation = 1619.100(Ft.) Bottom (of initial area) elevation = 1575.300 (Ft.) Difference in elevation = 43.800(Ft.) Slope = 0.04813 s(percent)= 4.81 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 10.919 min. Rainfall intensity = 2.220(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.811 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.700 Decimal fraction soil group D = 0.300 RI index for soil(AMC 2) = 70.80 Pervious area fraction = 0.500; Impervious fraction = 0.500 Page 1 Initial subarea runoff = 4.860(CFS) Total initial stream area = 2.700 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1573.300(Ft.) End of street segment elevation = 1548.800(Ft.) Length of street segment = 764.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.080 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000 (Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000 (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 = 7.224 (CFS) Depth of flow = 0.370(Ft.) , Average velocity = 4.505(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.153(Ft.) Flow velocity = 4.50 (Ft/s) Travel time = 2.83 min. TC = 13.75 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.818 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.988(In/Hr) for a 10.0 year storm Subarea runoff = 4.666(CFS) for 2.870(Ac.) Total runoff = 9.526(CFS) Total area = 5.570 (Ac.) Street flow at end of street = 9.526(CFS) Half street flow at end of street = 9.526(CFS) Depth of flow = 0.399(Ft.) , Average velocity = 4.811 (Ft/s) Flow width (from curb towards crown)= 13.614 (Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 7.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1542.800 (Ft.) Downstream point/station elevation = 1540.600 (Ft.) Pipe length = 75.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.526(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 9.526(CFS) Normal flow depth in pipe = 10.73 (In.) Flow top width inside pipe = 13.53(In.) Critical Depth = 14.05(In.) Pipe flow velocity = 10.14 (Ft/s) Page 2 Travel time through pipe = 0.12 min. Time of concentration (TC) = 13.87 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 7.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.570(Ac.) Runoff from this stream = 9.526(CFS) Time of concentration = 13.87 min. Rainfall intensity = 1.980 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 509.000 (Ft.) Top (of initial area) elevation = 1606.600 (Ft.) Bottom (of initial area) elevation = 1575.200 (Ft.) Difference in elevation = 31.400(Ft.) Slope = 0.06169 s(percent)= 6.17 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 8.236 min. Rainfall intensity = 2.542 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.818 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.800 Decimal fraction soil group D = 0.200 RI index for soil(AMC 2) = 70.20 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.807 (CFS) Total initial stream area = 1.350 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1575.200(Ft.) End of street segment elevation = 1546.800(Ft.) Length of street segment = 852.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.080 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000 (Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000 (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 = 5.580(CFS) Depth of flow = 0.343(Ft.) , Average velocity = 4.304 (Ft/s) Streetflow hydraulics at midpoint of street travel: Page 3 Halfstreet flow width = 10.815(Ft.) Flow velocity = 4.30 (Ft/s) Travel time = 3.30 min. TC = 11.53 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.823 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.163(In/Hr) for a 10.0 year storm Subarea runoff = 5.484 (CFS) for 3.080(Ac.) Total runoff = 8.291(CFS) Total area = 4.430 (Ac.) Street flow at end of street = 8.291(CFS) Half street flow at end of street = 8.291 (CFS) Depth of flow = 0.382 (Ft.) , Average velocity = 4.723(Ft/s) Flow width (from curb towards crown)= 12.762 (Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 7.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1540.800 (Ft.) Downstream point/station elevation = 1540.600 (Ft.) Pipe length = 20.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.291(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 8.291 (CFS) Normal flow depth in pipe = 12.16(In.) Flow top width inside pipe = 16.85(In.) Critical Depth = 13.37 (In.) Pipe flow velocity = 6.52 (Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 11.59 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 7.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.430(Ac.) Runoff from this stream = 8.291 (CFS) Time of concentration = 11.59 min. Rainfall intensity = 2.158 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.526 13.87 1.980 2 8.291 11.59 2.158 Largest stream flow has longer time of concentration Qp = 9.526 + sum of Qb Ia/Ib 8.291 * 0.917 = 7.606 Qp = 17.131 Total of 2 streams to confluence: Page 4 Flow rates before confluence point: 9.526 8.291 Area of streams before confluence: 5.570 4.430 Results of confluence: Total flow rate = 17.131 (CFS) Time of concentration = 13.869 min. Effective stream area after confluence = 10.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 11.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1540.600 (Ft.) Downstream point/station elevation = 1539.000 (Ft.) Pipe length = 87.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.131(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 17.131 (CFS) Normal flow depth in pipe = 14.18 (In.) Flow top width inside pipe = 19.67 (In.) Critical Depth = 18.19(In.) Pipe flow velocity = 9.92 (Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 14.02 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 11.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 10.000(Ac.) Runoff from this stream = 17.131 (CFS) Time of concentration = 14.02 min. Rainfall intensity = 1.970 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 9.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 556.000 (Ft.) Top (of initial area) elevation = 1619.400(Ft.) Bottom (of initial area) elevation = 1599.600 (Ft.) Difference in elevation = 19.800(Ft.) Slope = 0.03561 s(percent)= 3.56 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 9.523 min. Rainfall intensity = 2.371(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.817 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.600 Decimal fraction soil group D = 0.400 RI index for soil(AMC 2) = 71.40 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.309(CFS) Total initial stream area = 2.740 (Ac.) Page 5 Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 10.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1599.600(Ft.) End of street segment elevation = 1553.000(Ft.) Length of street segment = 913.000 (Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.080 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000 (Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000 (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 = 9.753(CFS) Depth of flow = 0.377 (Ft.) , Average velocity = 5.775(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.498(Ft.) Flow velocity = 5.78 (Ft/s) Travel time = 2.63 min. TC = 12.16 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.822 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.109(In/Hr) for a 10.0 year storm Subarea runoff = 8.819(CFS) for 5.090(Ac.) Total runoff = 14.128(CFS) Total area = 7.830 (Ac.) Street flow at end of street = 14.128 (CFS) Half street flow at end of street = 14.128 (CFS) Depth of flow = 0.417 (Ft.) , Average velocity = 6.309(Ft/s) Flow width (from curb towards crown)= 14.535(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1547.000 (Ft.) Downstream point/station elevation = 1539.000 (Ft.) Pipe length = 90.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.128(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 14.128 (CFS) Normal flow depth in pipe = 9.54 (In.) Flow top width inside pipe = 14.43(In.) Critical depth could not be calculated. Pipe flow velocity = 17.14 (Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 12.25 min. Page 6 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 11.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 7.830(Ac.) Runoff from this stream = 14.128 (CFS) Time of concentration = 12.25 min. Rainfall intensity = 2.101 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 17.131 14.02 1.970 2 14.128 12.25 2.101 Largest stream flow has longer time of concentration Qp = 17.131 + sum of Qb Ia/Ib 14.128 * 0.937 = 13.242 Qp = 30.373 Total of 2 main streams to confluence: Flow rates before confluence point: 17.131 14.128 Area of streams before confluence: 10.000 7.830 Results of confluence: Total flow rate = 30.373(CFS) Time of concentration = 14.015 min. Effective stream area after confluence = 17.830 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 16.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1539.000 (Ft.) Downstream point/station elevation = 1523.000 (Ft.) Pipe length = 252.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 30.373(CFS) Nearest computed pipe diameter = 21.00 (In.) Calculated individual pipe flow = 30.373(CFS) Normal flow depth in pipe = 13.71(In.) Flow top width inside pipe = 19.99(In.) Critical depth could not be calculated. Pipe flow velocity = 18.27 (Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 14.25 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 16.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 17.830(Ac.) Page 7 Runoff from this stream = 30.373(CFS) Time of concentration = 14.25 min. Rainfall intensity = 1.954 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 13.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 382.000 (Ft.) Top (of initial area) elevation = 1550.400(Ft.) Bottom (of initial area) elevation = 1530.500 (Ft.) Difference in elevation = 19.900(Ft.) Slope = 0.05209 s(percent)= 5.21 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 7.595 min. Rainfall intensity = 2.643(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.835 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.037 (CFS) Total initial stream area = 0.470 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 16.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1524.500 (Ft.) Downstream point/station elevation = 1523.000 (Ft.) Pipe length = 23.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.037 (CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 1.037 (CFS) Normal flow depth in pipe = 3.79(In.) Flow top width inside pipe = 5.79(In.) Critical depth could not be calculated. Pipe flow velocity = 7.95(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 7.64 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 16.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.470(Ac.) Runoff from this stream = 1.037 (CFS) Time of concentration = 7.64 min. Rainfall intensity = 2.635(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 15.000 **** INITIAL AREA EVALUATION **** Page 8 Initial area flow distance = 733.000 (Ft.) Top (of initial area) elevation = 1576.000 (Ft.) Bottom (of initial area) elevation = 1530.700 (Ft.) Difference in elevation = 45.300(Ft.) Slope = 0.06180 s(percent)= 6.18 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 9.526 min. Rainfall intensity = 2.371(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.829 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.734 (CFS) Total initial stream area = 1.900 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1524.700 (Ft.) Downstream point/station elevation = 1523.000 (Ft.) Pipe length = 31.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.734 (CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 3.734 (CFS) Normal flow depth in pipe = 7.16(In.) Flow top width inside pipe = 7.26(In.) Critical depth could not be calculated. Pipe flow velocity = 9.91 (Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 9.58 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 16.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 1.900(Ac.) Runoff from this stream = 3.734 (CFS) Time of concentration = 9.58 min. Rainfall intensity = 2.364 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 30.373 14.25 1.954 2 1.037 7.64 2.635 3 3.734 9.58 2.364 Largest stream flow has longer time of concentration Qp = 30.373 + sum of Qb Ia/Ib 1.037 * 0.742 = 0.769 Qb Ia/Ib 3.734 * 0.827 = 3.086 Page 9 Qp = 34.229 Total of 3 streams to confluence: Flow rates before confluence point: 30.373 1.037 3.734 Area of streams before confluence: 17.830 0.470 1.900 Results of confluence: Total flow rate = 34.229(CFS) Time of concentration = 14.245 min. Effective stream area after confluence = 20.200(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 19.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1523.000 (Ft.) Downstream point/station elevation = 1509.700 (Ft.) Pipe length = 475.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 34.229(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 34.229(CFS) Normal flow depth in pipe = 17.86(In.) Flow top width inside pipe = 20.94 (In.) Critical depth could not be calculated. Pipe flow velocity = 13.64 (Ft/s) Travel time through pipe = 0.58 min. Time of concentration (TC) = 14.83 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 19.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 20.200(Ac.) Runoff from this stream = 34.229(CFS) Time of concentration = 14.83 min. Rainfall intensity = 1.917 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 18.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 704.000 (Ft.) Top (of initial area) elevation = 1553.500(Ft.) Bottom (of initial area) elevation = 1516.000 (Ft.) Difference in elevation = 37.500(Ft.) Slope = 0.05327 s(percent)= 5.33 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 9.656 min. Rainfall intensity = 2.355(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.829 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.215 (CFS) Page 10 Total initial stream area = 2.160 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 19.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1510.000 (Ft.) Downstream point/station elevation = 1509.700 (Ft.) Pipe length = 37.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.215(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 4.215(CFS) Normal flow depth in pipe = 9.47 (In.) Flow top width inside pipe = 14.47 (In.) Critical Depth = 9.97 (In.) Pipe flow velocity = 5.17 (Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 9.78 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 19.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.160 (Ac.) Runoff from this stream = 4.215(CFS) Time of concentration = 9.78 min. Rainfall intensity = 2.341 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 34.229 14.83 1.917 2 4.215 9.78 2.341 Largest stream flow has longer time of concentration Qp = 34.229 + sum of Qb Ia/Ib 4.215 * 0.819 = 3.451 Qp = 37.680 Total of 2 streams to confluence: Flow rates before confluence point: 34.229 4.215 Area of streams before confluence: 20.200 2.160 Results of confluence: Total flow rate = 37.680 (CFS) Time of concentration = 14.825 min. Effective stream area after confluence = 22.360(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 27.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1509.700 (Ft.) Downstream point/station elevation = 1508.700 (Ft.) Pipe length = 38.00(Ft.) Manning's N = 0.013 Page 11 No. of pipes = 1 Required pipe flow = 37.680(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 37.680 (CFS) Normal flow depth in pipe = 20.30(In.) Flow top width inside pipe = 17.34 (In.) Critical depth could not be calculated. Pipe flow velocity = 13.29(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 14.87 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 27.000 to Point/Station 27.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 22.360(Ac.) Runoff from this stream = 37.680 (CFS) Time of concentration = 14.87 min. Rainfall intensity = 1.914 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 21.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 495.000 (Ft.) Top (of initial area) elevation = 1576.000(Ft.) Bottom (of initial area) elevation = 1554.200 (Ft.) Difference in elevation = 21.800(Ft.) Slope = 0.04404 s(percent)= 4.40 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 8.712 min. Rainfall intensity = 2.474 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.822 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.500 RI index for soil(AMC 2) = 72.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.926(CFS) Total initial stream area = 1.930 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1554.200(Ft.) End of street segment elevation = 1515.600(Ft.) Length of street segment = 617.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.080 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000 (Ft.) Page 12 Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000 (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 = 6.323(CFS) Depth of flow = 0.326(Ft.) , Average velocity = 5.645(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.967 (Ft.) Flow velocity = 5.64 (Ft/s) Travel time = 1.82 min. TC = 10.53 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.826 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.259(In/Hr) for a 10.0 year storm Subarea runoff = 4.739(CFS) for 2.540(Ac.) Total runoff = 8.665(CFS) Total area = 4.470 (Ac.) Street flow at end of street = 8.665(CFS) Half street flow at end of street = 8.665(CFS) Depth of flow = 0.355(Ft.) , Average velocity = 6.071 (Ft/s) Flow width (from curb towards crown)= 11.404 (Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 26.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1509.600 (Ft.) Downstream point/station elevation = 1509.000 (Ft.) Pipe length = 36.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.665(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 8.665(CFS) Normal flow depth in pipe = 10.45(In.) Flow top width inside pipe = 17.76(In.) Critical Depth = 13.68 (In.) Pipe flow velocity = 8.14 (Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 10.61 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station 26.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 4.470(Ac.) Runoff from this stream = 8.665(CFS) Time of concentration = 10.61 min. Rainfall intensity = 2.251 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 24.000 **** INITIAL AREA EVALUATION **** Page 13 Initial area flow distance = 516.000 (Ft.) Top (of initial area) elevation = 1576.200(Ft.) Bottom (of initial area) elevation = 1554.200 (Ft.) Difference in elevation = 22.000(Ft.) Slope = 0.04264 s(percent)= 4.26 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 8.916 min. Rainfall intensity = 2.447 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.819 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.600 Decimal fraction soil group D = 0.400 RI index for soil(AMC 2) = 71.40 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.090(CFS) Total initial stream area = 2.040 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 25.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1554.200(Ft.) End of street segment elevation = 1515.300(Ft.) Length of street segment = 667.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.080 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000 (Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000 (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 = 6.160(CFS) Depth of flow = 0.327 (Ft.) , Average velocity = 5.461 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.007 (Ft.) Flow velocity = 5.46(Ft/s) Travel time = 2.04 min. TC = 10.95 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.825 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.217 (In/Hr) for a 10.0 year storm Subarea runoff = 4.042 (CFS) for 2.210(Ac.) Total runoff = 8.132 (CFS) Total area = 4.250 (Ac.) Street flow at end of street = 8.132 (CFS) Half street flow at end of street = 8.132 (CFS) Depth of flow = 0.352 (Ft.) , Average velocity = 5.823(Ft/s) Flow width (from curb towards crown)= 11.269(Ft.) Page 14 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.000 to Point/Station 26.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1509.300 (Ft.) Downstream point/station elevation = 1509.000 (Ft.) Pipe length = 35.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.132 (CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 8.132 (CFS) Normal flow depth in pipe = 12.59(In.) Flow top width inside pipe = 16.51 (In.) Critical Depth = 13.26(In.) Pipe flow velocity = 6.16(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 11.05 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station 26.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 4.250(Ac.) Runoff from this stream = 8.132 (CFS) Time of concentration = 11.05 min. Rainfall intensity = 2.208 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 8.665 10.61 2.251 2 8.132 11.05 2.208 Largest stream flow has longer or shorter time of concentration Qp = 8.665 + sum of Qa Tb/Ta 8.132 * 0.960 = 7.809 Qp = 16.475 Total of 2 streams to confluence: Flow rates before confluence point: 8.665 8.132 Area of streams before confluence: 4.470 4.250 Results of confluence: Total flow rate = 16.475(CFS) Time of concentration = 10.608 min. Effective stream area after confluence = 8.720(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station 27.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1509.000 (Ft.) Downstream point/station elevation = 1508.700 (Ft.) Pipe length = 30.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.475(CFS) Nearest computed pipe diameter = 24.00(In.) Page 15 Calculated individual pipe flow = 16.475 (CFS) Normal flow depth in pipe = 15.19(In.) Flow top width inside pipe = 23.14 (In.) Critical Depth = 17.57 (In.) Pipe flow velocity = 7.85(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 10.67 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 27.000 to Point/Station 27.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 8.720(Ac.) Runoff from this stream = 16.475(CFS) Time of concentration = 10.67 min. Rainfall intensity = 2.245(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 37.680 14.87 1.914 2 16.475 10.67 2.245 Largest stream flow has longer time of concentration Qp = 37.680 + sum of Qb Ia/Ib 16.475 * 0.853 = 14.048 Qp = 51.728 Total of 2 main streams to confluence: Flow rates before confluence point: 37.680 16.475 Area of streams before confluence: 22.360 8.720 Results of confluence: Total flow rate = 51.728 (CFS) Time of concentration = 14.873 min. Effective stream area after confluence = 31.080 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 27.000 to Point/Station 30.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1508.700 (Ft.) Downstream point/station elevation = 1507.500 (Ft.) Pipe length = 118.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 51.728(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 51.728 (CFS) Normal flow depth in pipe = 26.20(In.) Flow top width inside pipe = 26.69(In.) Critical Depth = 28.33(In.) Pipe flow velocity = 10.23(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 15.07 min. Page 16 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 30.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 31.080(Ac.) Runoff from this stream = 51.728 (CFS) Time of concentration = 15.07 min. Rainfall intensity = 1.902 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 28.000 to Point/Station 29.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 764.000 (Ft.) Top (of initial area) elevation = 1530.600(Ft.) Bottom (of initial area) elevation = 1513.700 (Ft.) Difference in elevation = 16.900(Ft.) Slope = 0.02212 s(percent)= 2.21 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 11.894 min. Rainfall intensity = 2.131(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.822 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.943 (CFS) Total initial stream area = 2.250 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 29.000 to Point/Station 30.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1507.700 (Ft.) Downstream point/station elevation = 1507.500 (Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.943(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 3.943(CFS) Normal flow depth in pipe = 8.46(In.) Flow top width inside pipe = 14.88 (In.) Critical Depth = 9.64 (In.) Pipe flow velocity = 5.52 (Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 11.95 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 30.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.250 (Ac.) Runoff from this stream = 3.943(CFS) Time of concentration = 11.95 min. Page 17 Rainfall intensity = 2.126(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 51.728 15.07 1.902 2 3.943 11.95 2.126 Largest stream flow has longer time of concentration Qp = 51.728 + sum of Qb Ia/Ib 3.943 * 0.895 = 3.529 Qp = 55.257 Total of 2 streams to confluence: Flow rates before confluence point: 51.728 3.943 Area of streams before confluence: 31.080 2.250 Results of confluence: Total flow rate = 55.257 (CFS) Time of concentration = 15.065 min. Effective stream area after confluence = 33.330(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 33.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1507.500 (Ft.) Downstream point/station elevation = 1500.000 (Ft.) Pipe length = 556.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 55.257 (CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 55.257 (CFS) Normal flow depth in pipe = 24.47 (In.) Flow top width inside pipe = 28.90 (In.) Critical Depth = 29.03(In.) Pipe flow velocity = 11.70 (Ft/s) Travel time through pipe = 0.79 min. Time of concentration (TC) = 15.86 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 33.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 33.330 (Ac.) Runoff from this stream = 55.257 (CFS) Time of concentration = 15.86 min. Rainfall intensity = 1.856(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 32.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 590.000 (Ft.) Top (of initial area) elevation = 1515.900(Ft.) Bottom (of initial area) elevation = 1506.300 (Ft.) Difference in elevation = 9.600(Ft.) Page 18 Slope = 0.01627 s(percent)= 1.63 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 11.406 min. Rainfall intensity = 2.174 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.824 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.104 (CFS) Total initial stream area = 2.850 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 33.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1500.300 (Ft.) Downstream point/station elevation = 1500.000 (Ft.) Pipe length = 30.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.104 (CFS) Nearest computed pipe diameter = 15.00 (In.) Calculated individual pipe flow = 5.104 (CFS) Normal flow depth in pipe = 10.05(In.) Flow top width inside pipe = 14.10 (In.) Critical Depth = 10.99(In.) Pipe flow velocity = 5.83(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 11.49 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 33.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.850(Ac.) Runoff from this stream = 5.104 (CFS) Time of concentration = 11.49 min. Rainfall intensity = 2.167 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 35.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 669.000 (Ft.) Top (of initial area) elevation = 1515.800(Ft.) Bottom (of initial area) elevation = 1506.300 (Ft.) Difference in elevation = 9.500(Ft.) Slope = 0.01420 s(percent)= 1.42 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 12.325 min. Rainfall intensity = 2.095(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.821 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Page 19 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.935(CFS) Total initial stream area = 3.450 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 33.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1500.300 (Ft.) Downstream point/station elevation = 1500.000 (Ft.) Pipe length = 15.40(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.935(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 5.935(CFS) Normal flow depth in pipe = 8.88 (In.) Flow top width inside pipe = 14.74 (In.) Critical Depth = 11.82 (In.) Pipe flow velocity = 7.84 (Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 12.36 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 33.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 3.450(Ac.) Runoff from this stream = 5.935(CFS) Time of concentration = 12.36 min. Rainfall intensity = 2.092 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 55.257 15.86 1.856 2 5.104 11.49 2.167 3 5.935 12.36 2.092 Largest stream flow has longer time of concentration Qp = 55.257 + sum of Qb Ia/Ib 5.104 * 0.857 = 4.373 Qb Ia/Ib 5.935 * 0.887 = 5.266 Qp = 64.896 Total of 3 streams to confluence: Flow rates before confluence point: 55.257 5.104 5.935 Area of streams before confluence: 33.330 2.850 3.450 Results of confluence: Total flow rate = 64.896(CFS) Time of concentration = 15.857 min. Effective stream area after confluence = 39.630 (Ac.) Page 20 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 49.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1500.000 (Ft.) Downstream point/station elevation = 1499.800 (Ft.) Pipe length = 30.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 64.896(CFS) Nearest computed pipe diameter = 39.00(In.) Calculated individual pipe flow = 64.896(CFS) Normal flow depth in pipe = 30.98(In.) Flow top width inside pipe = 31.52 (In.) Critical Depth = 30.80 (In.) Pipe flow velocity = 9.18 (Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 15.91 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 49.000 to Point/Station 49.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 39.630(Ac.) Runoff from this stream = 64.896(CFS) Time of concentration = 15.91 min. Rainfall intensity = 1.853(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 37.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 404.000 (Ft.) Top (of initial area) elevation = 1621.300(Ft.) Bottom (of initial area) elevation = 1617.300 (Ft.) Difference in elevation = 4.000(Ft.) Slope = 0.00990 s(percent)= 0.99 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 10.826 min. Rainfall intensity = 2.229(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.805 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.050(CFS) Total initial stream area = 1.700 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 38.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1617.300(Ft.) End of street segment elevation = 1603.600(Ft.) Length of street segment = 455.000(Ft.) Page 21 Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.080 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000 (Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000 (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 = 5.387 (CFS) Depth of flow = 0.344 (Ft.) , Average velocity = 4.106(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.887 (Ft.) Flow velocity = 4.11 (Ft/s) Travel time = 1.85 min. TC = 12.67 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.799 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.067 (In/Hr) for a 10.0 year storm Subarea runoff = 4.574 (CFS) for 2.770(Ac.) Total runoff = 7.624 (CFS) Total area = 4.470 (Ac.) Street flow at end of street = 7.624 (CFS) Half street flow at end of street = 7.624 (CFS) Depth of flow = 0.378(Ft.) , Average velocity = 4.454 (Ft/s) Flow width (from curb towards crown)= 12.590(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 39.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1603.600(Ft.) End of street segment elevation = 1540.300(Ft.) Length of street segment = 756.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.080 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000 (Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000 (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 = 12.015(CFS) Depth of flow = 0.373(Ft.) , Average velocity = 7.329(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.299(Ft.) Flow velocity = 7.33(Ft/s) Travel time = 1.72 min. TC = 14.39 min. Page 22 Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.794 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.945(In/Hr) for a 10.0 year storm Subarea runoff = 8.724 (CFS) for 5.650(Ac.) Total runoff = 16.348(CFS) Total area = 10.120 (Ac.) Street flow at end of street = 16.348 (CFS) Half street flow at end of street = 16.348 (CFS) Depth of flow = 0.406(Ft.) , Average velocity = 7.886(Ft/s) Flow width (from curb towards crown)= 13.951(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 39.000 to Point/Station 42.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1540.300 (Ft.) Downstream point/station elevation = 1504.600 (Ft.) Pipe length = 432.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.348(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 16.348 (CFS) Normal flow depth in pipe = 10.92 (In.) Flow top width inside pipe = 13.35(In.) Critical depth could not be calculated. Pipe flow velocity = 17.07 (Ft/s) Travel time through pipe = 0.42 min. Time of concentration (TC) = 14.81 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 42.000 to Point/Station 42.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 10.120(Ac.) Runoff from this stream = 16.348 (CFS) Time of concentration = 14.81 min. Rainfall intensity = 1.918 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 41.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 563.000 (Ft.) Top (of initial area) elevation = 1539.700(Ft.) Bottom (of initial area) elevation = 1510.900 (Ft.) Difference in elevation = 28.800 (Ft.) Slope = 0.05115 s(percent)= 5.12 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 8.902 min. Rainfall intensity = 2.449(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.812 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Page 23 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.498(CFS) Total initial stream area = 1.760 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 42.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1504.900 (Ft.) Downstream point/station elevation = 1504.600 (Ft.) Pipe length = 19.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.498(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.498 (CFS) Normal flow depth in pipe = 7.98(In.) Flow top width inside pipe = 11.33(In.) Critical Depth = 9.59(In.) Pipe flow velocity = 6.31 (Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 8.95 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 42.000 to Point/Station 42.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.760(Ac.) Runoff from this stream = 3.498 (CFS) Time of concentration = 8.95 min. Rainfall intensity = 2.442 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 16.348 14.81 1.918 2 3.498 8.95 2.442 Largest stream flow has longer time of concentration Qp = 16.348 + sum of Qb Ia/Ib 3.498 * 0.785 = 2.747 Qp = 19.095 Total of 2 streams to confluence: Flow rates before confluence point: 16.348 3.498 Area of streams before confluence: 10.120 1.760 Results of confluence: Total flow rate = 19.095(CFS) Time of concentration = 14.814 min. Effective stream area after confluence = 11.880(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 42.000 to Point/Station 48.000 Page 24 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1504.600 (Ft.) Downstream point/station elevation = 1502.600 (Ft.) Pipe length = 87.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 19.095(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 19.095(CFS) Normal flow depth in pipe = 14.13(In.) Flow top width inside pipe = 19.70 (In.) Critical Depth = 18.92 (In.) Pipe flow velocity = 11.08 (Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 14.95 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 48.000 to Point/Station 48.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 11.880 (Ac.) Runoff from this stream = 19.095(CFS) Time of concentration = 14.95 min. Rainfall intensity = 1.910 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 43.000 to Point/Station 44.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 572.000 (Ft.) Top (of initial area) elevation = 1607.600(Ft.) Bottom (of initial area) elevation = 1573.600 (Ft.) Difference in elevation = 34.000(Ft.) Slope = 0.05944 s(percent)= 5.94 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 8.694 min. Rainfall intensity = 2.477 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.812 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.079(CFS) Total initial stream area = 1.530 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 44.000 to Point/Station 47.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1573.600(Ft.) End of street segment elevation = 1509.200(Ft.) Length of street segment = 810.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.080 Page 25 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000 (Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000 (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 = 6.457 (CFS) Depth of flow = 0.318(Ft.) , Average velocity = 6.222 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.545(Ft.) Flow velocity = 6.22 (Ft/s) Travel time = 2.17 min. TC = 10.86 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.811 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.700 Decimal fraction soil group D = 0.300 RI index for soil(AMC 2) = 70.80 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.226(In/Hr) for a 10.0 year storm Subarea runoff = 6.659(CFS) for 3.690(Ac.) Total runoff = 9.738(CFS) Total area = 5.220 (Ac.) Street flow at end of street = 9.738(CFS) Half street flow at end of street = 9.738 (CFS) Depth of flow = 0.354 (Ft.) , Average velocity = 6.839(Ft/s) Flow width (from curb towards crown)= 11.389(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 47.000 to Point/Station 48.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1503.200 (Ft.) Downstream point/station elevation = 1502.600 (Ft.) Pipe length = 38.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.738(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 9.738 (CFS) Normal flow depth in pipe = 11.50(In.) Flow top width inside pipe = 17.29(In.) Critical Depth = 14.44 (In.) Pipe flow velocity = 8.17 (Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 10.94 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 48.000 to Point/Station 48.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 5.220 (Ac.) Runoff from this stream = 9.738 (CFS) Time of concentration = 10.94 min. Rainfall intensity = 2.218 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity Page 26 No. (CFS) (min) (In/Hr) 1 19.095 14.95 1.910 2 9.738 10.94 2.218 Largest stream flow has longer time of concentration Qp = 19.095 + sum of Qb Ia/Ib 9.738 * 0.861 = 8.384 Qp = 27.479 Total of 2 streams to confluence: Flow rates before confluence point: 19.095 9.738 Area of streams before confluence: 11.880 5.220 Results of confluence: Total flow rate = 27.479(CFS) Time of concentration = 14.945 min. Effective stream area after confluence = 17.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 48.000 to Point/Station 49.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1502.600 (Ft.) Downstream point/station elevation = 1499.800 (Ft.) Pipe length = 177.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 27.479(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 27.479(CFS) Normal flow depth in pipe = 18.98(In.) Flow top width inside pipe = 19.52 (In.) Critical Depth = 21.81 (In.) Pipe flow velocity = 10.32 (Ft/s) Travel time through pipe = 0.29 min. Time of concentration (TC) = 15.23 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 49.000 to Point/Station 49.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 17.100(Ac.) Runoff from this stream = 27.479(CFS) Time of concentration = 15.23 min. Rainfall intensity = 1.892 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 64.896 15.91 1.853 2 27.479 15.23 1.892 Largest stream flow has longer time of concentration Qp = 64.896 + sum of Qb Ia/Ib 27.479 * 0.979 = 26.908 Qp = 91.803 Page 27 Total of 2 main streams to confluence: Flow rates before confluence point: 64.896 27.479 Area of streams before confluence: 39.630 17.100 Results of confluence: Total flow rate = 91.803(CFS) Time of concentration = 15.912 min. Effective stream area after confluence = 56.730 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 49.000 to Point/Station 52.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1499.800 (Ft.) Downstream point/station elevation = 1389.000 (Ft.) Pipe length = 381.00 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 91.803(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 91.803(CFS) Normal flow depth in pipe = 15.54 (In.) Flow top width inside pipe = 22.93(In.) Critical depth could not be calculated. Pipe flow velocity = 42.64 (Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 16.06 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 52.000 **** SUBAREA FLOW ADDITION **** SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.792 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.900 Decimal fraction soil group D = 0.100 RI index for soil(AMC 2) = 69.60 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 16.06 min. Rainfall intensity = 1.845(In/Hr) for a 10.0 year storm Subarea runoff = 3.697 (CFS) for 2.530(Ac.) Total runoff = 95.500(CFS) Total area = 59.260 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 52.000 **** SUBAREA FLOW ADDITION **** SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.813 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 16.06 min. Page 28 Rainfall intensity = 1.845(In/Hr) for a 10.0 year storm Subarea runoff = 4.603(CFS) for 3.070(Ac.) Total runoff = 100.103 (CFS) Total area = 62.330 (Ac.) End of computations, total study area = 62.33 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 72.6 Page 29 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 09/26/18 File:1500hydpropa100.out ------------------------------------------------------------------------ 2015.1500-2 Alberthill Ranch Tract No. 28214 Phase 9 to 12 Proposed Condition 100-Year Storm Modeled by LJ on September 26, 2018 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6062 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Elsinore-Wildomar ] area used. 10 year storm 10 minute intensity = 2.320 (In/Hr) 10 year storm 60 minute intensity = 0.980 (In/Hr) 100 year storm 10 minute intensity = 3.540(In/Hr) 100 year storm 60 minute intensity = 1.500 (In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.500(In/Hr) Slope of intensity duration curve = 0.4800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 423.000 (Ft.) Top (of initial area) elevation = 1480.100 (Ft.) Bottom (of initial area) elevation = 1464.800 (Ft.) Difference in elevation = 15.300(Ft.) Slope = 0.03617 s(percent)= 3.62 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 8.510 min. Rainfall intensity = 3.830(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.853 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Page 1 Initial subarea runoff = 5.458(CFS) Total initial stream area = 1.670 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 2.000 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.863 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 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 8.51 min. Rainfall intensity = 3.830(In/Hr) for a 100.0 year storm Subarea runoff = 4.528(CFS) for 1.370 (Ac.) Total runoff = 9.986(CFS) Total area = 3.040 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 2.000 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.863 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 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 8.51 min. Rainfall intensity = 3.830(In/Hr) for a 100.0 year storm Subarea runoff = 3.041(CFS) for 0.920(Ac.) Total runoff = 13.026(CFS) Total area = 3.960 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1464.800(Ft.) End of street segment elevation = 1414.600(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(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 = 2.000 (Ft.) Gutter hike from flowline = 0.080 (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 = 16.826(CFS) Depth of flow = 0.267 (Ft.) , Average velocity = 7.558 (Ft/s) Page 2 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.032 (Ft.) Flow velocity = 7.56(Ft/s) Travel time = 1.46 min. TC = 9.97 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.850 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.551(In/Hr) for a 100.0 year storm Subarea runoff = 7.515(CFS) for 2.490(Ac.) Total runoff = 20.541(CFS) Total area = 6.450(Ac.) Street flow at end of street = 20.541(CFS) Half street flow at end of street = 20.541 (CFS) Depth of flow = 0.290(Ft.) , Average velocity = 7.948 (Ft/s) Flow width (from curb towards crown)= 16.180(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1400.800 (Ft.) Downstream point/station elevation = 1400.190 (Ft.) Pipe length = 30.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.541(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 20.541 (CFS) Normal flow depth in pipe = 15.82 (In.) Flow top width inside pipe = 18.10 (In.) Critical Depth = 19.33(In.) Pipe flow velocity = 10.57 (Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 10.01 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.450(Ac.) Runoff from this stream = 20.541 (CFS) Time of concentration = 10.01 min. Rainfall intensity = 3.543(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 23.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 646.000 (Ft.) Top (of initial area) elevation = 1479.900(Ft.) Bottom (of initial area) elevation = 1443.700 (Ft.) Difference in elevation = 36.200 (Ft.) Slope = 0.05604 s(percent)= 5.60 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Page 3 Initial area time of concentration = 9.236 min. Rainfall intensity = 3.683(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.852 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.108(CFS) Total initial stream area = 1.310 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 24.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1443.700(Ft.) End of street segment elevation = 1413.300(Ft.) Length of street segment = 353.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000 (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 = 2.000 (Ft.) Gutter hike from flowline = 0.080 (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 = 6.118 (CFS) Depth of flow = 0.170(Ft.) , Average velocity = 6.124 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.160(Ft.) Flow velocity = 6.12 (Ft/s) Travel time = 0.96 min. TC = 10.20 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.849 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.512 (In/Hr) for a 100.0 year storm Subarea runoff = 3.968(CFS) for 1.330(Ac.) Total runoff = 8.076(CFS) Total area = 2.640 (Ac.) Street flow at end of street = 8.076(CFS) Half street flow at end of street = 8.076(CFS) Depth of flow = 0.191(Ft.) , Average velocity = 6.573(Ft/s) Flow width (from curb towards crown)= 11.233 (Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 4.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Page 4 Upstream point/station elevation = 1400.690 (Ft.) Downstream point/station elevation = 1400.190 (Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.076(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 8.076(CFS) Normal flow depth in pipe = 10.97 (In.) Flow top width inside pipe = 13.30 (In.) Critical Depth = 13.42 (In.) Pipe flow velocity = 8.41 (Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 10.25 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 4.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.640(Ac.) Runoff from this stream = 8.076(CFS) Time of concentration = 10.25 min. Rainfall intensity = 3.504 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 20.541 10.01 3.543 2 8.076 10.25 3.504 Largest stream flow has longer or shorter time of concentration Qp = 20.541 + sum of Qa Tb/Ta 8.076 * 0.977 = 7.893 Qp = 28.434 Total of 2 main streams to confluence: Flow rates before confluence point: 20.541 8.076 Area of streams before confluence: 6.450 2.640 Results of confluence: Total flow rate = 28.434 (CFS) Time of concentration = 10.014 min. Effective stream area after confluence = 9.090 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1400.190 (Ft.) Downstream point/station elevation = 1399.100 (Ft.) Pipe length = 54.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 28.434 (CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 28.434 (CFS) Normal flow depth in pipe = 17.63(In.) Flow top width inside pipe = 21.20 (In.) Page 5 Critical Depth = 22.03(In.) Pipe flow velocity = 11.51 (Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 10.09 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.090(Ac.) Runoff from this stream = 28.434 (CFS) Time of concentration = 10.09 min. Rainfall intensity = 3.529(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 553.000 (Ft.) Top (of initial area) elevation = 1478.000 (Ft.) Bottom (of initial area) elevation = 1417.000 (Ft.) Difference in elevation = 61.000(Ft.) Slope = 0.11031 s(percent)= 11.03 TC = k(0.530) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 10.300 min. Rainfall intensity = 3.495(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.859 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 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 1.592 (CFS) Total initial stream area = 0.530 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 17.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1417.000(Ft.) End of street segment elevation = 1413.300(Ft.) Length of street segment = 193.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(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 = 2.000 (Ft.) Gutter hike from flowline = 0.080 (In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Page 6 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.712 (CFS) Depth of flow = 0.165(Ft.) , Average velocity = 2.844 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.935(Ft.) Flow velocity = 2.84 (Ft/s) Travel time = 1.13 min. TC = 11.43 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.847 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.324 (In/Hr) for a 100.0 year storm Subarea runoff = 2.168(CFS) for 0.770(Ac.) Total runoff = 3.760(CFS) Total area = 1.300 (Ac.) Street flow at end of street = 3.760(CFS) Half street flow at end of street = 3.760 (CFS) Depth of flow = 0.190(Ft.) , Average velocity = 3.091 (Ft/s) Flow width (from curb towards crown)= 11.179(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 18.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1406.800 (Ft.) Downstream point/station elevation = 1399.800 (Ft.) Pipe length = 29.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.760(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 3.760 (CFS) Normal flow depth in pipe = 4.30(In.) Flow top width inside pipe = 8.99(In.) Critical depth could not be calculated. Pipe flow velocity = 18.04 (Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 11.46 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 18.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.300(Ac.) Runoff from this stream = 3.760 (CFS) Time of concentration = 11.46 min. Rainfall intensity = 3.321 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 21.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 332.000 (Ft.) Top (of initial area) elevation = 1418.000 (Ft.) Bottom (of initial area) elevation = 1412.800 (Ft.) Difference in elevation = 5.200(Ft.) Slope = 0.01566 s(percent)= 1.57 Page 7 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 9.132 min. Rainfall intensity = 3.703(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.852 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.186(CFS) Total initial stream area = 1.010 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 18.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1406.300 (Ft.) Downstream point/station elevation = 1399.800 (Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.186(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 3.186(CFS) Normal flow depth in pipe = 3.83(In.) Flow top width inside pipe = 8.90 (In.) Critical depth could not be calculated. Pipe flow velocity = 17.76(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 9.16 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 18.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.010(Ac.) Runoff from this stream = 3.186(CFS) Time of concentration = 9.16 min. Rainfall intensity = 3.698 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.760 11.46 3.321 2 3.186 9.16 3.698 Largest stream flow has longer time of concentration Qp = 3.760 + sum of Qb Ia/Ib 3.186 * 0.898 = 2.860 Qp = 6.620 Total of 2 streams to confluence: Flow rates before confluence point: 3.760 3.186 Area of streams before confluence: 1.300 1.010 Results of confluence: Page 8 Total flow rate = 6.620 (CFS) Time of concentration = 11.458 min. Effective stream area after confluence = 2.310(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 5.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1399.800 (Ft.) Downstream point/station elevation = 1399.100 (Ft.) Pipe length = 35.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.620 (CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 6.620 (CFS) Normal flow depth in pipe = 9.47 (In.) Flow top width inside pipe = 14.47 (In.) Critical Depth = 12.42 (In.) Pipe flow velocity = 8.11 (Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 11.53 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 5.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.310(Ac.) Runoff from this stream = 6.620 (CFS) Time of concentration = 11.53 min. Rainfall intensity = 3.311 (In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.000 to Point/Station 26.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 422.000 (Ft.) Top (of initial area) elevation = 1442.000(Ft.) Bottom (of initial area) elevation = 1436.000 (Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.01422 s(percent)= 1.42 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 10.248 min. Rainfall intensity = 3.504 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.849 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.326(CFS) Total initial stream area = 1.790 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station 27.000 Page 9 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1436.000(Ft.) End of street segment elevation = 1411.500(Ft.) Length of street segment = 485.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 18.000 (Ft.) Distance from crown to crossfall grade break = 16.000(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 = 2.000 (Ft.) Gutter hike from flowline = 0.080 (In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.260(CFS) Depth of flow = 0.205(Ft.) , Average velocity = 5.244 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.908 (Ft.) Flow velocity = 5.24 (Ft/s) Travel time = 1.54 min. TC = 11.79 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.846 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.276(In/Hr) for a 100.0 year storm Subarea runoff = 3.798(CFS) for 1.370(Ac.) Total runoff = 9.124 (CFS) Total area = 3.160 (Ac.) Street flow at end of street = 9.124 (CFS) Half street flow at end of street = 9.124 (CFS) Depth of flow = 0.226(Ft.) , Average velocity = 5.557 (Ft/s) Flow width (from curb towards crown)= 12.944 (Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 27.000 to Point/Station 28.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1408.000 (Ft.) Downstream point/station elevation = 1401.900 (Ft.) Pipe length = 16.00 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.124 (CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 9.124 (CFS) Normal flow depth in pipe = 6.63(In.) Flow top width inside pipe = 7.92 (In.) Critical depth could not be calculated. Pipe flow velocity = 26.14 (Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 11.80 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 28.000 to Point/Station 29.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Page 10 Upstream point/station elevation = 1401.900 (Ft.) Downstream point/station elevation = 1401.600 (Ft.) Pipe length = 13.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.124 (CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 9.124 (CFS) Normal flow depth in pipe = 11.44 (In.) Flow top width inside pipe = 12.77 (In.) Critical Depth = 13.91 (In.) Pipe flow velocity = 9.08 (Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 11.82 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 28.000 to Point/Station 29.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 3.160(Ac.) Runoff from this stream = 9.124 (CFS) Time of concentration = 11.82 min. Rainfall intensity = 3.271 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 31.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 604.000 (Ft.) Top (of initial area) elevation = 1436.300(Ft.) Bottom (of initial area) elevation = 1411.500 (Ft.) Difference in elevation = 24.800(Ft.) Slope = 0.04106 s(percent)= 4.11 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 9.567 min. Rainfall intensity = 3.621(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.851 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.484 (CFS) Total initial stream area = 1.780 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 29.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1408.000 (Ft.) Downstream point/station elevation = 1401.600 (Ft.) Pipe length = 27.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.484 (CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 5.484 (CFS) Normal flow depth in pipe = 5.48(In.) Flow top width inside pipe = 8.78 (In.) Page 11 Critical depth could not be calculated. Pipe flow velocity = 19.47 (Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 9.59 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 29.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 1.780 (Ac.) Runoff from this stream = 5.484 (CFS) Time of concentration = 9.59 min. Rainfall intensity = 3.617 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.124 11.82 3.271 2 5.484 9.59 3.617 Largest stream flow has longer time of concentration Qp = 9.124 + sum of Qb Ia/Ib 5.484 * 0.904 = 4.960 Qp = 14.084 Total of 2 streams to confluence: Flow rates before confluence point: 9.124 5.484 Area of streams before confluence: 3.160 1.780 Results of confluence: Total flow rate = 14.084 (CFS) Time of concentration = 11.823 min. Effective stream area after confluence = 4.940(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 29.000 to Point/Station 5.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1401.600 (Ft.) Downstream point/station elevation = 1399.100 (Ft.) Pipe length = 47.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.084 (CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 14.084 (CFS) Normal flow depth in pipe = 11.63(In.) Flow top width inside pipe = 12.53(In.) Critical depth could not be calculated. Pipe flow velocity = 13.81 (Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 11.88 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 29.000 to Point/Station 5.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: Page 12 In Main Stream number: 3 Stream flow area = 4.940(Ac.) Runoff from this stream = 14.084 (CFS) Time of concentration = 11.88 min. Rainfall intensity = 3.264 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 28.434 10.09 3.529 2 6.620 11.53 3.311 3 14.084 11.88 3.264 Largest stream flow has longer or shorter time of concentration Qp = 28.434 + sum of Qa Tb/Ta 6.620 * 0.875 = 5.795 Qa Tb/Ta 14.084 * 0.850 = 11.965 Qp = 46.194 Total of 3 main streams to confluence: Flow rates before confluence point: 28.434 6.620 14.084 Area of streams before confluence: 9.090 2.310 4.940 Results of confluence: Total flow rate = 46.194 (CFS) Time of concentration = 10.093 min. Effective stream area after confluence = 16.340 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 7.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1399.100 (Ft.) Downstream point/station elevation = 1375.600 (Ft.) Pipe length = 255.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 46.194 (CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 46.194 (CFS) Normal flow depth in pipe = 16.50(In.) Flow top width inside pipe = 17.23(In.) Critical depth could not be calculated. Pipe flow velocity = 22.77 (Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 10.28 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 7.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 16.340(Ac.) Runoff from this stream = 46.194 (CFS) Time of concentration = 10.28 min. Rainfall intensity = 3.498 (In/Hr) Page 13 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 35.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 299.000 (Ft.) Top (of initial area) elevation = 1413.300(Ft.) Bottom (of initial area) elevation = 1387.900 (Ft.) Difference in elevation = 25.400(Ft.) Slope = 0.08495 s(percent)= 8.49 TC = k(0.300) *[ (length^3) / (elevation change) ]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 4.944 (In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.893 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.324 (CFS) Total initial stream area = 0.300 (Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 7.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1381.600 (Ft.) Downstream point/station elevation = 1375.600 (Ft.) Pipe length = 26.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.324 (CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 1.324 (CFS) Normal flow depth in pipe = 2.97 (In.) Flow top width inside pipe = 6.00 (In.) Critical depth could not be calculated. Pipe flow velocity = 13.67 (Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 5.03 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 7.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.300 (Ac.) Runoff from this stream = 1.324 (CFS) Time of concentration = 5.03 min. Rainfall intensity = 4.929(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 36.000 Page 14 **** INITIAL AREA EVALUATION **** Initial area flow distance = 297.000 (Ft.) Top (of initial area) elevation = 1414.600(Ft.) Bottom (of initial area) elevation = 1387.900 (Ft.) Difference in elevation = 26.700(Ft.) Slope = 0.08990 s(percent)= 8.99 TC = k(0.300) *[ (length^3) / (elevation change) ]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 4.944 (In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.893 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.147 (CFS) Total initial stream area = 0.260 (Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 7.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1381.300 (Ft.) Downstream point/station elevation = 1375.600 (Ft.) Pipe length = 33.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.147 (CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 1.147 (CFS) Normal flow depth in pipe = 2.98(In.) Flow top width inside pipe = 6.00 (In.) Critical depth could not be calculated. Pipe flow velocity = 11.76(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 5.05 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 7.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.260(Ac.) Runoff from this stream = 1.147 (CFS) Time of concentration = 5.05 min. Rainfall intensity = 4.922 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 46.194 10.28 3.498 2 1.324 5.03 4.929 3 1.147 5.05 4.922 Largest stream flow has longer time of concentration Page 15 Qp = 46.194 + sum of Qb Ia/Ib 1.324 * 0.710 = 0.940 Qb Ia/Ib 1.147 * 0.711 = 0.816 Qp = 47.949 Total of 3 main streams to confluence: Flow rates before confluence point: 46.194 1.324 1.147 Area of streams before confluence: 16.340 0.300 0.260 Results of confluence: Total flow rate = 47.949(CFS) Time of concentration = 10.279 min. Effective stream area after confluence = 16.900 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1375.600 (Ft.) Downstream point/station elevation = 1371.000 (Ft.) Pipe length = 50.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 47.949(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 47.949(CFS) Normal flow depth in pipe = 17.16(In.) Flow top width inside pipe = 16.24 (In.) Critical depth could not be calculated. Pipe flow velocity = 22.78 (Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 10.32 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 16.900(Ac.) Runoff from this stream = 47.949(CFS) Time of concentration = 10.32 min. Rainfall intensity = 3.492 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 41.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 635.000 (Ft.) Top (of initial area) elevation = 1480.500 (Ft.) Bottom (of initial area) elevation = 1456.000 (Ft.) Difference in elevation = 24.500(Ft.) Slope = 0.03858 s(percent)= 3.86 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 9.883 min. Rainfall intensity = 3.565(In/Hr) for a 100.0 year storm Page 16 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.850 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.334 (CFS) Total initial stream area = 2.090 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 41.000 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.860 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 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 9.88 min. Rainfall intensity = 3.565(In/Hr) for a 100.0 year storm Subarea runoff = 2.300 (CFS) for 0.750 (Ac.) Total runoff = 8.634 (CFS) Total area = 2.840 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 42.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1456.000(Ft.) End of street segment elevation = 1433.200(Ft.) Length of street segment = 403.000 (Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(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 = 2.000 (Ft.) Gutter hike from flowline = 0.080 (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 = 12.032 (CFS) Depth of flow = 0.247 (Ft.) , Average velocity = 6.217 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.031(Ft.) Flow velocity = 6.22 (Ft/s) Travel time = 1.08 min. TC = 10.96 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.848 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Page 17 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.392 (In/Hr) for a 100.0 year storm Subarea runoff = 6.701(CFS) for 2.330(Ac.) Total runoff = 15.335(CFS) Total area = 5.170 (Ac.) Street flow at end of street = 15.335 (CFS) Half street flow at end of street = 15.335(CFS) Depth of flow = 0.273(Ft.) , Average velocity = 6.610 (Ft/s) Flow width (from curb towards crown)= 15.341(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 42.000 to Point/Station 43.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1429.700 (Ft.) Downstream point/station elevation = 1428.700 (Ft.) Pipe length = 31.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.335(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 15.335(CFS) Normal flow depth in pipe = 12.40(In.) Flow top width inside pipe = 16.67 (In.) Critical Depth = 16.95(In.) Pipe flow velocity = 11.82 (Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 11.01 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 42.000 to Point/Station 43.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 5.170(Ac.) Runoff from this stream = 15.335(CFS) Time of concentration = 11.01 min. Rainfall intensity = 3.385(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 51.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 539.000 (Ft.) Top (of initial area) elevation = 1480.500(Ft.) Bottom (of initial area) elevation = 1455.700 (Ft.) Difference in elevation = 24.800(Ft.) Slope = 0.04601 s(percent)= 4.60 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 8.936 min. Rainfall intensity = 3.742 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.852 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.050(CFS) Total initial stream area = 1.270 (Ac.) Page 18 Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 52.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1455.700(Ft.) End of street segment elevation = 1431.300(Ft.) Length of street segment = 464.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(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 = 2.000 (Ft.) Gutter hike from flowline = 0.080 (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 = 6.125(CFS) Depth of flow = 0.189(Ft.) , Average velocity = 5.098 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.112 (Ft.) Flow velocity = 5.10 (Ft/s) Travel time = 1.52 min. TC = 10.45 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.849 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.470(In/Hr) for a 100.0 year storm Subarea runoff = 4.066(CFS) for 1.380(Ac.) Total runoff = 8.115(CFS) Total area = 2.650 (Ac.) Street flow at end of street = 8.115 (CFS) Half street flow at end of street = 8.115(CFS) Depth of flow = 0.213(Ft.) , Average velocity = 5.475(Ft/s) Flow width (from curb towards crown)= 12.310(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 43.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1428.000 (Ft.) Downstream point/station elevation = 1427.800 (Ft.) Pipe length = 29.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.115(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 8.115(CFS) Normal flow depth in pipe = 13.73(In.) Flow top width inside pipe = 15.31 (In.) Critical Depth = 13.23(In.) Pipe flow velocity = 5.61 (Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 10.54 min. Page 19 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 43.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.650(Ac.) Runoff from this stream = 8.115(CFS) Time of concentration = 10.54 min. Rainfall intensity = 3.457 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 15.335 11.01 3.385 2 8.115 10.54 3.457 Largest stream flow has longer time of concentration Qp = 15.335 + sum of Qb Ia/Ib 8.115 * 0.979 = 7.947 Qp = 23.282 Total of 2 streams to confluence: Flow rates before confluence point: 15.335 8.115 Area of streams before confluence: 5.170 2.650 Results of confluence: Total flow rate = 23.282 (CFS) Time of concentration = 11.008 min. Effective stream area after confluence = 7.820(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 43.000 to Point/Station 44.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1428.700 (Ft.) Downstream point/station elevation = 1424.800 (Ft.) Pipe length = 34.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 23.282(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 23.282 (CFS) Normal flow depth in pipe = 10.62 (In.) Flow top width inside pipe = 17.71 (In.) Critical depth could not be calculated. Pipe flow velocity = 21.46(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 11.03 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 43.000 to Point/Station 44.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 7.820(Ac.) Runoff from this stream = 23.282 (CFS) Time of concentration = 11.03 min. Rainfall intensity = 3.381 (In/Hr) Page 20 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 56.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 586.000 (Ft.) Top (of initial area) elevation = 1447.200(Ft.) Bottom (of initial area) elevation = 1433.200 (Ft.) Difference in elevation = 14.000(Ft.) Slope = 0.02389 s(percent)= 2.39 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 10.534 min. Rainfall intensity = 3.458(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.849 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.754 (CFS) Total initial stream area = 1.620 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.000 to Point/Station 44.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1429.700 (Ft.) Downstream point/station elevation = 1424.800 (Ft.) Pipe length = 84.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.754 (CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 4.754 (CFS) Normal flow depth in pipe = 6.37 (In.) Flow top width inside pipe = 11.98 (In.) Critical Depth = 10.83(In.) Pipe flow velocity = 11.23(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 10.66 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.000 to Point/Station 44.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.620 (Ac.) Runoff from this stream = 4.754 (CFS) Time of concentration = 10.66 min. Rainfall intensity = 3.438 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 23.282 11.03 3.381 2 4.754 10.66 3.438 Largest stream flow has longer time of concentration Page 21 Qp = 23.282 + sum of Qb Ia/Ib 4.754 * 0.983 = 4.676 Qp = 27.957 Total of 2 streams to confluence: Flow rates before confluence point: 23.282 4.754 Area of streams before confluence: 7.820 1.620 Results of confluence: Total flow rate = 27.957 (CFS) Time of concentration = 11.034 min. Effective stream area after confluence = 9.440(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 44.000 to Point/Station 45.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1424.800 (Ft.) Downstream point/station elevation = 1373.700 (Ft.) Pipe length = 496.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 27.957 (CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 27.957 (CFS) Normal flow depth in pipe = 12.52 (In.) Flow top width inside pipe = 16.57 (In.) Critical depth could not be calculated. Pipe flow velocity = 21.33(Ft/s) Travel time through pipe = 0.39 min. Time of concentration (TC) = 11.42 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 44.000 to Point/Station 45.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 9.440(Ac.) Runoff from this stream = 27.957 (CFS) Time of concentration = 11.42 min. Rainfall intensity = 3.326(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 61.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 503.000 (Ft.) Top (of initial area) elevation = 1431.000(Ft.) Bottom (of initial area) elevation = 1385.000 (Ft.) Difference in elevation = 46.000(Ft.) Slope = 0.09145 s(percent)= 9.15 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 7.576 min. Rainfall intensity = 4.050 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.856 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 22 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.301(CFS) Total initial stream area = 1.530 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 45.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1379.000 (Ft.) Downstream point/station elevation = 1373.700 (Ft.) Pipe length = 23.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.301(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 5.301 (CFS) Normal flow depth in pipe = 5.38(In.) Flow top width inside pipe = 8.83(In.) Critical depth could not be calculated. Pipe flow velocity = 19.25(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 7.60 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 45.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.530(Ac.) Runoff from this stream = 5.301 (CFS) Time of concentration = 7.60 min. Rainfall intensity = 4.045(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 27.957 11.42 3.326 2 5.301 7.60 4.045 Largest stream flow has longer time of concentration Qp = 27.957 + sum of Qb Ia/Ib 5.301 * 0.822 = 4.359 Qp = 32.316 Total of 2 streams to confluence: Flow rates before confluence point: 27.957 5.301 Area of streams before confluence: 9.440 1.530 Results of confluence: Total flow rate = 32.316(CFS) Time of concentration = 11.422 min. Effective stream area after confluence = 10.970 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.000 to Point/Station 46.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Page 23 Upstream point/station elevation = 1373.700 (Ft.) Downstream point/station elevation = 1373.200 (Ft.) Pipe length = 15.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 32.316(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 32.316(CFS) Normal flow depth in pipe = 15.98(In.) Flow top width inside pipe = 22.64 (In.) Critical Depth = 22.71 (In.) Pipe flow velocity = 14.55(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 11.44 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.000 to Point/Station 46.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 10.970(Ac.) Runoff from this stream = 32.316(CFS) Time of concentration = 11.44 min. Rainfall intensity = 3.323(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 65.000 to Point/Station 66.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 552.000 (Ft.) Top (of initial area) elevation = 1433.500(Ft.) Bottom (of initial area) elevation = 1413.300 (Ft.) Difference in elevation = 20.200(Ft.) Slope = 0.03659 s(percent)= 3.66 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 9.444 min. Rainfall intensity = 3.644 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.851 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.605(CFS) Total initial stream area = 2.130 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 66.000 to Point/Station 67.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1413.300(Ft.) End of street segment elevation = 1385.900(Ft.) Length of street segment = 313.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(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 Page 24 Distance from curb to property line = 10.000 (Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000 (Ft.) Gutter hike from flowline = 0.080 (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 = 8.201 (CFS) Depth of flow = 0.192 (Ft.) , Average velocity = 6.640 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.263(Ft.) Flow velocity = 6.64 (Ft/s) Travel time = 0.79 min. TC = 10.23 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.849 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.506(In/Hr) for a 100.0 year storm Subarea runoff = 3.127 (CFS) for 1.050(Ac.) Total runoff = 9.732 (CFS) Total area = 3.180 (Ac.) Street flow at end of street = 9.732 (CFS) Half street flow at end of street = 9.732 (CFS) Depth of flow = 0.206(Ft.) , Average velocity = 6.935(Ft/s) Flow width (from curb towards crown)= 11.986(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 67.000 to Point/Station 46.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1379.900 (Ft.) Downstream point/station elevation = 1373.200 (Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.732 (CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 9.732 (CFS) Normal flow depth in pipe = 5.80(In.) Flow top width inside pipe = 11.99(In.) Critical depth could not be calculated. Pipe flow velocity = 25.88 (Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 10.24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 67.000 to Point/Station 46.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 3.180(Ac.) Runoff from this stream = 9.732 (CFS) Time of concentration = 10.24 min. Rainfall intensity = 3.504 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) Page 25 1 32.316 11.44 3.323 2 9.732 10.24 3.504 Largest stream flow has longer time of concentration Qp = 32.316 + sum of Qb Ia/Ib 9.732 * 0.948 = 9.230 Qp = 41.546 Total of 2 streams to confluence: Flow rates before confluence point: 32.316 9.732 Area of streams before confluence: 10.970 3.180 Results of confluence: Total flow rate = 41.546(CFS) Time of concentration = 11.439 min. Effective stream area after confluence = 14.150 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 46.000 to Point/Station 8.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1373.200 (Ft.) Downstream point/station elevation = 1371.000 (Ft.) Pipe length = 30.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 41.546(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 41.546(CFS) Normal flow depth in pipe = 16.64 (In.) Flow top width inside pipe = 17.03(In.) Critical depth could not be calculated. Pipe flow velocity = 20.32 (Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 11.46 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 46.000 to Point/Station 8.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 14.150(Ac.) Runoff from this stream = 41.546(CFS) Time of concentration = 11.46 min. Rainfall intensity = 3.320 (In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 71.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 852.000 (Ft.) Top (of initial area) elevation = 1508.000 (Ft.) Bottom (of initial area) elevation = 1430.000 (Ft.) Difference in elevation = 78.000(Ft.) Slope = 0.09155 s(percent)= 9.15 TC = k(0.530) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 12.709 min. Rainfall intensity = 3.160 (In/Hr) for a 100.0 year storm Page 26 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.855 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 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 13.297 (CFS) Total initial stream area = 4.920 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 72.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1424.000 (Ft.) Downstream point/station elevation = 1412.000 (Ft.) Pipe length = 719.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.297 (CFS) Nearest computed pipe diameter = 18.00 (In.) Calculated individual pipe flow = 13.297 (CFS) Normal flow depth in pipe = 14.44 (In.) Flow top width inside pipe = 14.34 (In.) Critical Depth = 16.33(In.) Pipe flow velocity = 8.75(Ft/s) Travel time through pipe = 1.37 min. Time of concentration (TC) = 14.08 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 72.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 4.920(Ac.) Runoff from this stream = 13.297 (CFS) Time of concentration = 14.08 min. Rainfall intensity = 3.008 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 83.000 to Point/Station 84.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 670.000 (Ft.) Top (of initial area) elevation = 1430.000(Ft.) Bottom (of initial area) elevation = 1425.000 (Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00746 s(percent)= 0.75 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 14.025 min. Rainfall intensity = 3.014 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.842 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.695 (CFS) Page 27 Total initial stream area = 1.850 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 81.000 to Point/Station 82.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1425.000(Ft.) End of street segment elevation = 1423.500 (Ft.) Length of street segment = 102.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(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 = 2.000 (Ft.) Gutter hike from flowline = 0.080 (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 = 6.891(CFS) Depth of flow = 0.260(Ft.) , Average velocity = 3.264 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.644 (Ft.) Flow velocity = 3.26(Ft/s) Travel time = 0.52 min. TC = 14.55 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.841 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.961(In/Hr) for a 100.0 year storm Subarea runoff = 4.310(CFS) for 1.730(Ac.) Total runoff = 9.005(CFS) Total area = 3.580 (Ac.) Street flow at end of street = 9.005(CFS) Half street flow at end of street = 9.005(CFS) Depth of flow = 0.290(Ft.) , Average velocity = 3.492 (Ft/s) Flow width (from curb towards crown)= 16.162 (Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 82.000 to Point/Station 72.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1419.000 (Ft.) Downstream point/station elevation = 1412.000 (Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.005(CFS) Nearest computed pipe diameter = 9.00 (In.) Calculated individual pipe flow = 9.005(CFS) Normal flow depth in pipe = 6.80(In.) Flow top width inside pipe = 7.74 (In.) Critical depth could not be calculated. Pipe flow velocity = 25.13(Ft/s) Travel time through pipe = 0.01 min. Page 28 Time of concentration (TC) = 14.56 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 82.000 to Point/Station 72.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 3.580(Ac.) Runoff from this stream = 9.005(CFS) Time of concentration = 14.56 min. Rainfall intensity = 2.960 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 13.297 14.08 3.008 2 9.005 14.56 2.960 Largest stream flow has longer or shorter time of concentration Qp = 13.297 + sum of Qa Tb/Ta 9.005 * 0.967 = 8.707 Qp = 22.004 Total of 2 streams to confluence: Flow rates before confluence point: 13.297 9.005 Area of streams before confluence: 4.920 3.580 Results of confluence: Total flow rate = 22.004 (CFS) Time of concentration = 14.078 min. Effective stream area after confluence = 8.500 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 72.000 to Point/Station 73.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1412.000 (Ft.) Downstream point/station elevation = 1401.400 (Ft.) Pipe length = 312.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 22.004 (CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 22.004 (CFS) Normal flow depth in pipe = 13.62 (In.) Flow top width inside pipe = 20.05(In.) Critical Depth = 19.67 (In.) Pipe flow velocity = 13.34 (Ft/s) Travel time through pipe = 0.39 min. Time of concentration (TC) = 14.47 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 72.000 to Point/Station 73.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 8.500(Ac.) Runoff from this stream = 22.004 (CFS) Time of concentration = 14.47 min. Page 29 Rainfall intensity = 2.969(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 81.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 494.000 (Ft.) Top (of initial area) elevation = 1432.500(Ft.) Bottom (of initial area) elevation = 1427.300 (Ft.) Difference in elevation = 5.200(Ft.) Slope = 0.01053 s(percent)= 1.05 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 11.590 min. Rainfall intensity = 3.302 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.847 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.669(CFS) Total initial stream area = 1.670 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 84.000 to Point/Station 84.500 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1427.300(Ft.) End of street segment elevation = 1415.500(Ft.) Length of street segment = 642.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(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 = 2.000 (Ft.) Gutter hike from flowline = 0.080 (In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.886(CFS) Depth of flow = 0.262 (Ft.) , Average velocity = 3.671 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.771(Ft.) Flow velocity = 3.67 (Ft/s) Travel time = 2.91 min. TC = 14.51 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.841 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Page 30 Rainfall intensity = 2.965(In/Hr) for a 100.0 year storm Subarea runoff = 6.337 (CFS) for 2.540(Ac.) Total runoff = 11.006(CFS) Total area = 4.210 (Ac.) Street flow at end of street = 11.006(CFS) Half street flow at end of street = 11.006(CFS) Depth of flow = 0.301(Ft.) , Average velocity = 3.993(Ft/s) Flow width (from curb towards crown)= 16.703(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 84.500 to Point/Station 73.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1411.000 (Ft.) Downstream point/station elevation = 1401.400 (Ft.) Pipe length = 32.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.006(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 11.006(CFS) Normal flow depth in pipe = 6.48(In.) Flow top width inside pipe = 11.96(In.) Critical depth could not be calculated. Pipe flow velocity = 25.44 (Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 14.53 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 84.500 to Point/Station 73.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 4.210(Ac.) Runoff from this stream = 11.006(CFS) Time of concentration = 14.53 min. Rainfall intensity = 2.963(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 22.004 14.47 2.969 2 11.006 14.53 2.963 Largest stream flow has longer or shorter time of concentration Qp = 22.004 + sum of Qa Tb/Ta 11.006 * 0.996 = 10.962 Qp = 32.966 Total of 2 streams to confluence: Flow rates before confluence point: 22.004 11.006 Area of streams before confluence: 8.500 4.210 Results of confluence: Total flow rate = 32.966(CFS) Time of concentration = 14.468 min. Effective stream area after confluence = 12.710 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 73.000 to Point/Station 74.000 Page 31 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1401.400 (Ft.) Downstream point/station elevation = 1380.300 (Ft.) Pipe length = 296.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 32.966(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 32.966(CFS) Normal flow depth in pipe = 13.95(In.) Flow top width inside pipe = 19.84 (In.) Critical depth could not be calculated. Pipe flow velocity = 19.45(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 14.72 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 73.000 to Point/Station 74.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 12.710(Ac.) Runoff from this stream = 32.966(CFS) Time of concentration = 14.72 min. Rainfall intensity = 2.944 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 85.000 to Point/Station 86.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 705.000 (Ft.) Top (of initial area) elevation = 1426.000(Ft.) Bottom (of initial area) elevation = 1397.000 (Ft.) Difference in elevation = 29.000(Ft.) Slope = 0.04113 s(percent)= 4.11 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 10.174 min. Rainfall intensity = 3.516(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.849 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.451(CFS) Total initial stream area = 2.160 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 86.000 to Point/Station 74.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1391.000 (Ft.) Downstream point/station elevation = 1380.000 (Ft.) Pipe length = 13.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.451(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 6.451 (CFS) Normal flow depth in pipe = 4.14 (In.) Page 32 Flow top width inside pipe = 8.97 (In.) Critical depth could not be calculated. Pipe flow velocity = 32.57 (Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 10.18 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 86.000 to Point/Station 74.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 2.160(Ac.) Runoff from this stream = 6.451 (CFS) Time of concentration = 10.18 min. Rainfall intensity = 3.514 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 32.966 14.72 2.944 2 6.451 10.18 3.514 Largest stream flow has longer time of concentration Qp = 32.966 + sum of Qb Ia/Ib 6.451 * 0.838 = 5.404 Qp = 38.371 Total of 2 streams to confluence: Flow rates before confluence point: 32.966 6.451 Area of streams before confluence: 12.710 2.160 Results of confluence: Total flow rate = 38.371 (CFS) Time of concentration = 14.722 min. Effective stream area after confluence = 14.870(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 74.000 to Point/Station 75.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1380.300 (Ft.) Downstream point/station elevation = 1373.500 (Ft.) Pipe length = 161.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 38.371(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 38.371 (CFS) Normal flow depth in pipe = 16.62 (In.) Flow top width inside pipe = 22.15(In.) Critical depth could not be calculated. Pipe flow velocity = 16.53(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 14.88 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 74.000 to Point/Station 75.000 **** CONFLUENCE OF MINOR STREAMS **** Page 33 Along Main Stream number: 3 in normal stream number 1 Stream flow area = 14.870(Ac.) Runoff from this stream = 38.371 (CFS) Time of concentration = 14.88 min. Rainfall intensity = 2.929(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 91.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 234.000 (Ft.) Top (of initial area) elevation = 1392.800(Ft.) Bottom (of initial area) elevation = 1385.000 (Ft.) Difference in elevation = 7.800(Ft.) Slope = 0.03333 s(percent)= 3.33 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 6.826 min. Rainfall intensity = 4.258(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.857 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.446(CFS) Total initial stream area = 0.670 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 75.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1379.000 (Ft.) Downstream point/station elevation = 1373.500 (Ft.) Pipe length = 19.00 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.446(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 2.446(CFS) Normal flow depth in pipe = 4.10(In.) Flow top width inside pipe = 5.59(In.) Critical depth could not be calculated. Pipe flow velocity = 17.12 (Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 6.84 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 75.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 0.670(Ac.) Runoff from this stream = 2.446(CFS) Time of concentration = 6.84 min. Rainfall intensity = 4.252 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) Page 34 1 38.371 14.88 2.929 2 2.446 6.84 4.252 Largest stream flow has longer time of concentration Qp = 38.371 + sum of Qb Ia/Ib 2.446 * 0.689 = 1.685 Qp = 40.055 Total of 2 streams to confluence: Flow rates before confluence point: 38.371 2.446 Area of streams before confluence: 14.870 0.670 Results of confluence: Total flow rate = 40.055(CFS) Time of concentration = 14.884 min. Effective stream area after confluence = 15.540 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 75.000 to Point/Station 76.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1373.500 (Ft.) Downstream point/station elevation = 1373.300 (Ft.) Pipe length = 10.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 40.055(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 40.055(CFS) Normal flow depth in pipe = 20.30(In.) Flow top width inside pipe = 23.33(In.) Critical Depth = 25.11 (In.) Pipe flow velocity = 12.49(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 14.90 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 75.000 to Point/Station 76.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 15.540(Ac.) Runoff from this stream = 40.055(CFS) Time of concentration = 14.90 min. Rainfall intensity = 2.928 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 95.000 to Point/Station 96.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 617.000 (Ft.) Top (of initial area) elevation = 1415.000 (Ft.) Bottom (of initial area) elevation = 1383.000 (Ft.) Difference in elevation = 32.000(Ft.) Slope = 0.05186 s(percent)= 5.19 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 9.209 min. Rainfall intensity = 3.688(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Page 35 Runoff Coefficient = 0.852 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.245(CFS) Total initial stream area = 1.670 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 96.000 to Point/Station 76.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1379.000 (Ft.) Downstream point/station elevation = 1373.300 (Ft.) Pipe length = 23.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.245(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 5.245(CFS) Normal flow depth in pipe = 5.25(In.) Flow top width inside pipe = 8.87 (In.) Critical depth could not be calculated. Pipe flow velocity = 19.59(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 9.23 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 96.000 to Point/Station 76.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 1.670(Ac.) Runoff from this stream = 5.245(CFS) Time of concentration = 9.23 min. Rainfall intensity = 3.684 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 40.055 14.90 2.928 2 5.245 9.23 3.684 Largest stream flow has longer time of concentration Qp = 40.055 + sum of Qb Ia/Ib 5.245 * 0.795 = 4.168 Qp = 44.223 Total of 2 streams to confluence: Flow rates before confluence point: 40.055 5.245 Area of streams before confluence: 15.540 1.670 Results of confluence: Total flow rate = 44.223(CFS) Time of concentration = 14.897 min. Effective stream area after confluence = 17.210 (Ac.) Page 36 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 76.000 to Point/Station 8.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1373.300 (Ft.) Downstream point/station elevation = 1371.000 (Ft.) Pipe length = 45.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 44.223 (CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 44.223(CFS) Normal flow depth in pipe = 17.30(In.) Flow top width inside pipe = 21.54 (In.) Critical depth could not be calculated. Pipe flow velocity = 18.23(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 14.94 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 76.000 to Point/Station 8.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 17.210(Ac.) Runoff from this stream = 44.223(CFS) Time of concentration = 14.94 min. Rainfall intensity = 2.924 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 47.949 10.32 3.492 2 41.546 11.46 3.320 3 44.223 14.94 2.924 Largest stream flow has longer or shorter time of concentration Qp = 47.949 + sum of Qa Tb/Ta 41.546 * 0.900 = 37.385 Qa Tb/Ta 44.223 * 0.691 = 30.537 Qp = 115.872 Total of 3 main streams to confluence: Flow rates before confluence point: 47.949 41.546 44.223 Area of streams before confluence: 16.900 14.150 17.210 Results of confluence: Total flow rate = 115.872 (CFS) Time of concentration = 10.316 min. Effective stream area after confluence = 48.260 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 9.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Page 37 Upstream point/station elevation = 1371.000 (Ft.) Downstream point/station elevation = 1360.400 (Ft.) Pipe length = 192.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 115.872 (CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 115.872 (CFS) Normal flow depth in pipe = 25.22 (In.) Flow top width inside pipe = 28.02 (In.) Critical depth could not be calculated. Pipe flow velocity = 23.77 (Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 10.45 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 9.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 48.260(Ac.) Runoff from this stream = 115.872 (CFS) Time of concentration = 10.45 min. Rainfall intensity = 3.471 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 625.000 (Ft.) Top (of initial area) elevation = 1391.600(Ft.) Bottom (of initial area) elevation = 1388.600 (Ft.) Difference in elevation = 3.000 (Ft.) Slope = 0.00480 s(percent)= 0.48 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 14.899 min. Rainfall intensity = 2.927 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.841 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.701(CFS) Total initial stream area = 1.910 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1388.600(Ft.) End of street segment elevation = 1372.800(Ft.) Length of street segment = 754.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000 (Ft.) Slope from gutter to grade break (v/hz) = 0.020 Page 38 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 = 2.000 (Ft.) Gutter hike from flowline = 0.080 (In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.176(CFS) Depth of flow = 0.245(Ft.) , Average velocity = 3.764 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.927 (Ft.) Flow velocity = 3.76(Ft/s) Travel time = 3.34 min. TC = 18.24 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.836 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.657 (In/Hr) for a 100.0 year storm Subarea runoff = 4.883(CFS) for 2.200(Ac.) Total runoff = 9.584 (CFS) Total area = 4.110 (Ac.) Street flow at end of street = 9.584 (CFS) Half street flow at end of street = 9.584 (CFS) Depth of flow = 0.276(Ft.) , Average velocity = 4.050 (Ft/s) Flow width (from curb towards crown)= 15.492 (Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 9.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1367.800 (Ft.) Downstream point/station elevation = 1360.400 (Ft.) Pipe length = 57.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.584 (CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 9.584 (CFS) Normal flow depth in pipe = 7.73(In.) Flow top width inside pipe = 11.49(In.) Critical depth could not be calculated. Pipe flow velocity = 17.92 (Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 18.29 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 9.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.110(Ac.) Runoff from this stream = 9.584 (CFS) Time of concentration = 18.29 min. Rainfall intensity = 2.653(In/Hr) Summary of stream data: Page 39 Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 115.872 10.45 3.471 2 9.584 18.29 2.653 Largest stream flow has longer or shorter time of concentration Qp = 115.872 + sum of Qa Tb/Ta 9.584 * 0.571 = 5.476 Qp = 121.347 Total of 2 main streams to confluence: Flow rates before confluence point: 115.872 9.584 Area of streams before confluence: 48.260 4.110 Results of confluence: Total flow rate = 121.347 (CFS) Time of concentration = 10.450 min. Effective stream area after confluence = 52.370 (Ac.) End of computations, total study area = 52.37 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.577 Area averaged RI index number = 77.3 Page 40 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/14/18 File:1500hydpropbl00.out ------------------------------------------------------------------------ 2015.1500-2 Alberthill Ranch Tract No. 28214 Phase 9 to 12 Proposed Condition 100-Year Storm Modeled by LJ on August 14, 2018 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6062 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Elsinore-Wildomar ] area used. 10 year storm 10 minute intensity = 2.320 (In/Hr) 10 year storm 60 minute intensity = 0.980 (In/Hr) 100 year storm 10 minute intensity = 3.540(In/Hr) 100 year storm 60 minute intensity = 1.500 (In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.500(In/Hr) Slope of intensity duration curve = 0.4800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 796.000 (Ft.) Top (of initial area) elevation = 1372.800 (Ft.) Bottom (of initial area) elevation = 1334.700 (Ft.) Difference in elevation = 38.100(Ft.) Slope = 0.04786 s(percent)= 4.79 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 10.362 min. Rainfall intensity = 3.485(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.849 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Page 1 Initial subarea runoff = 9.706(CFS) Total initial stream area = 3.280 (Ac.) Pervious area fraction = 0.500 End of computations, total study area = 3.28 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 75.0 Page 2 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/14/18 File:1500hydpropcl00.out ------------------------------------------------------------------------ 2015.1500-2 Alberthill Ranch Tract No. 28214 Phase 9 to 12 Proposed Condition 100-Year Storm Modeled by LJ on August 14, 2018 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6062 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Elsinore-Wildomar ] area used. 10 year storm 10 minute intensity = 2.320 (In/Hr) 10 year storm 60 minute intensity = 0.980 (In/Hr) 100 year storm 10 minute intensity = 3.540(In/Hr) 100 year storm 60 minute intensity = 1.500 (In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.500(In/Hr) Slope of intensity duration curve = 0.4800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 111.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 675.000 (Ft.) Top (of initial area) elevation = 1410.000 (Ft.) Bottom (of initial area) elevation = 1340.200 (Ft.) Difference in elevation = 69.800(Ft.) Slope = 0.10341 s(percent)= 10.34 TC = k(0.530) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 11.300 min. Rainfall intensity = 3.343(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.858 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 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Page 1 Initial subarea runoff = 7.541(CFS) Total initial stream area = 2.630 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 112.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1340.200(Ft.) End of street segment elevation = 1338.800(Ft.) Length of street segment = 147.000(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 = 2.000(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 = 18.000 (Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000 (Ft.) Gutter hike from flowline = 0.080 (In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.541(CFS) Depth of flow = 0.293(Ft.) , Average velocity = 2.866(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.000(Ft.) Flow velocity = 2.87 (Ft/s) Travel time = 0.85 min. TC = 12.15 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.889 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.228(In/Hr) for a 100.0 year storm Subarea runoff = 0.000(CFS) for 0.000(Ac.) Total runoff = 7.541(CFS) Total area = 2.630 (Ac.) Street flow at end of street = 7.541(CFS) Half street flow at end of street = 7.541 (CFS) Depth of flow = 0.293(Ft.) , Average velocity = 2.866(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 16.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 112.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.630(Ac.) Runoff from this stream = 7.541 (CFS) Time of concentration = 12.15 min. Rainfall intensity = 3.228 (In/Hr) Program is now starting with Main Stream No. 2 Page 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.000 to Point/Station 112.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 309.000 (Ft.) Top (of initial area) elevation = 1414.000(Ft.) Bottom (of initial area) elevation = 1338.800 (Ft.) Difference in elevation = 75.200(Ft.) Slope = 0.24337 s(percent)= 24.34 TC = k(0.530) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 6.966 min. Rainfall intensity = 4.217 (In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.866 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 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 5.442 (CFS) Total initial stream area = 1.490 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.000 to Point/Station 112.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.490(Ac.) Runoff from this stream = 5.442 (CFS) Time of concentration = 6.97 min. Rainfall intensity = 4.217 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.541 12.15 3.228 2 5.442 6.97 4.217 Largest stream flow has longer time of concentration Qp = 7.541 + sum of Qb Ia/Ib 5.442 * 0.766 = 4.166 Qp = 11.707 Total of 2 main streams to confluence: Flow rates before confluence point: 7.541 5.442 Area of streams before confluence: 2.630 1.490 Results of confluence: Total flow rate = 11.707 (CFS) Time of concentration = 12.155 min. Effective stream area after confluence = 4.120 (Ac.) Page 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 113.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1338.800(Ft.) End of street segment elevation = 1336.100(Ft.) Length of street segment = 292.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 2.000(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 = 2.000 (Ft.) Gutter hike from flowline = 0.080 (In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 14.060(CFS) Depth of flow = 0.373(Ft.) , Average velocity = 3.474 (Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 3.47 (Ft/s) Travel time = 1.40 min. TC = 13.56 min. Adding area flow to street UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.854 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 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 3.063(In/Hr) for a 100.0 year storm Subarea runoff = 4.657(CFS) for 1.780(Ac.) Total runoff = 16.364 (CFS) Total area = 5.900 (Ac.) Street flow at end of street = 16.364 (CFS) Half street flow at end of street = 16.364 (CFS) Depth of flow = 0.395(Ft.) , Average velocity = 3.690 (Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000 (Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 113.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 5.900(Ac.) Runoff from this stream = 16.364 (CFS) Time of concentration = 13.56 min. Rainfall intensity = 3.063(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 113.000 **** INITIAL AREA EVALUATION **** Page 4 Initial area flow distance = 340.000 (Ft.) Top (of initial area) elevation = 1416.000(Ft.) Bottom (of initial area) elevation = 1336.100 (Ft.) Difference in elevation = 79.900(Ft.) Slope = 0.23500 s(percent)= 23.50 TC = k(0.530) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 7.289 min. Rainfall intensity = 4.126(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.865 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 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 6.356(CFS) Total initial stream area = 1.780 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 113.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.780 (Ac.) Runoff from this stream = 6.356(CFS) Time of concentration = 7.29 min. Rainfall intensity = 4.126(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 16.364 13.56 3.063 2 6.356 7.29 4.126 Largest stream flow has longer time of concentration Qp = 16.364 + sum of Qb Ia/Ib 6.356 * 0.742 = 4.719 Qp = 21.082 Total of 2 main streams to confluence: Flow rates before confluence point: 16.364 6.356 Area of streams before confluence: 5.900 1.780 Results of confluence: Total flow rate = 21.082 (CFS) Time of concentration = 13.556 min. Effective stream area after confluence = 7.680 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 113.000 to Point/Station 114.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1336.100(Ft.) Page 5 End of street segment elevation = 1332.600(Ft.) Length of street segment = 398.000 (Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 2.000(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 = 2.000 (Ft.) Gutter hike from flowline = 0.080 (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 = 21.082 (CFS) Depth of flow = 0.440(Ft.) , Average velocity = 4.018 (Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 4.02 (Ft/s) Travel time = 1.65 min. TC = 15.21 min. Adding area flow to street UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.852 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 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.899(In/Hr) for a 100.0 year storm Subarea runoff = 0.000(CFS) for 0.000(Ac.) Total runoff = 21.082 (CFS) Total area = 7.680 (Ac.) Street flow at end of street = 21.082 (CFS) Half street flow at end of street = 21.082 (CFS) Depth of flow = 0.440(Ft.) , Average velocity = 4.018 (Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 113.000 to Point/Station 114.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 7.680(Ac.) Runoff from this stream = 21.082 (CFS) Time of concentration = 15.21 min. Rainfall intensity = 2.899(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 125.000 to Point/Station 114.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 448.000 (Ft.) Top (of initial area) elevation = 1417.000(Ft.) Bottom (of initial area) elevation = 1332.600 (Ft.) Difference in elevation = 84.400 (Ft.) Slope = 0.18839 s(percent)= 18.84 Page 6 TC = k(0.530) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 8.507 min. Rainfall intensity = 3.831(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.863 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 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 7.405(CFS) Total initial stream area = 2.240 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 125.000 to Point/Station 114.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.240(Ac.) Runoff from this stream = 7.405(CFS) Time of concentration = 8.51 min. Rainfall intensity = 3.831 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 21.082 15.21 2.899 2 7.405 8.51 3.831 Largest stream flow has longer time of concentration Qp = 21.082 + sum of Qb Ia/Ib 7.405 * 0.757 = 5.603 Qp = 26.685 Total of 2 main streams to confluence: Flow rates before confluence point: 21.082 7.405 Area of streams before confluence: 7.680 2.240 Results of confluence: Total flow rate = 26.685(CFS) Time of concentration = 15.207 min. Effective stream area after confluence = 9.920 (Ac.) End of computations, total study area = 9.92 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 89.0 Page 7 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 09/26/18 File:1500hydpropd100.out ------------------------------------------------------------------------ 2015.1500-2 Alberthill Ranch Tract No. 28214 Phase 9 to 12 Proposed Condition 100-Year Storm Modeled by LJ on September 26, 2018 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6062 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Elsinore-Wildomar ] area used. 10 year storm 10 minute intensity = 2.320 (In/Hr) 10 year storm 60 minute intensity = 0.980 (In/Hr) 100 year storm 10 minute intensity = 3.540(In/Hr) 100 year storm 60 minute intensity = 1.500 (In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.500(In/Hr) Slope of intensity duration curve = 0.4800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 106.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 819.000 (Ft.) Top (of initial area) elevation = 1448.300 (Ft.) Bottom (of initial area) elevation = 1419.500 (Ft.) Difference in elevation = 28.800(Ft.) Slope = 0.03516 s(percent)= 3.52 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 11.147 min. Rainfall intensity = 3.365(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.847 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Page 1 Initial subarea runoff = 10.124 (CFS) Total initial stream area = 3.550 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 107.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1414.500 (Ft.) Downstream point/station elevation = 1377.400 (Ft.) Pipe length = 473.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.124 (CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 10.124 (CFS) Normal flow depth in pipe = 8.03(In.) Flow top width inside pipe = 14.96(In.) Critical Depth = 14.24 (In.) Pipe flow velocity = 15.16(Ft/s) Travel time through pipe = 0.52 min. Time of concentration (TC) = 11.67 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 107.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.550(Ac.) Runoff from this stream = 10.124 (CFS) Time of concentration = 11.67 min. Rainfall intensity = 3.292 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 109.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 743.000 (Ft.) Top (of initial area) elevation = 1448.000(Ft.) Bottom (of initial area) elevation = 1410.000 (Ft.) Difference in elevation = 38.000(Ft.) Slope = 0.05114 s(percent)= 5.11 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 9.947 min. Rainfall intensity = 3.554 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.850 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 12.597 (CFS) Total initial stream area = 4.170 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 107.000 Page 2 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1406.000 (Ft.) Downstream point/station elevation = 1377.400 (Ft.) Pipe length = 116.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.597 (CFS) Nearest computed pipe diameter = 12.00 (In.) Calculated individual pipe flow = 12.597 (CFS) Normal flow depth in pipe = 7.48(In.) Flow top width inside pipe = 11.63(In.) Critical depth could not be calculated. Pipe flow velocity = 24.46(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 10.03 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 107.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.170(Ac.) Runoff from this stream = 12.597 (CFS) Time of concentration = 10.03 min. Rainfall intensity = 3.540 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 10.124 11.67 3.292 2 12.597 10.03 3.540 Largest stream flow has longer or shorter time of concentration Qp = 12.597 + sum of Qa Tb/Ta 10.124 * 0.859 = 8.700 Qp = 21.296 Total of 2 main streams to confluence: Flow rates before confluence point: 10.124 12.597 Area of streams before confluence: 3.550 4.170 Results of confluence: Total flow rate = 21.296(CFS) Time of concentration = 10.026 min. Effective stream area after confluence = 7.720 (Ac.) End of computations, total study area = 7.72 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 75.0 Page 3 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 10/08/18 File:1500HYDPROP100.out ------------------------------------------------------------------------ 2015.1500.2 Alberthill Ranch Tract No. 28214 Phase 13 to 17 Storm Drain Line "H" and Lateral "H-1" 100-YEAR STORM Modeled by LJ on August 6, 2018 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6062 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Elsinore-Wildomar ] area used. 10 year storm 10 minute intensity = 2.320 (In/Hr) 10 year storm 60 minute intensity = 0.980 (In/Hr) 100 year storm 10 minute intensity = 3.540(In/Hr) 100 year storm 60 minute intensity = 1.500(In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.500(In/Hr) Slope of intensity duration curve = 0.4800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 910.000 (Ft.) Top (of initial area) elevation = 1619.100(Ft.) Bottom (of initial area) elevation = 1575.300 (Ft.) Difference in elevation = 43.800(Ft.) Slope = 0.04813 s(percent)= 4.81 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 10.919 min. Rainfall intensity = 3.398(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.837 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.700 Decimal fraction soil group D = 0.300 RI index for soil(AMC 2) = 70.80 Pervious area fraction = 0.500; Impervious fraction = 0.500 Page 1 Initial subarea runoff = 7.683(CFS) Total initial stream area = 2.700 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1573.300(Ft.) End of street segment elevation = 1548.800(Ft.) Length of street segment = 764.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.080 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000 (Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000 (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 = 11.449(CFS) Depth of flow = 0.420(Ft.) , Average velocity = 5.028 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.665(Ft.) Flow velocity = 5.03(Ft/s) Travel time = 2.53 min. TC = 13.45 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.843 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.075(In/Hr) for a 100.0 year storm Subarea runoff = 7.440(CFS) for 2.870(Ac.) Total runoff = 15.123(CFS) Total area = 5.570 (Ac.) Street flow at end of street = 15.123(CFS) Half street flow at end of street = 15.123(CFS) Depth of flow = 0.454 (Ft.) , Average velocity = 5.377 (Ft/s) Flow width (from curb towards crown)= 16.388(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 7.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1542.800 (Ft.) Downstream point/station elevation = 1540.600 (Ft.) Pipe length = 75.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.123(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 15.123(CFS) Normal flow depth in pipe = 12.63 (In.) Flow top width inside pipe = 16.47 (In.) Critical Depth = 16.89(In.) Pipe flow velocity = 11.41 (Ft/s) Page 2 Travel time through pipe = 0.11 min. Time of concentration (TC) = 13.56 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 7.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.570(Ac.) Runoff from this stream = 15.123(CFS) Time of concentration = 13.56 min. Rainfall intensity = 3.063(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 509.000 (Ft.) Top (of initial area) elevation = 1606.600 (Ft.) Bottom (of initial area) elevation = 1575.200 (Ft.) Difference in elevation = 31.400(Ft.) Slope = 0.06169 s(percent)= 6.17 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 8.236 min. Rainfall intensity = 3.891(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.843 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.800 Decimal fraction soil group D = 0.200 RI index for soil(AMC 2) = 70.20 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.427 (CFS) Total initial stream area = 1.350 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1575.200(Ft.) End of street segment elevation = 1546.800(Ft.) Length of street segment = 852.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.080 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000 (Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000 (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 = 8.853(CFS) Depth of flow = 0.389(Ft.) , Average velocity = 4.798 (Ft/s) Streetflow hydraulics at midpoint of street travel: Page 3 Halfstreet flow width = 13.110(Ft.) Flow velocity = 4.80 (Ft/s) Travel time = 2.96 min. TC = 11.20 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.847 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.358(In/Hr) for a 100.0 year storm Subarea runoff = 8.764 (CFS) for 3.080(Ac.) Total runoff = 13.191(CFS) Total area = 4.430 (Ac.) Street flow at end of street = 13.191(CFS) Half street flow at end of street = 13.191 (CFS) Depth of flow = 0.435(Ft.) , Average velocity = 5.279(Ft/s) Flow width (from curb towards crown)= 15.401(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 7.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1540.800 (Ft.) Downstream point/station elevation = 1540.600 (Ft.) Pipe length = 20.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.191 (CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 13.191 (CFS) Normal flow depth in pipe = 14.77 (In.) Flow top width inside pipe = 19.19(In.) Critical Depth = 16.23(In.) Pipe flow velocity = 7.29(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 11.24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 7.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.430(Ac.) Runoff from this stream = 13.191 (CFS) Time of concentration = 11.24 min. Rainfall intensity = 3.351 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 15.123 13.56 3.063 2 13.191 11.24 3.351 Largest stream flow has longer time of concentration Qp = 15.123 + sum of Qb Ia/Ib 13.191 * 0.914 = 12.056 Qp = 27.179 Total of 2 streams to confluence: Page 4 Flow rates before confluence point: 15.123 13.191 Area of streams before confluence: 5.570 4.430 Results of confluence: Total flow rate = 27.179(CFS) Time of concentration = 13.562 min. Effective stream area after confluence = 10.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 11.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1540.600 (Ft.) Downstream point/station elevation = 1539.000 (Ft.) Pipe length = 87.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 27.179(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 27.179(CFS) Normal flow depth in pipe = 17.58 (In.) Flow top width inside pipe = 21.25(In.) Critical Depth = 21.73(In.) Pipe flow velocity = 11.03(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 13.69 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 11.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 10.000(Ac.) Runoff from this stream = 27.179(CFS) Time of concentration = 13.69 min. Rainfall intensity = 3.048 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 9.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 556.000 (Ft.) Top (of initial area) elevation = 1619.400(Ft.) Bottom (of initial area) elevation = 1599.600 (Ft.) Difference in elevation = 19.800(Ft.) Slope = 0.03561 s(percent)= 3.56 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 9.523 min. Rainfall intensity = 3.629(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.842 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.600 Decimal fraction soil group D = 0.400 RI index for soil(AMC 2) = 71.40 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 8.375 (CFS) Total initial stream area = 2.740 (Ac.) Page 5 Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 10.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1599.600(Ft.) End of street segment elevation = 1553.000(Ft.) Length of street segment = 913.000 (Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.080 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000 (Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000 (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 = 15.450(CFS) Depth of flow = 0.428(Ft.) , Average velocity = 6.447 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.066(Ft.) Flow velocity = 6.45(Ft/s) Travel time = 2.36 min. TC = 11.88 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.846 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.263(In/Hr) for a 100.0 year storm Subarea runoff = 14.052 (CFS) for 5.090(Ac.) Total runoff = 22.427 (CFS) Total area = 7.830 (Ac.) Street flow at end of street = 22.427 (CFS) Half street flow at end of street = 22.427 (CFS) Depth of flow = 0.476(Ft.) , Average velocity = 7.056(Ft/s) Flow width (from curb towards crown)= 17.469(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1547.000 (Ft.) Downstream point/station elevation = 1539.000 (Ft.) Pipe length = 90.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 22.427 (CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 22.427 (CFS) Normal flow depth in pipe = 11.27 (In.) Flow top width inside pipe = 17.42 (In.) Critical depth could not be calculated. Pipe flow velocity = 19.27 (Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 11.96 min. Page 6 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 11.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 7.830(Ac.) Runoff from this stream = 22.427 (CFS) Time of concentration = 11.96 min. Rainfall intensity = 3.253(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 27.179 13.69 3.048 2 22.427 11.96 3.253 Largest stream flow has longer time of concentration Qp = 27.179 + sum of Qb Ia/Ib 22.427 * 0.937 = 21.018 Qp = 48.197 Total of 2 main streams to confluence: Flow rates before confluence point: 27.179 22.427 Area of streams before confluence: 10.000 7.830 Results of confluence: Total flow rate = 48.197 (CFS) Time of concentration = 13.693 min. Effective stream area after confluence = 17.830 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 16.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1539.000 (Ft.) Downstream point/station elevation = 1523.000 (Ft.) Pipe length = 252.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 48.197 (CFS) Nearest computed pipe diameter = 24.00 (In.) Calculated individual pipe flow = 48.197 (CFS) Normal flow depth in pipe = 16.92 (In.) Flow top width inside pipe = 21.89(In.) Critical depth could not be calculated. Pipe flow velocity = 20.35(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 13.90 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 16.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 17.830(Ac.) Page 7 Runoff from this stream = 48.197 (CFS) Time of concentration = 13.90 min. Rainfall intensity = 3.027 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 13.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 382.000 (Ft.) Top (of initial area) elevation = 1550.400(Ft.) Bottom (of initial area) elevation = 1530.500 (Ft.) Difference in elevation = 19.900(Ft.) Slope = 0.05209 s(percent)= 5.21 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 7.595 min. Rainfall intensity = 4.045(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.855 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.626(CFS) Total initial stream area = 0.470 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 16.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1524.500 (Ft.) Downstream point/station elevation = 1523.000 (Ft.) Pipe length = 23.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.626(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.626(CFS) Normal flow depth in pipe = 3.87 (In.) Flow top width inside pipe = 8.91 (In.) Critical Depth = 7.04 (In.) Pipe flow velocity = 8.94 (Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 7.64 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 16.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.470(Ac.) Runoff from this stream = 1.626(CFS) Time of concentration = 7.64 min. Rainfall intensity = 4.034 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 15.000 **** INITIAL AREA EVALUATION **** Page 8 Initial area flow distance = 733.000 (Ft.) Top (of initial area) elevation = 1576.000 (Ft.) Bottom (of initial area) elevation = 1530.700 (Ft.) Difference in elevation = 45.300(Ft.) Slope = 0.06180 s(percent)= 6.18 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 9.526 min. Rainfall intensity = 3.629(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.851 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.866(CFS) Total initial stream area = 1.900 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1524.700 (Ft.) Downstream point/station elevation = 1523.000 (Ft.) Pipe length = 31.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.866(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 5.866(CFS) Normal flow depth in pipe = 7.46(In.) Flow top width inside pipe = 11.64 (In.) Critical depth could not be calculated. Pipe flow velocity = 11.43(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 9.57 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 16.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 1.900(Ac.) Runoff from this stream = 5.866(CFS) Time of concentration = 9.57 min. Rainfall intensity = 3.620 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 48.197 13.90 3.027 2 1.626 7.64 4.034 3 5.866 9.57 3.620 Largest stream flow has longer time of concentration Qp = 48.197 + sum of Qb Ia/Ib 1.626 * 0.750 = 1.220 Qb Ia/Ib 5.866 * 0.836 = 4.905 Page 9 Qp = 54.322 Total of 3 streams to confluence: Flow rates before confluence point: 48.197 1.626 5.866 Area of streams before confluence: 17.830 0.470 1.900 Results of confluence: Total flow rate = 54.322 (CFS) Time of concentration = 13.899 min. Effective stream area after confluence = 20.200(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 19.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1523.000 (Ft.) Downstream point/station elevation = 1509.700 (Ft.) Pipe length = 475.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 54.322 (CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 54.322 (CFS) Normal flow depth in pipe = 23.53(In.) Flow top width inside pipe = 18.07 (In.) Critical depth could not be calculated. Pipe flow velocity = 14.77 (Ft/s) Travel time through pipe = 0.54 min. Time of concentration (TC) = 14.44 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 19.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 20.200(Ac.) Runoff from this stream = 54.322 (CFS) Time of concentration = 14.44 min. Rainfall intensity = 2.972 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 18.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 704.000 (Ft.) Top (of initial area) elevation = 1553.500(Ft.) Bottom (of initial area) elevation = 1516.000 (Ft.) Difference in elevation = 37.500(Ft.) Slope = 0.05327 s(percent)= 5.33 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 9.656 min. Rainfall intensity = 3.605(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.851 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.623(CFS) Page 10 Total initial stream area = 2.160 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 19.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1510.000 (Ft.) Downstream point/station elevation = 1509.700 (Ft.) Pipe length = 37.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.623(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 6.623(CFS) Normal flow depth in pipe = 11.10(In.) Flow top width inside pipe = 17.50 (In.) Critical Depth = 11.94 (In.) Pipe flow velocity = 5.79(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 9.76 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 19.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.160(Ac.) Runoff from this stream = 6.623(CFS) Time of concentration = 9.76 min. Rainfall intensity = 3.586(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 54.322 14.44 2.972 2 6.623 9.76 3.586 Largest stream flow has longer time of concentration Qp = 54.322 + sum of Qb Ia/Ib 6.623 * 0.829 = 5.490 Qp = 59.811 Total of 2 streams to confluence: Flow rates before confluence point: 54.322 6.623 Area of streams before confluence: 20.200 2.160 Results of confluence: Total flow rate = 59.811 (CFS) Time of concentration = 14.435 min. Effective stream area after confluence = 22.360(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 27.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1509.700 (Ft.) Downstream point/station elevation = 1508.700 (Ft.) Pipe length = 38.00(Ft.) Manning's N = 0.013 Page 11 No. of pipes = 1 Required pipe flow = 59.811(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 59.811 (CFS) Normal flow depth in pipe = 22.22 (In.) Flow top width inside pipe = 26.30 (In.) Critical depth could not be calculated. Pipe flow velocity = 15.34 (Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 14.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 27.000 to Point/Station 27.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 22.360(Ac.) Runoff from this stream = 59.811 (CFS) Time of concentration = 14.48 min. Rainfall intensity = 2.968 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 21.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 495.000 (Ft.) Top (of initial area) elevation = 1576.000(Ft.) Bottom (of initial area) elevation = 1554.200 (Ft.) Difference in elevation = 21.800(Ft.) Slope = 0.04404 s(percent)= 4.40 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 8.712 min. Rainfall intensity = 3.787 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.846 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.500 RI index for soil(AMC 2) = 72.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.183(CFS) Total initial stream area = 1.930 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1554.200(Ft.) End of street segment elevation = 1515.600(Ft.) Length of street segment = 617.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.080 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000 (Ft.) Page 12 Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000 (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 = 9.982 (CFS) Depth of flow = 0.369(Ft.) , Average velocity = 6.276(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.099(Ft.) Flow velocity = 6.28 (Ft/s) Travel time = 1.64 min. TC = 10.35 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.849 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.487 (In/Hr) for a 100.0 year storm Subarea runoff = 7.520(CFS) for 2.540(Ac.) Total runoff = 13.703(CFS) Total area = 4.470 (Ac.) Street flow at end of street = 13.703(CFS) Half street flow at end of street = 13.703(CFS) Depth of flow = 0.402 (Ft.) , Average velocity = 6.767 (Ft/s) Flow width (from curb towards crown)= 13.778(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 26.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1509.600 (Ft.) Downstream point/station elevation = 1509.000 (Ft.) Pipe length = 36.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.703(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 13.703(CFS) Normal flow depth in pipe = 14.93(In.) Flow top width inside pipe = 13.54 (In.) Critical Depth = 16.47 (In.) Pipe flow velocity = 8.74 (Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 10.42 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station 26.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 4.470(Ac.) Runoff from this stream = 13.703(CFS) Time of concentration = 10.42 min. Rainfall intensity = 3.476(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 24.000 **** INITIAL AREA EVALUATION **** Page 13 Initial area flow distance = 516.000 (Ft.) Top (of initial area) elevation = 1576.200(Ft.) Bottom (of initial area) elevation = 1554.200 (Ft.) Difference in elevation = 22.000(Ft.) Slope = 0.04264 s(percent)= 4.26 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 8.916 min. Rainfall intensity = 3.746(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.844 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.600 Decimal fraction soil group D = 0.400 RI index for soil(AMC 2) = 71.40 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.448(CFS) Total initial stream area = 2.040 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 25.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1554.200(Ft.) End of street segment elevation = 1515.300(Ft.) Length of street segment = 667.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.080 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000 (Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000 (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 = 9.693(CFS) Depth of flow = 0.369(Ft.) , Average velocity = 6.068 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.128(Ft.) Flow velocity = 6.07 (Ft/s) Travel time = 1.83 min. TC = 10.75 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.848 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.424 (In/Hr) for a 100.0 year storm Subarea runoff = 6.420(CFS) for 2.210(Ac.) Total runoff = 12.867 (CFS) Total area = 4.250 (Ac.) Street flow at end of street = 12.867 (CFS) Half street flow at end of street = 12.867 (CFS) Depth of flow = 0.399(Ft.) , Average velocity = 6.490 (Ft/s) Flow width (from curb towards crown)= 13.623 (Ft.) Page 14 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.000 to Point/Station 26.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1509.300 (Ft.) Downstream point/station elevation = 1509.000 (Ft.) Pipe length = 35.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.867 (CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 12.867 (CFS) Normal flow depth in pipe = 15.26(In.) Flow top width inside pipe = 18.72 (In.) Critical Depth = 16.03(In.) Pipe flow velocity = 6.88 (Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 10.83 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station 26.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 4.250(Ac.) Runoff from this stream = 12.867 (CFS) Time of concentration = 10.83 min. Rainfall intensity = 3.411 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 13.703 10.42 3.476 2 12.867 10.83 3.411 Largest stream flow has longer or shorter time of concentration Qp = 13.703 + sum of Qa Tb/Ta 12.867 * 0.962 = 12.376 Qp = 26.079 Total of 2 streams to confluence: Flow rates before confluence point: 13.703 12.867 Area of streams before confluence: 4.470 4.250 Results of confluence: Total flow rate = 26.079(CFS) Time of concentration = 10.419 min. Effective stream area after confluence = 8.720(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station 27.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1509.000 (Ft.) Downstream point/station elevation = 1508.700 (Ft.) Pipe length = 30.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 26.079(CFS) Nearest computed pipe diameter = 27.00(In.) Page 15 Calculated individual pipe flow = 26.079(CFS) Normal flow depth in pipe = 18.98(In.) Flow top width inside pipe = 24.67 (In.) Critical Depth = 21.39(In.) Pipe flow velocity = 8.73(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 10.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 27.000 to Point/Station 27.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 8.720(Ac.) Runoff from this stream = 26.079(CFS) Time of concentration = 10.48 min. Rainfall intensity = 3.467 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 59.811 14.48 2.968 2 26.079 10.48 3.467 Largest stream flow has longer time of concentration Qp = 59.811 + sum of Qb Ia/Ib 26.079 * 0.856 = 22.330 Qp = 82.141 Total of 2 main streams to confluence: Flow rates before confluence point: 59.811 26.079 Area of streams before confluence: 22.360 8.720 Results of confluence: Total flow rate = 82.141 (CFS) Time of concentration = 14.477 min. Effective stream area after confluence = 31.080 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 27.000 to Point/Station 30.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1508.700 (Ft.) Downstream point/station elevation = 1507.500 (Ft.) Pipe length = 118.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 82.141(CFS) Nearest computed pipe diameter = 39.00(In.) Calculated individual pipe flow = 82.141 (CFS) Normal flow depth in pipe = 31.50(In.) Flow top width inside pipe = 30.74 (In.) Critical Depth = 34.03(In.) Pipe flow velocity = 11.44 (Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 14.65 min. Page 16 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 30.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 31.080(Ac.) Runoff from this stream = 82.141 (CFS) Time of concentration = 14.65 min. Rainfall intensity = 2.951 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 28.000 to Point/Station 29.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 764.000 (Ft.) Top (of initial area) elevation = 1530.600(Ft.) Bottom (of initial area) elevation = 1513.700 (Ft.) Difference in elevation = 16.900(Ft.) Slope = 0.02212 s(percent)= 2.21 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 11.894 min. Rainfall intensity = 3.262 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.846 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.209(CFS) Total initial stream area = 2.250 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 29.000 to Point/Station 30.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1507.700 (Ft.) Downstream point/station elevation = 1507.500 (Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.209(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 6.209(CFS) Normal flow depth in pipe = 11.81(In.) Flow top width inside pipe = 12.27 (In.) Critical Depth = 12.08 (In.) Pipe flow velocity = 6.00 (Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 11.95 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 30.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.250(Ac.) Runoff from this stream = 6.209(CFS) Time of concentration = 11.95 min. Page 17 Rainfall intensity = 3.254 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 82.141 14.65 2.951 2 6.209 11.95 3.254 Largest stream flow has longer time of concentration Qp = 82.141 + sum of Qb Ia/Ib 6.209 * 0.907 = 5.631 Qp = 87.772 Total of 2 streams to confluence: Flow rates before confluence point: 82.141 6.209 Area of streams before confluence: 31.080 2.250 Results of confluence: Total flow rate = 87.772 (CFS) Time of concentration = 14.649 min. Effective stream area after confluence = 33.330(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 33.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1507.500 (Ft.) Downstream point/station elevation = 1500.000 (Ft.) Pipe length = 556.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 87.772 (CFS) Nearest computed pipe diameter = 39.00(In.) Calculated individual pipe flow = 87.772 (CFS) Normal flow depth in pipe = 29.34 (In.) Flow top width inside pipe = 33.67 (In.) Critical Depth = 34.86(In.) Pipe flow velocity = 13.11 (Ft/s) Travel time through pipe = 0.71 min. Time of concentration (TC) = 15.36 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 33.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 33.330 (Ac.) Runoff from this stream = 87.772 (CFS) Time of concentration = 15.36 min. Rainfall intensity = 2.885(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 32.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 590.000 (Ft.) Top (of initial area) elevation = 1515.900(Ft.) Bottom (of initial area) elevation = 1506.300 (Ft.) Difference in elevation = 9.600(Ft.) Page 18 Slope = 0.01627 s(percent)= 1.63 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 11.406 min. Rainfall intensity = 3.328(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.847 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 8.034 (CFS) Total initial stream area = 2.850 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 33.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1500.300 (Ft.) Downstream point/station elevation = 1500.000 (Ft.) Pipe length = 30.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.034 (CFS) Nearest computed pipe diameter = 18.00 (In.) Calculated individual pipe flow = 8.034 (CFS) Normal flow depth in pipe = 11.79(In.) Flow top width inside pipe = 17.11 (In.) Critical Depth = 13.18 (In.) Pipe flow velocity = 6.55(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 11.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 33.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.850(Ac.) Runoff from this stream = 8.034 (CFS) Time of concentration = 11.48 min. Rainfall intensity = 3.317 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 35.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 669.000 (Ft.) Top (of initial area) elevation = 1515.800(Ft.) Bottom (of initial area) elevation = 1506.300 (Ft.) Difference in elevation = 9.500(Ft.) Slope = 0.01420 s(percent)= 1.42 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 12.325 min. Rainfall intensity = 3.207 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.845 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Page 19 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 9.350(CFS) Total initial stream area = 3.450 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 33.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1500.300 (Ft.) Downstream point/station elevation = 1500.000 (Ft.) Pipe length = 15.40(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.350(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 9.350 (CFS) Normal flow depth in pipe = 10.44 (In.) Flow top width inside pipe = 17.77 (In.) Critical Depth = 14.19(In.) Pipe flow velocity = 8.79(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 12.35 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 33.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 3.450(Ac.) Runoff from this stream = 9.350 (CFS) Time of concentration = 12.35 min. Rainfall intensity = 3.203(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 87.772 15.36 2.885 2 8.034 11.48 3.317 3 9.350 12.35 3.203 Largest stream flow has longer time of concentration Qp = 87.772 + sum of Qb Ia/Ib 8.034 * 0.870 = 6.987 Qb Ia/Ib 9.350 * 0.901 = 8.423 Qp = 103.182 Total of 3 streams to confluence: Flow rates before confluence point: 87.772 8.034 9.350 Area of streams before confluence: 33.330 2.850 3.450 Results of confluence: Total flow rate = 103.182 (CFS) Time of concentration = 15.355 min. Effective stream area after confluence = 39.630 (Ac.) Page 20 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 49.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1500.000 (Ft.) Downstream point/station elevation = 1499.800 (Ft.) Pipe length = 30.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 103.182 (CFS) Nearest computed pipe diameter = 45.00(In.) Calculated individual pipe flow = 103.182 (CFS) Normal flow depth in pipe = 39.56(In.) Flow top width inside pipe = 29.33(In.) Critical Depth = 37.27 (In.) Pipe flow velocity = 10.03(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 15.41 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 49.000 to Point/Station 49.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 39.630(Ac.) Runoff from this stream = 103.182 (CFS) Time of concentration = 15.41 min. Rainfall intensity = 2.881 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 37.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 404.000 (Ft.) Top (of initial area) elevation = 1621.300(Ft.) Bottom (of initial area) elevation = 1617.300(Ft.) Difference in elevation = 4.000(Ft.) Slope = 0.00990 s(percent)= 0.99 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 10.826 min. Rainfall intensity = 3.412 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.833 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.831(CFS) Total initial stream area = 1.700 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 38.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1617.300(Ft.) End of street segment elevation = 1603.600(Ft.) Length of street segment = 455.000(Ft.) Page 21 Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.080 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000 (Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000 (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 = 8.524 (CFS) Depth of flow = 0.390(Ft.) , Average velocity = 4.574 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.180(Ft.) Flow velocity = 4.57 (Ft/s) Travel time = 1.66 min. TC = 12.48 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.829 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.187 (In/Hr) for a 100.0 year storm Subarea runoff = 7.316(CFS) for 2.770(Ac.) Total runoff = 12.147 (CFS) Total area = 4.470 (Ac.) Street flow at end of street = 12.147 (CFS) Half street flow at end of street = 12.147 (CFS) Depth of flow = 0.431(Ft.) , Average velocity = 4.979(Ft/s) Flow width (from curb towards crown)= 15.208(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 39.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1603.600(Ft.) End of street segment elevation = 1540.300(Ft.) Length of street segment = 756.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.080 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000 (Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000 (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 = 19.216(CFS) Depth of flow = 0.424 (Ft.) , Average velocity = 8.198 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.890(Ft.) Flow velocity = 8.20 (Ft/s) Travel time = 1.54 min. TC = 14.02 min. Page 22 Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.825 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.014 (In/Hr) for a 100.0 year storm Subarea runoff = 14.056(CFS) for 5.650(Ac.) Total runoff = 26.203(CFS) Total area = 10.120 (Ac.) Street flow at end of street = 26.203(CFS) Half street flow at end of street = 26.203(CFS) Depth of flow = 0.464 (Ft.) , Average velocity = 8.838 (Ft/s) Flow width (from curb towards crown)= 16.847 (Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 39.000 to Point/Station 42.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1540.300 (Ft.) Downstream point/station elevation = 1504.600 (Ft.) Pipe length = 432.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 26.203(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 26.203(CFS) Normal flow depth in pipe = 12.96(In.) Flow top width inside pipe = 16.16(In.) Critical depth could not be calculated. Pipe flow velocity = 19.24 (Ft/s) Travel time through pipe = 0.37 min. Time of concentration (TC) = 14.40 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 42.000 to Point/Station 42.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 10.120(Ac.) Runoff from this stream = 26.203(CFS) Time of concentration = 14.40 min. Rainfall intensity = 2.976(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 41.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 563.000 (Ft.) Top (of initial area) elevation = 1539.700(Ft.) Bottom (of initial area) elevation = 1510.900 (Ft.) Difference in elevation = 28.800 (Ft.) Slope = 0.05115 s(percent)= 5.12 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 8.902 min. Rainfall intensity = 3.748(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.838 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Page 23 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.528(CFS) Total initial stream area = 1.760 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 42.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1504.900 (Ft.) Downstream point/station elevation = 1504.600 (Ft.) Pipe length = 19.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.528(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 5.528 (CFS) Normal flow depth in pipe = 9.08(In.) Flow top width inside pipe = 14.66(In.) Critical Depth = 11.43(In.) Pipe flow velocity = 7.11 (Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 8.95 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 42.000 to Point/Station 42.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.760(Ac.) Runoff from this stream = 5.528 (CFS) Time of concentration = 8.95 min. Rainfall intensity = 3.739(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 26.203 14.40 2.976 2 5.528 8.95 3.739 Largest stream flow has longer time of concentration Qp = 26.203 + sum of Qb Ia/Ib 5.528 * 0.796 = 4.400 Qp = 30.603 Total of 2 streams to confluence: Flow rates before confluence point: 26.203 5.528 Area of streams before confluence: 10.120 1.760 Results of confluence: Total flow rate = 30.603(CFS) Time of concentration = 14.395 min. Effective stream area after confluence = 11.880(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 42.000 to Point/Station 48.000 Page 24 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1504.600 (Ft.) Downstream point/station elevation = 1502.600 (Ft.) Pipe length = 87.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 30.603(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 30.603(CFS) Normal flow depth in pipe = 17.67 (In.) Flow top width inside pipe = 21.15(In.) Critical Depth = 22.44 (In.) Pipe flow velocity = 12.34 (Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 14.51 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 48.000 to Point/Station 48.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 11.880(Ac.) Runoff from this stream = 30.603(CFS) Time of concentration = 14.51 min. Rainfall intensity = 2.965(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 43.000 to Point/Station 44.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 572.000 (Ft.) Top (of initial area) elevation = 1607.600(Ft.) Bottom (of initial area) elevation = 1573.600 (Ft.) Difference in elevation = 34.000(Ft.) Slope = 0.05944 s(percent)= 5.94 TC = k(0.390) *[ (length^3) / (elevation change) ]^0.2 Initial area time of concentration = 8.694 min. Rainfall intensity = 3.791(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.839 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.864 (CFS) Total initial stream area = 1.530 (Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 44.000 to Point/Station 47.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1573.600(Ft.) End of street segment elevation = 1509.200(Ft.) Length of street segment = 810.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.080 Page 25 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000 (Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000 (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 = 10.218(CFS) Depth of flow = 0.359(Ft.) , Average velocity = 6.917 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.622 (Ft.) Flow velocity = 6.92 (Ft/s) Travel time = 1.95 min. TC = 10.65 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.838 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.700 Decimal fraction soil group D = 0.300 RI index for soil(AMC 2) = 70.80 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.440(In/Hr) for a 100.0 year storm Subarea runoff = 10.637 (CFS) for 3.690(Ac.) Total runoff = 15.502 (CFS) Total area = 5.220 (Ac.) Street flow at end of street = 15.502 (CFS) Half street flow at end of street = 15.502 (CFS) Depth of flow = 0.403(Ft.) , Average velocity = 7.635(Ft/s) Flow width (from curb towards crown)= 13.797 (Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 47.000 to Point/Station 48.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1503.200 (Ft.) Downstream point/station elevation = 1502.600 (Ft.) Pipe length = 38.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.502 (CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 15.502 (CFS) Normal flow depth in pipe = 13.93(In.) Flow top width inside pipe = 19.85(In.) Critical Depth = 17.47 (In.) Pipe flow velocity = 9.15(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 10.71 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 48.000 to Point/Station 48.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 5.220(Ac.) Runoff from this stream = 15.502 (CFS) Time of concentration = 10.71 min. Rainfall intensity = 3.429(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity Page 26 No. (CFS) (min) (In/Hr) 1 30.603 14.51 2.965 2 15.502 10.71 3.429 Largest stream flow has longer time of concentration Qp = 30.603 + sum of Qb Ia/Ib 15.502 * 0.864 = 13.401 Qp = 44.004 Total of 2 streams to confluence: Flow rates before confluence point: 30.603 15.502 Area of streams before confluence: 11.880 5.220 Results of confluence: Total flow rate = 44.004 (CFS) Time of concentration = 14.513 min. Effective stream area after confluence = 17.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 48.000 to Point/Station 49.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1502.600 (Ft.) Downstream point/station elevation = 1499.800 (Ft.) Pipe length = 177.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 44.004 (CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 44.004 (CFS) Normal flow depth in pipe = 21.30(In.) Flow top width inside pipe = 27.22 (In.) Critical Depth = 26.51 (In.) Pipe flow velocity = 11.80 (Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 14.76 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 49.000 to Point/Station 49.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 17.100 (Ac.) Runoff from this stream = 44.004 (CFS) Time of concentration = 14.76 min. Rainfall intensity = 2.940 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 103.182 15.41 2.881 2 44.004 14.76 2.940 Largest stream flow has longer time of concentration Qp = 103.182 + sum of Qb Ia/Ib 44.004 * 0.980 = 43.112 Qp = 146.294 Page 27 Total of 2 main streams to confluence: Flow rates before confluence point: 103.182 44.004 Area of streams before confluence: 39.630 17.100 Results of confluence: Total flow rate = 146.294 (CFS) Time of concentration = 15.406 min. Effective stream area after confluence = 56.730 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 49.000 to Point/Station 52.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1499.800 (Ft.) Downstream point/station elevation = 1389.000 (Ft.) Pipe length = 381.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 146.294 (CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 146.294 (CFS) Normal flow depth in pipe = 19.59(In.) Flow top width inside pipe = 24.09(In.) Critical depth could not be calculated. Pipe flow velocity = 47.37 (Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 15.54 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 52.000 **** SUBAREA FLOW ADDITION **** SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.824 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.900 Decimal fraction soil group D = 0.100 RI index for soil(AMC 2) = 69.60 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 15.54 min. Rainfall intensity = 2.869(In/Hr) for a 100.0 year storm Subarea runoff = 5.981(CFS) for 2.530(Ac.) Total runoff = 152.275(CFS) Total area = 59.260 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 52.000 **** SUBAREA FLOW ADDITION **** SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.840 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 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 15.54 min. Page 28 Rainfall intensity = 2.869(In/Hr) for a 100.0 year storm Subarea runoff = 7.395(CFS) for 3.070(Ac.) Total runoff = 159.670(CFS) Total area = 62.330 (Ac.) End of computations, total study area = 62.33 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 72.6 Page 29 Appendix Proposed Condition Hydrology Key Map EX. 54" C.P. O \ \ PER TRAC 821 5 SO/MPROIiE T N - v v � SUBAREA C"RUNOFF TO S.D. LINE A"(DRAINAGE AREA D) TRIBUTARY NODE 10-YR STORM RUNOFF TC (MIN.) 100-YR STORM RUNOFF TC (MIN.) AREA (AC) R/W 50' RIW 3 010 = 13.06 CFS 10.14 0100 = 20.54 CFS 9.97 6.45 EX. 30"R.C.P. SD 4 010 = 18.09 CFS 10.20 0100 = 28.43 CFS 10.01 9.09 25' 25' 100 TRACT 28214-5 SO/MPROIiEMENT PLAN 5 010 = 29.38 CFS 10.28 0100 = 46.19 CFS 10.09 16.34 SD 6 010 = 29.98 CFS 10.48 0100 = 47..13 CFS 10.27 16.64 7' 1B' 18' 7' 7 070 = 30.51 CFS 10.49 0100 = 47.95 CFS 10.28 16.90 3'PUBLIC 5' 5' 3'PUBLIC 8 010 = 73.72 CFS 10.53 0100 = 115.87 CFS 10.32 48.26 U)Z17Y ESMT. SIDE SIDE �' �IIy U77U7Y ESMTESMT. O 377+ 9 010 = 77.16 CFS 10.68 0100 = 121.35 CFS 10.45 52.37 WALK WALK +0.02 +0.00 +0.02 . TC TC 2 >( 09 2�0 y 2.•> TO MEET SO. LINE D- SUBAREA C"RUNOFF TO S.D. LINE C"(DRAINAGE AREA D) TRIBUTARY 5 Exrsr. GRADE NODE 10-YR STORM RUNOFF TC (M/N.) 100-YR STORM RUNOFF TC (M/N.) AREA (AC.) o \ 71 010 = 8.47 CFS 12.71 0100 = 13.30 CFS 12.71 4.92 LANDSCAPE LANDSCAPE i PARKWAY PARKWAY i 72 010 = 14.0 CFS 14.19 0100 = 22.00 CFS 14.08 8.50 Sa. L/NF✓ 73 010 = 20.80 CFS 74.62 0100 = 32.97 CFS 14.47 12.71 ALBERT C/RCLE, LADR/LLO CIRCLE, 74 010 = 24.22 CFS 14.91 0100 = 38.37 CFS 14.72 14.87 LILAH C/RCLE, & COBBLESTONE CIRCLE 75 070 = 25.29 CFS 15.09 0100 = 40.06 CFS 14.88 15.54 N.Ts. 76 010 = 27.93 CFS 15.10 0100 = 44.22 CFS 14.90 17..21 SUBAREA ID"RUNOFF TO S.D. LINE B"(DRAINAGE AREA D J TRIBUTARY �of NODE 10-YR STORM RUNOFF TC (MIN.) 100-YR STORM RUNOFF TC (MIN.) AREA AC. R1DY 54, Rlw IY 56 010 = 3.02 CFS 10.53 0100 = 4.75 CFS 10.53 1.62 44 010 = 17.76 CFS 11.17 0100 = 27..99 CFS 11.04 9.45 27' IF 27'\ / 45 010 = 20.51 CFS 11.61 0100 = 32.34 CFS 11.42 10.98 46 010 = 26.36 CFS 11.63 0100 = 41.57 CFS 11.44 14.16 7' 20' 20' 7' 3'PUBLIC 5' 5' 3"PUBLIC UT/L,,, ESMT. SIDE SIDE' UTILITY ESMT. NOT • AN ASTERISK �*� NEXT TO A NODE NUMBER SIGNIFIES A CALCULATED 2, WALK WALK E. 2, CONFLUENCE DISCHARGE AT THAT NODE. THOSE DISCHARGE QUANTIT/ES -002 +O.OG' -°02 ARE LISTED /N TABLE TRIBUTARY TO S.D. LINE SY NODE. TO 20% 20-- TC 2 EXIST. GRADE SEE DETENTION BASIN ANAL YSIS FOR Q AT NODE 101.1. - 2:1 TO MEET LANDSCAPE LANDSCAPE PARKWAY PARKWAY LADR/LLO STREET, PIONEER LANE, WILLOW BEND STREET, & COBBLESTONE CIRCLE 44 d N T.S. SEE SO - --- \ IMPROVEMENT PLAN PER C17Y DWG. 3-198 <`� NZY �R� P.PRO 45 RAW RAW -p� 46 9 # 60' 60' 2.23 6I j3�3. p 4N Rl9 _� 12' 48' 48' 12" 1 ( �A VARIES 2=14' _ s SEE LAN +0.00' O \ 0.41' 1 sv � �', as � \ � , 2% 20�• 2.09, 2.0% 3 \ \\ \ 21 DESIGN ELEVATION PER PLAN P erg h MEANDERING (SEE LANMRAISMEDE PLANS) MEANDERING DEWALK 6S/DEWALKo 14133 Wv +� j N/CHOL 'S ROAD TINT ULTIMATE STREET SECT/ON N.T.S. o .D. LINE 73 1401.4 r I2" �14' SEE PLAN q TC TC I I I T I' I I I �¢ PER PLA +0.00' PER PLAN I \ \ p a - - RAISED SEE LANNf®.W PLANS OJw MEDIAN DETAIL N.T.S x TRA T 2 14 _cs- i r I - LEGEND N o ='� ' MA✓OR WATERSHED BOUNDARY N) MINOR WATERSHED BOUNDARY ZZZ- ELEVAAON 0 NODE / 214 12 /. y o NODAL POINT REFERENCE l,n 80' O 80' 160' 240' CATCH BASIN&STORM DRAIN n � I _----- XX SUBAREA DES/GNAT/ON i SCALE IN FEET e SUBAREA ACREAGE HYDROLOGIC SOILS GROUP BOUNDARY AN zs3 \ A❑ HYDROLOGIC SOILS GROUP ry o o C- -�� \ �L� I � D/SCKAGE AT T/iATL 7 UENCE o NODE tP - / - - PHASE BOUNDARY I - - O \ ® 1 ! DEl/EL OPED ONS/TE HYDROLOGY KEY MAP ~ CT B2 - �, + FOR N TRACT NO. 28214-9 TO - 12 COUNTY OF RIVERSIDE / � I DYE L✓ ���ENG/NEEf)S SHEET N CHECK.• MCT AVENUE.suirEEioo:coao"riq Rca'9ze81 ORa 1 S684RE4 r"RUNOFF 70 SD. LINE 7'f" TRIBUTARY NODE 10-YR STORM RUNOFF TO(MIN.)100-YR STORM RUNOFF TO(MIN.) AREA AC. 3 010 = 9.53 CFS 13.75 0100= 15.12 CFS 13.45 5.57 11 010 = 30.37 CFS 14.02 0100= 49..20 CFS 13.69 17.83 16 010 = 34.23 CFS 14.25 0100= 54.32 CFS 13.90 20.20 19 010 = 37.68 CFS 14.83 0100= 59.81 CFS 14.44 22.36 27 010 = 51.73 CFS 14.87 0100= 82.14 CFS 14.48 31.08 30 010 = 55.26 CFS 15.07 0100= 87..77 CFS 14.65 33.33 33 1 010 = 59.63 CFS 15.86 0100= 94.76 CFS 15.36 35..18 49 010 = 91.79 CFS 15.91 0100= 146.28 CFS 15.41 56.73 52 010 = 100.09 CFS 16.06 0100= 159.66 CFS 15.54 62.33 / - AIo_luaJ 1 alo�Js7ee �i /Y , IAfP l � JP-% 1P� SUBAREA If"RUNOFF TO S.D. L A T ?J-7" TRIBUTARY NODE 10-YR STORM RUNOFF TC(MIN.)100-YR STORM RUNOFF 7C(M/N.) AREA AC. / 4' IIIs*7 38 plp_luL3 i 39 O10 = 16.35 CFS 14.39 0100=26.20 CFS 14.02 >0.12 14.81 g100= 30.60 CFS 14. 12-X 42 010 = 19.f0 CFS 40 11.88 f1 aJ d RID_fuaa I JP 11 49 010 =27.48 CFS 14.95 1 0100= 44.80 CFS 1 14.51 f7.10 \ 15 6' Jsn=fuao ,Jan / Rm_,ua7 0�' Y \ NOTE- AN ASTERISK (*) NEXT TO A NODE NUMBER SIGNIFIES A CALCULATED CONFLUENCE DISCHARGE AT THAT NODE. THOSE DISCHARGE QUANTITIES \ ° - ID_,an.7� H10=" D I R10-J� ARE LISTED /N TABLE TRIBUTARY TO S.D. L/NE BY NODE. W u O A •tb 11-e _ , l "°° RIo_,Ilaae Rlo_lu _ I �.� ' TRAC T 82 4- \ RID_,35a1 'SPo Ala_lAZID •\ �\ Rn_15Js, ♦ �-. Rm_,sszs AlD_,ual 12-25 72-73 \ 1hP ♦� \.. y0 R,D-15J1.3 jJ-e 12-l1 R11W R� mmaF I Ala--! •\ \ CN iy I� Q /, �.♦.`.�.._ 47 12-M ss• C ss' 12-iD21_s r 1. s E/}F1'lLL s' ,wo=lsaxe , R I • 1621.3 \ - _ _Ate- / ♦ � sB '...* AH1' ulwry 14-4 ir. .z Imurr isJr RIo_lsue I RID_IRLIco ADJ,' aW.I' + /Rm_,sse, Rb�Jssa I JJaD�,uaJ s 0.02 +0.02 s' r A \ \ \� \_ / Jhf E6 J 15mv IT 7C TC +0.001 vRD_1s3as :/ �• � lJaD I LFIJ ' � � � X 20R :1 TO MEET I ,r 14-41 JaD_, f! RID_IsaRe I!-e M-15stI �- -- EXIST. GRADE s B RID_Jsasa ' RID_13esa nlo_lmrto a LANDSCAPE LANDSCAPE PRo_Iscae RID_Jsass y'� I'l'` .II I.�JP / \ ` PARKWAY PARKWAY SWIM PARK 2.74 �D'lO NTS I \ . R,D_ssze II I MADONNA CIRCLE L70 i i \i l!-f7 y 2.25 I \_ \ R1 ss R�AIp_,Se3e i !,IDn ,szae J� 14-27 sr zr RID_,ssao � L=70a' ] sa m 7' - L 556• � MD=,9JP 281-% RIo_ Rlo_l5ne \ RO-13Ba, yam' i0_,SeQe f 3�e % Y 13t17 / I D,L/Y LWl � Jarnr nwr. 6A � z. I s• �' _JeDl.l 'RID,J,59aJ !!-.A7 p 1 15J7 tir s JSJM I'II -0n02 +oao, -o.oz >6793 - 9 1 - - - - - - - - - - 37 I 1 raD_,aosr( mD-feale lNP RID_,sn.� A10_J3J99 ,a '$ 2.OX P -I TO MEET Rb Z 08 EXIST. GRADE �' Jap_,S/dD Ihl'6 j ���Ss���,o � 1 III \ RID_1s,a1 -tea-- -��- •��- -; AC 282 -Jsaxa /' 1.3�oa 1 a�Je I LANDSCAPE LANDSCAPE ` IS�B yf� ,la! 15 JaD_ulae PARKWAY PARKWAY \ 1�s 15,UD_-- \ 15-M /s�l7lsJa rao_J57so rI MERRIRELD STREET, G/NA LYNNE LANE, 77LLY LANE, HUDSON LANE RID Lela] - Rl� E4 1.�J7 HID_13BL3 I � 1l-TR nav i- \ 16-% m p 15-M \\ fN0_IS%1 Ala_,smJ 3. ' nlD_Isse9 '7.S„�D�1srze �� N.T.S. 159_l6 I f57 �' 17ag II � ��1 RID Js,rr RID-,eaa, � 1IziT " yam' RID-,SJ,.s / / 9�-• �' '1�'I 1J-1e � \ ` AID_feaxa ',�I'� RID_Isnw /' / 25 1 � Rla_JSIee II\. Jfr3J e,i�i f�% 1i 4,Ja. 15-5 l RID_161Je �''. -�� / Ala_,.vAD RlD_,vae .ve' E7 1STaJ 7RP 1 _ _ 2.77 Rn_,s1a� y J�P} RIo_IszRa ' 7 17--27 15-8T � _,rem' AID_JssJo / 17-J JB-PP Rla_Jsau RID_ISTae =590• ,t, -_'d`-- I I RIp_1s.7 / AID_,sxxa 15r7 /.AfI �17-:v Alo_,6la5 e- RID_Issz� Y l•�1e I� =151A5 / 2.21 / RID�l3lR3 I Ef6 Y J JS-!7 7RJ1 / d 38 RIa_I"o m\ ISID=uJsa 7M-15746 1771 AID_lsaxs f55 / / 7R7 P JJ 71 ' yam° .4 ' RIa_uma /.. / Rm_,siet 'o'' J3-27 m-Isla I b -sue Y e'' I5-a �1 1RIo1B,eazs �� ..� E75 ,Ie Yr�_e -° RID_u1Jl �3• .I • 17-10 v ("V 15-IS � lRl1 ` Am_Is,as I.FSY •V 1 Jd-fe � Rlo_J.mas �.a AIo_,saxt �-� _ / RID_ISIT.3 / _ J� .wD_ISrze y RID_Jsl3J IS-I! 17-I5 - fNa_1391.P RID_ISa2i RID_Jsl8 __ •. RIp�J,�pp, \ �/ i I a-- ` 16-27 6 ® 9063 °1 ,arae 1.� 6-Id 47 ow_I31Jo raa_ I EI9 � � ° �. � Jd zs 7soy \h �• 0 J) )J 49 AlD_,.mas` 80' O 80" 760" 240" JB-PY \ 1d-e -17 \ f�% RIo_nxas SCALE /N FEET° A,D_,e�es �\ aID_,seas ,Ba'! / / / sp•�''. 7f�, I \ / Ilk 1 Je-1e I Alo_-s ♦♦ - - �_� /s Ilk Jaa_-40000 IS-14 , PRa=I53) - SD LA 7/-1 00 - 00 S,Lz 40 �� % \ 00 00 0 \j L EGEND 1 .I 00 t 15300 50 \ r \\�`1 I MAJOR WATERSHED BOUNDARY � NOR WATERSHED B OUNDARY CONNECT TO FUTURE 48- SD (L/NE G� -ELEVATION®NODEPE R TRACT557 LMRRO/EMENT RLA o NODAL POINT REFERENCE CATCH BASIN&•STORM DRAIN I� TRACT SOU RY \ _ % _ _ _ xx SUBAREA DESIGNATION SUBAREA ACREAGE o HYDROLOGIC SOILS GROUP BOUNDARY / / a HYDROLOGIC SOILS GROUP �y o CALCULATED CONFLUENCE D/SCHAGE AT THAT NODE PHASE BOUNDARY W DE/EL OPED ONS/TE HYDROL OGY KEY MAP ry FOR N TRACT NO. 28214- 13 TO - 17 COUNTY OF RIVERSIDE HYD. L✓ SHEET N DRRIFl- L✓ oENG/NEEfiS o,,./// N CIVIL ENGINEERS"PLANNERS I SURVEYORS CHECK. MCT 1880 COMMON AVENUE,SUITE 100'CORONA,CA.92881-3370_','34-2130 Appendix 0 FEMA FIRM PANELS A � 1 37 000M - ,�- 30 N MAP SCALE 1" = 500' 50 0 500 1000 -- - FEET i • 1�. METE AV 4. 7 POP op ` • f • � • _ Loc:gon,, NYC a_ 27 26 `'l m PANEL 2009G • ZONE FIRM X a FLOOD INSURANCE RATE MAP m ® RIVERSIDE COUNTY, CALIFORNIA m AND INCORPORATED AREAS m PANEL 2009 OF 3805 J LLJ (SEE MAP INDEX FOR FIRM PANEL LAYOUT) Q CONTAINS: d COMMUNITY NUMBER PANEL SUFFIX m LAKE ELSINORE,CITY OF 060636 2009 G z RIVERSIDE COUNTY 060245 2009 G ' ►• ® Notice to User: The Map Number shown below should be ® used when placing map orders; the Community Number shown above should be used on insurance applications for the 4 ubject community. • - ,. r �44ART MAP NUMBER 3729000,nN mAWK 06065C2009GT • ��' EFFECTIVE DATE "•'• ' � • ��.•� ' AUGUST 28,2008 ••� -•,i •, �� 1 t_�, ` � _ Federal Emergency Management Agency qlp- r• .6 .• - i • •••••••• ��� �N - ' This is a official copy of a portion of the above referenced flood map. It •.:.:-�.�•� . ; • •: �� was extracted using F-MIT On-Line. This map does not reflect changes amendments which may have been made subsequent to the date on the ' •• "'� < e ` !- - s title block. For the latest product information about National Flood Insurance •` '�' 1 �y Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov Appendix CATCH BASIN SIZING CALCULATIONS AND STREET CAPACITY ANALYSIS CATCH BASIN FLOW INLET CALCULATION TABLE - PHASE 9 to 12 100 YEAR EVENT NODEJ CB SIZE TYPE FLOW I UPSTREAM I FLOW I I R. UPST.I CROWN LOSS Q @ basi Q(in) I Q(flowby) NO. I(FT)I (S/F)I (CFS) (IN/HR)II NODEJ CB I (CFS) IN/HR L( h)j FLOW(CFS) (CFS) I (CFS) I (CFS) 11 (CFS) ITO C.B. 24 1 7 F 8.08 N/A N/A 8.08t85 0.86 12 3 2 21 F 20.54 N/A N/A 20.54 1.82 11 27 3 4 F N/A N/A 0.53 0.00 11 4 14 F 9.12 N/A N/A 9.12 0.53 3 31 5 4 F 5.48 N/A N/A 5.48 4.51 0.98 11 17 6 7 F 3.76 N/A N/A 1 3.761 3.25 0.51 12 21 7 4 F 3.19 N/A N/A 3.19 3.19 0.00 12 56 8 4 F 4.75 N/A N/A 4.75 4.23 0.53 13 42 9 14 F 15.34 N/A N/A 15.34 13.82 1.51 13 52 10 7 F 8.12 N/A N/A 8.12 7.17 0.951 13 36 11 4 F 1.15 N/A N/A 3.95 3.90 0.05 22 35 121 41 F 1.32 N/A N/A 1 2.691 2.691 0.00 22 61 131 14 F 5.30 N/A N/A 8.29 7.80 0.48 22 67 14 7 F 9.73 N/A N/A 9.73 9.73 0.00 22 96 15 7 F 5.25 N/A N/A 5.25 5.25 0.00 22 91 16 7 F 2.45 N/A N/A 2.45 2.45 0.00 22 86 17 4 F 6.45 N/A N/A 6.97 6.97 0.00 16 84.5 18 14 F 11.01 N/A N/A 11.01 11.01 0.00 15 82 19 14 F 9.01 N/A N/A 9.01 8.48 0.52 17 114 20 21 F 26.69 N/A N/A 26.69 19.31 7.38 21 21 14 F N/A N/A 7.38 7.06 0.31 103 22 14 F 9.71 N/A N/A 10.24 9.63 0.60 102 23 14 F 9.58 N/A N/A 9.58 9.58 0.00 22 106 24 14 S 10.12 N/A N/A 10.12 9.94 0.18 109 1 251 141 S 1 12.60 N/A N/A I i :]__L2_-6_01L 12.601 0.00 *Per Developed Onsite Hydrology key Map for Tract No. 28214-9 to 12 City of Lake Elsinore Curb Inlet Catch Basin Note: 1. Catch basins are sized per the ultimate hydrology analysis in the Onsite Hydrology Study for TR 28214 report dated 8/10/2018 2. Flowby basins are sized to intercept 85% of the on-site runoff. Carryover will continue along the roadway and willl eventually picked up by street catch basins downstream in the ultimate condition. CATCH BASIN INTERCEPTION TABLE 100 YEAR EVENT NODE CB SIZE TYPE FLOW STREET CF 1/2 ST. a Q/ CORRECTED y SUMP CATCH BASIN O/L L-TI CATCH BASIN FLOWBY CATCH BASIN INTERCEPTION CARRY- (FT) (S/F) (CFS) SLOPE (IN) (FT) (IN)SQRT(S Q/SQRT S (FT) H(IN) I h(IN)I H/h (FT) FT SIZE CHECK Lp/L I a/y Q /Q CB GRATE TOTAL OVER 24 1 7 F 8.1 9.20% 6 20 4.0 26.63 26.63 0.35 8.20 7.5 1.09 0.40 20.42 FLOWBY BASIN 0.34 0.95 0.47 3.77 3.45 7.22 0.86 3 2 21 F 1 20.5 9.20% 6 20 4.0 67.72 67.72 0.44 9.28 7.5 1.24 0.48 43.15 FLOWBY BASIN 0.49 0.76 0.64 13.05 5.67 18.72 1.82 27 3 4 F 1 0.5 11 1.05% 6 1814.0 5.16 5.16 0.23 6.76 7.5 0.90 0.30 1.79 NO FLOWBY 2.24 1.451F 0.99 0.53 0.00 0.53 0.00 0 4 14 F 1 9.1 1.05% 6 1814.0 89.04 178.08 0.47 9.64 7.5 1.29 0.50 18.10 FLOWBY BASIN 0.77 0.71 Ir 0.94 8.59 0.00 8.59 0.53 31 5 4 F 1 5.5 11 4.21% 6 18 4.0 26.73 26.73 0.35 8.20 7.5 1.09 0.40 13.87 FLOWBY BASIN 0.29 0.95 0.39 2.16 2.34 4.51 0.98 17 6 7 F 1 3.8 11 1.23% 6 1814.0 33.90 33.90 0.37 8.44 7.5 1.13 0.41 9.11 FLOWBY BASIN 0.77 0.901F 0.86 3.25 0.00 3.25 0.51 21 7 4 F 1 3.2 4.69% 6 1814.0 14.71 14.71 0.30 7.60 7.5 1.01 0.35 9.03 NO FLOWBY 0.44 1.111F 0.57 1.81 1.63 3.19 0.00 56 8 4 F 1 4.8 5.74% 6 20 4.0 19.84 19.84 0.32 7.84 7.5 1.05 0.37 12.86 FLOWBY BAS 1 0.31 1.04 0.42 2.00 2.22 4.23 0.53 42 9 14 F 1 15.3 3.75% 6 2014.0 79.19 79.19 0.46 9.52 7.5 1.27 0.49 31.00 FLOWBY BAS 1 0.45 0-721F 0.60 9.22 4.61 13.82 1.51 52 10 7 F 1 5.67% 6 2014.01 34.08 34.08 0.37 8.44 7.5 1.13 0.41 19.65 FLOWBY BAS 1 0.36 0-901F 0.49 3.96 3.21 7.17 0.95 36 11 4 F 1 9.20% 6 2014.0 13.01 13.01 0.29 7.48 7.5 1.00 0.34 11.46 FLOWBY BAS 1 0.35 1-151F 0.46 1.81 2.09 3.90 0.05 35 12 4 F 2.7 9.20% 6 20 0.59 4.0 8.88 8.88 0.27 7.24 7.5 0.97 0.33 8.21 NO FLOWBY 0.49 1.23 1.60 1.59 2.69 0.00 61 13 14 F I 1.00% 6 2014.0 82.88 82.88 0.46 9.52 7.5 1.27 0.49 16.76 FLOWBY BAS 1 0.84 0.72 0.94 7.80 0.00 7.80 0.48 67 14 7 F 9.7 4.87% 6 20 0.43 4.0 44.10 44.10 0.39 8.68 7.5 1.16 0.43 22.60 NO FLOWBY 0.31 0.85 4.17 6.14 9.73 0.00 96 15 7 F 5.2 5.20% 6 20 0.64 4.0 23.00 23.00 0.33 7.96 7.5 1.06 0.38 13.87 NO FLOWBY 0.50 1.01 3.33 2.35 5.25 0.00 91 16 7 F 2.4 1.00% 6 20 0.99 4.0 24.46 24.46 0.34 8.08 7.5 1.08 0.39 6.32 NO FLOWBY 1.11 0.98 2.45 0.00 2.45 0.00 86 17 4 F 7.0 7.50% 6 2014.0 25.46 25.46 0.34 8.08 7.5 1.08 0.39 18.03 NO FLOWBY 0.22 0.98 0.32 2.22 5.05 6.97 0.00 84.5 18 14 F 11.0 5.00% 6 20 0.69 4.0 49.22 49.22 0.40 8.80 7.5 1.17 0.44 25.04 NO FLOWBY 0.56 0.83 7.57 3.87 11.01 0.00 82 19 14 F 1 9.0 1.00% 6 2014.0 90.05 90.05 0.47 9.64 7.5 1.29 0.50 17.87 FLOWBY BAS 1 0.78 0.71 0.94 8.48 0.00 8.48 0.52 114 20 21 F 26.7 0.88% 6 20 4.0 284.46 568.93 0.65 11.80 7.5 1.57 0.68 39.09 FLOWBY BASIN 0.54 0.51 0.72 19.31 0.00 19.31 7.38 0 21 14 F 7.4 0.88 6 20 4.0 78.63 78.63 0.46 9.52 7.5 1.27 0.49 14.91 FLOWBY BASIN 0.94 0.72 0.96 7.06 0.00 7.06 0.31 103 22 14 F 1 10.2 3.30% 6 2014.01 56.36 56.36 0.42 9.04 7.5 1.21 0.46 22.37 FLOWBY BASIN 0.63 0.79 0.77 7.84 1.79 9.63 0.60 102 23 14 F 1 9.6 11 4.00% 6 2014.0 47.92 47.92 0.40 8.80 7.5 1.17 0.44 21.80 NO FLOWBY 0.64 0.83 0.77 7.40 2.91 9.58 0.00 106 24 14 S 1 10.1 2.00% 6 2014.0 71.59 71.59 0.44 4.56 7.5 0.61 0.71 14.26 BASIN TOO SMALL N/A N/AjF- N/A 9.94 0.00 9.94 0.18 109 25 14 S 1 12.6 1.75% 6F 20 4.0 95.22 95.22 0.48 5.28 7.5 0.70 0.91 13.84 SUMP OK N/A N/A N/A 12.60 0.00 12.60 0.00 Equations Used: Sump Condition: Q=3.087 L x H13/2(Acts as weir with the flow passing through) Known Variables: n= 0.016 Sx= 0.020 ft/ft critical depth at the entrance) Flowby Catch Basin:Q=0.7 L x(a+y)13/2 when 100%intercepted Partial Interception=ratio of Qp/Q times the total gutter flow Q SUMP CATCH BASIN BULKING ANALYSIS TABLE 100 YEAR EVENT NODE CB SIZ TYPE UNBULKED BULK BULKED CF 1/2 ST. a y SUMP CATCHBASIN Q/L L-TI CATCHBASIN NO.I(FT) (S/F)FLOW(CFS)l FACTOR IFLOW(CFS (IN)I (FT) I (IN)11 (FT) I H(IN) I h(IN) H/h 11 (FT) FT SIZE CHECK 106 24 14 SD 10.12 160.00% 16.20 6 20 E� 0.44 6.24 7.50F 0.83 1.21 13.39 I SUMP OK 109 25 14 12.60 160.00% 20.16 6 20® 0.48 7.22 7.50 0.96 1.46 13.77 SUMP OK FLOW-BY CATCH BASIN WITH ONE GRATE INLET (PER RIVERSIDE COUNTY CATCH BASIN NOA) 100 YEAR EVENT ODE CB SIZETYPE FLOW STREET SPREAD (T) (V) (V.) E. Off Qsf Rf QRf INT. Rs QRs INT. TOTAL Qin NO. (FT) (S/F) (CFS) SLOPE (FT) (FPS) (FPS) (CFS) (CFS) (CFS) (CFS) BY GRATE 24 1 7 F 8.08 9.20% 10.46 7.38 7.90 0.427 3.45 4.63 1.00 3.45 0.00023 0.00 3.45 3 2 21 F 20.54 9.20% 14.84 9.33 7.90 0.316 6.50 14.04 0.87 5.66 0.00015 0.00 5.67 27 3 4 F 0.53 1.05% N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.00 0 4 14 F 9.12 1.05% N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.00 31 5 4 F 5.48 4.21% 10.47 4.99 7.90 0.427 2.34 3.14 1.00 2.34 0.00046 0.00 2.34 17 6 7 F 3.76 1.23% N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.00 21 7 4 F 3.19 4.69% 8.37 4.54 7.90 0.511 1.63 1.56 1.00 1.63 0.00055 0.00 1.63 56 8 4 F 4.75 5.74% 9.37 5.41 7.90 0.468 2.22 2.53 1.00 2.22 0.00040 0.00 2.22 42 9 14 F 15.34 3.75% 15.74 6.19 7.90 0.3 4.60 10.73 1.00 4.60 0.00031 0.00 4.61 52 10 7 F 8.12 5.67% 11.47 6.16 7.90 0.395 3.21 4.91 1.00 3.21 0.00032 0.00 3.21 36 11 4 F 3.95 9.20% 8.00 6.16 7.90 0.53 2.09 1.85 1.00 2.09 0.00032 0.00 2.09 35 12 4 F 2.69 9.20% 6.93 5.60 7.90 0.591 1.59 1.10 1.00 1.59 0.00038 0.00 1.59 61 13 14 F 8.29 1.00% N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.00 67 14 7 F 9.73 4.87% 12.64 6.09 7.90 0.631 6.14 3.59 1.00 6.14 0.00032 0.00 6.14 96 15 7 F 5.25 5.20% 9.90 5.35 7.90 0.447 2.34 2.90 1.00 2.34 0.00041 0.00 2.35 91 16 7 F 2.45 1.00% N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.00 11 86 17 4 F 6.97 7.50% 10.28 6.59 7.90 0.725 5.05 1.92 1.00 5.05 0.00028 0.00 5.05 84.5 18 14 F 11.01 5.00% 13.17 6.35 7.90 0.351 3.87 7.14 1.00 3.87 0.00030 0.00 3.87 82 19 14 F 9.01 1.00% N/A N/A N/A N/A N/A N/A N/A N/A N/A T N/A IF 0.00 114 20 21 F 26.69 0.88% N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.00 0 21 14 F 7.38 0.88% N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.00 103 22 14 F 10.24 3.30% 13.85 5.33 0.00 0.336 3.44 6.80 0.52 1.79 0.00041 0.00 1.79 102 23 14 F 9.58 4.01% 13.03 5.64 0.00 0.618 5.92 3.66 0.49 2.91 0.00037 0.00 2.91 106 24 14 S 10.12 1.00% N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.00 109 25 14 S 12.60 1.00% N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.00 Equations Used: Spread: T=[(Qn)/0.56(SX1 67SL.5)10.375 Gutter Velocity: V=(1.11/n)SX0.67SL0.5T0.67 Ratio of frontal flow to Gutter flow: Eo=1-(1-(W/T))2.67 Ratio of frontal flow intercepted: Rf= 1-0.09(V-VO), where Vo per Chart5B based on 50% Clogging Ration of side flow intercepted: Rs=1/{1+[(0.15)(V1 8)/(SX)(L23)]} Frontal flow intercepted: QRf Int.=Rf(Qff) Side flow intercepted: QRs Int.=Rs(Qsf) Known Variables: n = 0.016 SX= 0.020 ft/ft W= 1.97 ft L= 3.33 ft CATCH BASIN FLOW INLET CALCULATION TABLE - PHASE 13 to 17 100 YEAR EVENT NODEJ CB SIZE TYPEJ FLOW I FS:TREAMI FLOW I I 1(low)/1 COR. UPST.I CROWN LOSS Q @ basin Q(in) Q(flowby) NO. (FT)I (S/F) I (CFS) (IN/HR)I NODEJ CB I (CFS) IN/HR I(high)I FLOW (CFS)I (CFS) (CFS) 11 (CFS) I (CFS) TO C.B. 35 26 10 S 9.35 N/A N/A 9.67 9.67 0.00 32 27 14 S 8.03 N/A N/A 12.31 12.31 0.00 29 28 14 F 6.21 N/A N/A 6.21 6.21 0.00 26 25 29 21 F 12.87 N/A N/A 12.87 12.12 0.75 27 22 30 21 F 13.70 N/A N/A 1 13.701 12.911 0.791 27 18 31 14 F 6.62 N/A N/A 6.77 6.52 0.251 27 13 32 7 F 1.63 N/A N/A 6.66 6.51 0.15 31 15 33 7 F 5.87 N/A N/A 5.87 5.87 0.00 28 3 34 21 F 15.12 N/A I N/A 15.12 13.29 1.83 35 6 35 21 F 13.19 N/A N/A 1 15.02 13.01 2.01 32 10 36 21 F 22.43 N/A N/A 22.43 19.41 3.021 32 47 37 21 F 15.50 N/A N/A 15.50 13.02 2.48 27 41 1 381 141 F 1 5.53 N/A I N/A 11 6.54 6.22 0.32 26 39 1 391 211 F 1 26.2011 1 N/A 26.20 25.20 1.01 38 *Per Developed Onsite Hydrology key Map for Tract No. 28214-13 to 17 City of Lake Elsinore Curb Inlet Catch Basin Note: 1. Catch basins are sized per the ultimate hydrology analysis in the Onsite Hydrology Study for TR 28214 report dated 8/10/2018 2. Flowby basins are sized to intercept 85% of the on-site runoff. Carryover will continue along the roadway and will) eventually picked up by street catch basins downstream in the ultimate condition. CATCH BASIN INTERCEPTION TABLE 100 YEAR EVENT NODE CB SIZE TYPE FLOW STREET CF 1/2 ST. a Q/ CORRECTED y SUMP CATCH BASINHE CATCH BASIN FLOWBY CATCH BASIN INTERCEPTION CARRY- NO. (FT) (S/F) (CFS) SLOPE (IN) (FT) (IN)SQRT(S Q/SQRT S (FT) H(IN) h(IN) H/h SIZE CHECK Lp/L I a/y Q /Q CB GRATE TOTAL OVER 35 26 10 S 9.7 0.42% 6 20 4.0 149.17 298.35 0.54 5.53 7.5 0.74 0.97 9.97 SUMP OK N/A N/A N/A 9.67 0.00 9.67 0.00 32 27 14 S 1 12.3 0.42% 6 20 4.0 189.92 379.83 0.57 5.19 7.5 0.69 0.89 13.83 SUMP OK N/A N/A N/A 12.31 0.00 12.31 0.00 29 28 14 F 1 6.2 1.38% 6 2014.0 52.85 52.85 0.41 8.92 7.5 1.19 0.45 13.84 NO FLOWBY 1.01 0.81 0.99 6.21 1 0.00 6.21 0.00 25 29 21 F 1 12.9 1.70% 6 1814.0 98.69 197.37 0.48 9.76 7.5 1.30 0.51 25.06 FLOWBY BASIN 0.84 0.69 0.94 12.12 0.00 12.12 0.75 22 30 21 F 1 13.7 1.70% 6 1814.0 105.10 210.19 0.49 9.88 7.5 1.32 0.52 26.20 FLOWBY BASIN 0.80 0.68 0.94 12.91 0.00 12.91 0.79 18 31 14 F 1 6.8 11 1.38% 6 2014.0 57.65 57.65 0.42 9.04 7.5 1.21 0.46 14.80 FLOWBY BASIN 0.95 0.79 0.96 6.52 0.00 6.52 0.25 13 32 7 F 1 6.7 9.48% 6 2014.0 21.62 21.62 0.33 7.96 7.5 1.06 0.38 17.60 FLOWBY BASIN 0.40 1.01 0.52 3.47 3.03 6.51 0.15 15 33 7 F 5.9 9.48% 6 20 4.0 19.05 19.05 0.32 7.84 7.5 1.05 0.37 15.87 NO FLOWBY 0.44 1.04 0.57 3.33 2.78 5.87 0.00 3 34 21 F 1 15.1 1.25% 6 2014.0 135.26 270.53 0.52 10.24 7.5 1.37 0.55 27.41 FLOWBY BAS 1 0.77 0.64 0.88 13.29 0.00 13.29 1.83 6 35 21 F 1 15.0 1.77% 6 2014.0 112.90 225.81 0.50 10.00 7.5 1.33 0.53 28.21 FLOWBY BAS 1 0.74 0-671F 0.87 13.01 0.00 13.01 2.01 10 36 21 F 1 22.4 8.81% 6 2014.01 75.56 75.56 0.45 9.40 7.5 1.25 0.49 46.21 FLOWBY BAS 1 0.45 0-741F 0.60 13.48 5.93 19.41 3.02 47 37 21 F I 15.5 2.25% 6 2014.01 103.35 103.35 0.49 9.88 7.5 1.32 0.52 29.64 FLOWBY BASIN 1 0.71 0.68F 0.84 13.02 0.00 13.02 2.48 41 38 14 F 1 2.25% 6 2014.0 43.57 43.57 0.39 8.68 7.5 1.16 0.43 15.18 FLOWBY BAS 1 0.92 0.85 0.95 6.22 0.00 6.22 0.32 39 39 21 F 1 26.2 9.94% 6 20 4.0 83.11 83.11 0.46 9.52 7.5 1.27 0.49 52.97 FLOWBY BASIN 11 0.40 0.72 0.54 14.20 10.99 25.20 1.01 Equations Used: Sump Condition: Q=3.087 L x H13/2(Acts as weir with the flow passing through) Known Variables: n= 0.016 Sx= 0.020 ft/ft critical depth at the entrance) Flowby Catch Basin:Q=0.7 L x(a+y)13/2 when 100%intercepted Partial Interception=ratio of Qp/Q times the total gutter flow Q SUMP CATCH BASIN BULKING ANALYSIS TABLE 100 YEAR EVENT NODE CB SIZ TYPE UNBULKED BULK BULKED CF 1/2 ST. a y SUMP CATCHBASIN Q/L L-TI CATCHBASIN NO. (FT) (S/F)FLOW(CFS) FACTOR FLOW(CFS (IN) (FT) (IN) (FT) H(IN) h(IN) H/h (FT) FT SIZE CHECK 35 26 100 9.67 160.00% 15.47 20 E� 0.33 7.57 7.50 1.01 1.54 10.04 BASIN TOO SMALL 32 27 14 12.31 160.00% 19.69 © 20® 0.32 7.11 7.50 0.95 1.43 13.81 SUMP OK FLOW-BY CATCH BASIN WITH ONE GRATE INLET (PER RIVERSIDE COUNTY CATCH BASIN NOA) 100 YEAR EVENT ODE CB SIZETYPE FLOW STREET SPREAD (T) (V) (V.) E. Off Qsf Rf QRf INT. Rs QRs INT. TOTAL Qin NO. (FT) (S/F) (CFS) SLOPE (FT) (FPS) (FPS) (CFS) (CFS) (CFS) (CFS) BY GRATE 35 26 10 S 9.67 0.42% N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.00 32 27 14 S 12.31 0.42% N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.00 29 28 14 F 6.21 1.38% N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.00 25 29 21 F 12.87 1.70% N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.00 22 30 21 F 13.70 1.70% N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.00 18 31 14 F 6.77 1.38% N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.00 13 32 7 F 6.66 9.48% 9.67 7.11 7.90 0.456 3.03 3.62 1.00 3.03 0.00025 0.00 3.03 15 33 7 F 5.87 9.48% 9.22 6.88 7.90 0.473 2.78 3.09 1.00 2.78 0.00026 0.00 2.78 3 34 21 F 15.12 1.25% N/A N/A 7.90 N/A N/A N/A N/A N/A N/A N/A 0.00 6 35 21 F 15.02 1.77% N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.00 10 36 21 F 22.43 8.81% 15.46 9.38 7.90 0.305 6.84 15.59 0.87 5.93 0.00015 0.00 5.93 47 37 21 F 15.50 2.25% N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.00 41 38 14 F 6.54 2.25% N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.00 39 39 21 F 26.20 9.94% 16.03 10.21 7.90 0.529 13.87 12.34 0.79 10.99 0.00013 0.00 10.99 Equations Used: Spread: T=[(Qn)/0.56(SX1.67SL0.5)]0.375 Gutter Velocity: V=(1.11/n)SX.67S,0.6T0.67 Ratio of frontal flow to Gutter flow: Eo=1-(1-(W/T))2.67 Ratio of frontal flow intercepted: Rf= 1-0.09(V-VO), where Vo per Chart5B based on 50% Clogging Ration of side flow intercepted: Rs=1/{1+[(0.15)(V1 6)/(SX)(L2.3)]) Frontal flow intercepted: QRf Int.=Rf(Off) Side flow intercepted: QRs Int.=Rs(Qsf) Known Variables: n = 0.016 SX= 0.020 ft/ft W= 1.97 ft L= 3.33 ft M-INTERCEPTION CATCH BASIN DATA PARTIAL INTERCEPTION RATIO FOR INLETS OF LENGTH LESS THAN L,Qp/Q a/=0.00 a/=0.06 a/=0.13 a/=0.21 a/=0.30 a/=0.35 a/=0.42 a/=0.48 a/=0.60 a/=0.67 a/=0.76 a/=0.87 a/=1.00 a/=1.06 a/=1.40 a/=1.64 a/=2.00 Lp/L 1 2 3 4 51 6 7 8 9 10 11 12 13 14 15 16 17 0.080 0.190 0.181 0.171 0.162 0.152 0.147 0.141 0.136 0.130 0.127 0.124 0.121 0.118 0.114 0.110 0.105 0.101 0.082 0.194 0.185 0.175 0.165 0.156 0.150 0.145 0.139 0.133 0.130 0.127 0.124 0.121 0.117 0.112 0.108 0.103 0.084 0.198 0.189 0.179 0.169 0.160 0.154 0.148 0.143 0.137 0.134 0.131 0.128 0.125 0.120 0.115 0.110 0.105 0.086 0.203 0.193 0.183 0.173 0.163 0.158 0.152 0.146 0.140 0.137 0.134 0.131 0.128 0.123 0.118 0.113 0.108 0.088 0.207 0.197 0.187 0.177 0.167 0.161 0.155 0.150 0.144 0.141 0.138 0.135 0.132 0.126 0.121 0.115 0.110 0.090 0.211 0.201 0.191 0.181 0.171 0.165 0.159 0.153 0.147 0.144 0.141 0.138 0.135 0.129 0.124 0.118 0.112 0.092 0.215 0.205 0.195 0.185 0.175 0.169 0.163 0.156 0.150 0.147 0.144 0.141 0.137 0.132 0.126 0.121 0.115 0.094 0.219 0.209 0.199 0.189 0.179 0.172 0.166 0.160 0.153 0.150 0.147 0.143 0.140 0.134 0.129 0.124 0.118 0.096 0.224 0.213 0.203 0.193 0.182 0.176 0.170 0.163 0.157 0.153 0.149 0.146 0.142 0.137 0.132 0.127 0.122 0.098 0.228 0.217 0.207 0.197 0.186 0.180 0.173 0.166 0.160 0.156 0.152 0.148 0.145 0.140 0.135 0.130 0.125 0.10 0.232 0.222 0.211 0.201 0.190 0.183 0.177 0.170 0.163 0.159 0.155 0.151 0.147 0.142 0.138 0.133 0.128 0.11 0.254 0.242 0.231 0.219 0.208 0.200 0.193 0.186 0.178 0.174 0.170 0.165 0.161 0.156 0.151 0.145 0.140 0.12 0.275 0.263 0.250 0.238 0.225 0.217 0.209 0.201 0.193 0.189 0.184 0.180 0.175 0.169 0.164 0.158 0.152 0.13 0.297 0.283 0.270 0.256 0.243 0.234 0.226 0.217 0.209 0.204 0.199 0.194 0.189 0.183 0.177 0.170 0.164 0.14 0.318 0.304 0.289 0.275 0.260 0.251 0.242 0.233 0.224 0.219 0.213 0.208 0.203 0.196 0.190 0.183 0.176 0.15 0.340 0.325 0.3091 0.294 0.278 0.268 0.259 0.249 0.239 0.234 0.228 0.2231 0.217 0.210 0.203 0.195 0.188 0.16 0.358 0.342 0.326 0.310 0.294 0.284 0.274 0.263 0.253 0.248 0.242 0.2361 0.231 0.223 0.216 0.208 0.200 0.17 0.376 0.360 0.343 0.327 0.310 0.299 0.289 0.278 0.267 0.262 0.256 0.250 0.244 0.236 0.229 0.221 0.213 0.18 0.394 0.377 0.360 0.343 0.326 0.315 0.304 0.293 0.282 0.276 0.270 0.264 0.258 0.250 0.242 0.233 0.225 0.19 0.412 0.395 0.377 0.360 0.342 0.330 0.319 0.307 0.296 0.290 0.284 0.278 0.271 0.263 0.255 0.246 0.238 0.20 0.430 0.412 0.394 0.376 0.358 0.346 0.334 0.322 0.310 0.304 0.298 0.291 0.285 0.276 0.268 0.259 0.250 0.21 0.448 0.429 0.410 0.391 0.372 0.360 0.348 0.336 0.324 0.318 0.311 0.305 0.298 0.289 0.280 0.271 0.262 0.22 0.465 0.446 0.426 0.406 0.387 0.375 0.362 0.350 0.338 0.3311 0.325 0.318 0.311 0.302 0.292 0.283 0.273 0.23 0.483 0.462 0.442 0.422 0.401 0.389 0.377 0.364 0.352 0.345 0.338 0.331 0.325 0.315 0.305 0.295 0.285 0.24 0.500 0.479 0.458 0.437 0.416 0.403 0.391 0.378 0.366 0.359 0.352 0.345 0.338 0.327 0.317 0.307 0.296 0.25 0.518 0.496 0.474 0.452 0.430 0.418 0.405 0.393 0.380 0.373 0.366 0.358 0.351 0.340 0.330 0.319 0.308 0.26 0.534 0.511 0.489 0.467 0.444 0.432 0.419 0.406 0.394 0.386 0.378 0.370 0.363 0.352 0.341 0.330 0.319 0.27 0.549 0.527 0.504 0.481 0.458 0.446 0.433 0.420 0.407 0.399 0.391 0.382 0.374 0.363 0.352 0.341 0.330 0.28 0.565 0.542 0.519 0.496 0.473 0.460 0.447 0.434 0.421 0.412 0.403 0.395 0.386 0.374 0.363 0.352 0.340 0.29 0.580 0.557 0.534 0.510 0.487 0.474 0.461 0.448 0.434 0.425 0.416 0.407 0.397 0.386 0.3741 0.363 0.351 0.30 0.596 0.572 0.549 0.525 0.501 0.488 0.475 0.461 0.448 0.438 0.429 0.419 0.4091 0.397 0.386 0.374 0.362 0.31 0.609 0.585 0.561 0.537 0.514 0.500 0.487 0.473 0.459 0.450 0.440 0.431 0.421 0.409 0.398 0.386 0.374 0.32 0.622 0.598 0.574 0.550 0.526 0.512 0.499 0.485 0.471 0.461 0.452 0.443 0.433 0.422 0.410 0.398 0.386 0.33 0.634 0.611 0.587 0.563 0.539 0.525 0.511 0.496 0.482 0.473 0.464 0.455 0.446 0.434 0.422 0.410 0.398 0.34 0.647 0.623 0.599 0.575 0.551 0.537 0.523 0.508 0.494 0.485 0.476 0.467 0.458 0.446 0.434 0.422 0.410 0.35 0.660 0.636 0.612 0.588 0.564 0.549 0.535 0.520 0.505 0.496 0.488 0.479 0.470 0.458 0.446 0.434 0.422 0.36 0.672 0.648 0.623 0.598 0.574 0.560 0.545 0.531 0.517 0.508 0.499 0.490 0.480 0.469 0.457 0.445 0.434 0.37 0.685 0.660 0.634 0.609 0.584 0.570 0.556 0.542 0.529 0.519 0.510 0.500 0.491 0.479 0.468 0.457 0.445 0.38 0.697 0.671 0.645 0.619 0.593 0.580 0.567 0.554 0.540 0.531 0.521 0.511 0.501 0.490 0.479 0.468 0.457 0.39 0.710 0.683 0.656 0.630 0.603 0.590 0.578 0.565 0.552 0.542 0.532 0.522 0.512 0.501 0.490 0.479 0.468 0.40 0.722 0.695 0.668 0.640 0.613 0.601 0.589 0.576 0.564 0.554 0.543 0.533 0.522 0.512 0.501 0.491 0.480 0.41 0.734 0.707 0.680 0.652 0.625 0.612 0.599 0.586 0.573 0.563 0.553 0.543 0.534 0.523 0.512 0.501 0.496 0.42 0.745 0.718 0.692 0.665 0.638 0.624 0.610 0.596 0.582 0.573 0.563 0.554 0.545 0.534 0.523 0.511 0.500 0.43 0.757 0.730 0.704 0.677 0.650 0.635 0.620 0.605 0.590 0.582 0.574 0.565 0.557 0.545 0.533 0.522 0.510 0.44 0.768 0.742 0.716 0.689 0.663 0.647 0.631 0.615 0.599 0.592 0.584 0.576 0.568 0.556 0.544 0.532 0.520 0.45 0.780 0.754 0.728 0.701 0.675 0.658 0.642 0.625 0.608 0.601 0.594 0.587 0.580 0.568 0.555 0.543 0.530 0.46 0.789 0.763 0.737 0.711 0.684 0.668 0.652 0.636 0.620 0.613 0.605 0.597 0.589 0.577 0.564 0.552 0.540 0.47 0.798 0.772 0.746 0.720 0.694 0.679 0.663 0.648 0.633 0.624 0.615 0.606 0.598 0.586 0.574 0.562 0.550 0.48 0.807 0.781 0.755 0.729 0.7031 0.689 0.674 0.660 0.645 0.636 0.626 0.616 0.606 0.595 0.583 0.572 0.560 0.49 0.816 0.790 0.764 0.738 0.713 0.699 0.685 0.671 0.658 0.647 0.636 0.626 0.615 0.604 0.593 0.581 0.570 0.50 0.825 0.799 0.774 0.748 0.722 0.709 0.696 0.683 0.670 0.659 0.647 0.636 0.624 0.613 0.602 0.591 0.580 0.51 0.832 0.808 0.783 0.758 0.733 0.719 0.705 0.691 0.677 0.666 0.655 0.644 0.633 0.623 0.612 0.601 0.590 0.52 0.840 0.816 0.792 0.768 0.744 0.729 0.714 0.699 0.684 0.674 0.663 0.653 0.642 0.632 0.622 0.611 0.601 0.53 0.847 0.824 0.801 0.779 0.756 0.740 0.724 0.708 0.692 0.682 0.672 0.662 0.652 0.642 0.631 0.621 0.611 0.54 0.855 0.833 0.811 0.789 0.767 0.750 0.733 0.7161 0.699 0.689 0.680 0.670 0.661 0.651 0.641 0.631 0.622 0.55 0.862 0.841 0.820 0.799 0.778 0.760 0.742 0.724 0.706 0.697 0.688 0.679 0.670 0.661 0.651 0.642 0.632 0.56 0.871 0.849 0.828 0.807 0.786 0.768 0.751 0.734 0.717 0.708 0.698 0.689 0.680 0.670 0.661 0.651 0.641 0.57 0.879 0.858 0.836 0.815 0.793 0.777 0.760 0.744 0.728 0.718 0.709 0.699 0.690 0.680 0.670 0.660 0.650 0.58 0.888 0.866 0.844 0.823 0.801 0.785 0.770 0.754 0.738 0.729 0.719 0.710 0.700 0.690 0.680 0.670 0.660 0.59 0.896 0.874 0.852 0.830 0.808 0.794 0.779 0.764 0.749 0.739 0.730 0.720 0.710 0.700 0.689 0.679 0.669 0.60 0.905 0.883 0.861 0.838 0.816 0.802 0.788 0.774 0.760 0.750 0.740 0.730 0.720 0.710 0.699 0.689 0.678 0.61 0.910 0.888 0.866 0.845 0.823 0.809 0.796 0.782 0.7681 0.758 0.748 0.738 0.728 0.718 0.708 0.697 0.687 0.62 0.914 0.893 0.872 0.851 0.830 0.817 0.803 0.790 0.776 0.766 0.756 0.746 0.736 0.726 0.716 0.706 0.696 0.63 0.919 0.898 0.878 0.858 0.838 0.824 0.811 0.797 0.784 0.774 0.764 0.754 0.744 0.734 0.725 0.715 0.706 0.64 0.923 0.903 0.884 0.864 0.845 0.832 0.818 0.805 0.792 0.782 0.772 0.762 0.752 0.743 0.733 0.724 0.715 0.65 0.928 0.909 0.890 0.871 0.852 0.839 0.826 0.813 0.800 0.790 0.780 0.770 0.760 0.751 0.742 0.733 0.724 0.66 0.932 0.914 0.896 0.877 0.859 0.846 0.834 0.821 0.808 0.798 0.788 0.778 0.768 0.759 0.751 0.742 0.733 0.67 0.937 0.919 0.901 0.884 0.866 0.854 0.841 0.829 0.816 0.806 0.796 0.786 0.776 0.768 0.759 0.751 0.742 0.68 0.941 0.924 0.907 0.890 0.874 0.861 0.849 0.836 0.824 0.814 0.804 0.794 0.784 0.776 0.768 0.760 0.752 0.69 0.946 0.929 0.913 0.897 0.881 0.869 0.856 0.844 0.832 0.822 0.812 0.802 0.792 0.784 0.776 0.769 0.761 0.70 0.950 0.935 0.919 0.904 0.888 0.876 0.864 0.852 0.840 0.830 0.820 0.810 0.800 0.793 0.785 0.778 0.770 0.71 0.953 0.938 0.923 0.908 0.893 0.882 0.870 0.858 0.847 0.837 0.827 0.818 0.808 0.801 0.793 0.786 0.778 0.72 0.956 0.942 0.927 0.913 0.898 0.887 0.876 0.864 0.853 0.844 0.835 0.825 0.816 0.809 0.801 0.794 0.786 0.73 0.959 0.945 0.931 0.917 0.904 0.893 0.882 0.871 0.860 0.851 0.842 0.833 0.824 0.817 0.809 0.802 0.794 0.74 0.962 0.949 0.935 0.922 0.909 0.898 0.887 0.877 0.866 0.858 0.849 0.841 0.832 0.825 0.817 0.810 0.802 0.75 0.965 0.952 0.940 0.927 0.914 0.904 0.893 0.883 0.873 0.864 0.856 0.848 0.840 0.833 0.825 0.818 0.810 0.76 0.968 0.956 0.944 0.931 0.919 0.909 0.899 0.889 0.879 0.871 0.864 0.856 0.848 0.841 0.833 0.826 0.818 0.77 0.971 0.959 0.948 0.936 0.924 0.915 0.905 0.895 0.886 0.878 0.871 0.863 0.856 0.849 0.841 0.834 0.826 0.77 0.974 0.963 0.952 0.941 0.930 0.920 0.911 0.901 0.892 0.885 0.878 0.871 0.864 0.857 0.849 0.842 0.834 0.77 0.977 0.966 0.956 0.945 0.935 0.926 0.917 0.908 0.899 0.892 0.885 0.879 0.872 0.865 0.857 0.850 0.842 0.77 0.980 0.970 0.960 0.950 0.940 0.931 0.923 0.914 0.905 0.899 0.893 0.886 0.880 0.8731 0.865 0.858 0.850 0.77 0.982 0.972 0.963 0.953 0.944 0.935 0.926 0.918 0.909 0.903 0.897 0.892 0.886 0.879 0.872 0.865 0.858 0.77 0.984 0.975 0.966 0.957 0.948 0.939 0.930 0.921 0.912 0.907 0.902 0.897 0.892 0.886 0.879 0.873 0.866 0.77 0.985 0.977 0.969 0.960 0.952 0.943 0.934 0.925 0.916 0.912 0.907 0.903 0.898 0.892 0.886 0.880 0.874 0.77 0.987 0.979 0.972 0.964 0.956 0.947 0.938 0.929 0.920 0.916 0.912 0.908 0.904 0.899 0.893 0.888 0.882 0.77 0.989 0.982 0.975 0.967 0.960 0.951 0.942 0.933 0.924 0.920 0.917 0.913 0.910 0.905 0.900 0.895 0.890 0.77 0.991 0.984 0.977 0.971 0.964 0.955 0.946 0.936 0.927 0.924 0.922 0.919 0.916 0.912 0.907 0.903 0.898 0.77 0.993 0.986 0.980 0.974 0.968 0.959 0.949 0.940 0.931 0.929 0.926 0.924 0.922 0.918 0.914 0.910 0.906 0.77 0.994 0.989 0.983 0.978 0.972 0.963 0.953 0.944 0.935 0.933 0.931 0.930 0.928 0.925 0.921 0.918 0.914 0.77 0.996 0.991 0.986 0.981 0.976 0.967 0.957 0.948 0.938 0.937 0.936 0.935 0.934 0.931 0.928 0.925 0.922 0.77 0.998 0.994 0.989 0.985 0.980 0.971 0.961 0.952 0.942 0.942 0.941 0.941 0.940 0.938 0.935 0.933 0.936 0.91 0.998 0.994 0.990 0.986 0.982 0.973 0.965 0.956 0.947 0.947 0.946 0.946 0.945 0.943 0.941 0.938 0.936 0.92 0.998 0.995 0.991 0.987 0.984 0.976 0.968 0.961 0.953 0.952 0.951 0.951 0.950 0.948 0.946 0.944 0.942 0.93 0.999 0.995 0.992 0.989 0.985 0.979 0.972 0.965 0.958 0.957 0.957 0.956 0.955 0.953 0.952 0.950 0.948 0.94 0.999 0.996 0.993 0.990 0.987 0.981 0.975 0.970 0.964 0.963 0.963 0.963 0.963 0.963 0.963 0.963 0.963 0.95 0.999 0.997 0.994 0.992 0.989 0.984 0.979 0.9741 0.969 0.968 0.967 0.966 0.965 0.964 0.9631 0.961 0.960 0.96 0.9991 0.9971 0.9951 0.9931 0.9911 0.9871 0.9831 0.9791 0.9741 0.9731 0.9721 0.9711 0.970 0.969 0.9681 0.9671 0.966 0.97 0.999 0.998 0.996 0.994 0.993 0.989 0.986 0.983 0.980 0.979 0.977 0.976 0.975 0.974 0.974 0.973 0.972 0.98 1.000 0.998 0.997 0.996 0.994 0.992 0.990 0.988 0.985 0.984 0.983 0.981 0.980 0.980 0.979 0.979 0.978 0.99 1.000 0.999 0.998 0.997 0.996 0.995 0.993 0.992 0.991 0.989 0.988 0.986 0.985 0.985 0.985 0.984 0.984 1.00 1.000 1.0001 0.9991 0.9991 0.9981 0.9981 0.9971 0.9971 0.9961 0.9951 0.9931 0.9921 0.9901 0.9901 0.9901 0.9901 0.990 TABLE M-INTERCEPTION CATCH BASIN DATE TABLE L-SUMP CATCH BASIN DATA (A) DISCHARGE PER FOOT OF LENGTH OF CURB OPENING h=5.7 FT jh=TZFT h=9.3 FT INLETS WHEN INTERCEPTING 100%OF GUTTER FLOW. H/h Q/L,CFS/FT Q/L,CFS/FT Q/L,CFS/FT a=4.0 inches 0.00 0.000 0.000 0.000 DEPTH OF FLOW,Y,FEET Q/L,CFS/FT 0.10 0.032 0.049 0.067 0.10 0.200 0.11 0.037 0.057 0.080 0.11 0.267 0.12 0.042 0.065 0.092 0.12 0.214 0.13 0.048 0.072 0.105 0.13 0.221 0.14 0.053 0.080 0.117 0.14 0.228 0.15 0.058 0.088 0.130 0.15 0.235 0.16 0.064 0.098 0.142 0.16 0.243 0.17 0.071 0.108 0.154 0.17 0.250 0.18 0.077 0.119 0.166 0.18 0.257 0.19 0.084 0.129 0.178 0.19 0.265 0.20 0.0901 0.139 0.190 0.20 0.273 0.21 0.098 0.149 0.206 0.21 0.280 0.22 0.106 0.159 0.222 0.22 0.288 0.23 0.114 0.170 0.238 0.23 0.296 0.24 0.122 0.180 0.254 0.24 0.304 0.25 0.130 0.190 0.270 0.25 0.312 0.26 0.138 0.203 0.286 0.26 0.320 0.27 0.147 0.216 0.302 0.27 0.328 0.28 0.155 0.229 0.318 0.28 0.336 0.291 0.164 0.242 0.334 0.29 0.344 0.30 0.172 0.255 0.350 0.30 0.353 0.31 0.180 0.266 0.366 0.31 0.361 0.32 0.189 0.278 0.383 0.32 0.370 0.33 0.197 0.289 0.399 0.33 0.378 0.34 0.206 0.301 0.416 0.34 0.387 0.35 0.214 0.312 0.432 0.35 0.3M 0.36 0.224 0.326 0AU 0.36 0.404 0.37 0.233 0.339 0.471 0.37 0.413 0.38 0.243 0.353 0.491 0.38 0.422 0.39 0.252 0.366 0.510 0.39 0.431 ..40 0.262 0.380 0.530 0.40 0.440 0.41 0.271 0.40 0.55 0.41 0.449 0.42 0.280 0.41 0.57 0.42 0.458 0.43 0.290 0.43 0.60 0.43 0.467 0.44 0.299 0.44 0.62 0.44 0.476 0.45 0.308 0.46 0.64 0.45 0.485 0.46 0.318 0.48 0.66 0.46 0.495 0.47 0.329 0.49 0.68 0.47 0.504 0.48 0.339 0.51 0.71 0.48 0.513 0.49 0.350 0.52 0.73 0.49 0.523 0.50 0.360 0.54 0.75 0.50 0.533 0.51 0.37 0.56 0.78 0.51 0.542 0.52 0.38 0.57 0.80 0.52 0.552 0.53 0.39 0.59 0.83 0.53 0.562 0.54 0.40 0.61 0.85 0.54 0.571 0.55 0.42 0.63 0.88 0.55 0.581 0.56 0.43 0.64 0.90 0.56 0.591 0.57 0.44 0.66 0.93 0.57 0.601 0.58 0.45 0.68 0.95 0.58 0.611 0.591 0.46 0.69 0.98 0.59 0.621 ..60 0.47 0.71 1.00 0.60 0.631 0.61 0.48 0.73 1.02 0.61 0.641 0.62 0.49 0.75 1.05 0.62 0.652 0.63 0.51 0.77 1.07 0.63 0.662 0.64 0.52 0.79 1.10 0.64 0.672 0.65 0.53 0.81 1.12 0.65 0.683 0.66 0.54 0.83 1.15 0.66 0.693 0.67 0.56 0.85 1.17 0.67 0.704 0.68 0.57 0.87 1.20 0.68 0.714 0.69 0.59 0.89 1.22 0.69 0.725 0.70 0.60 0.91 1.25 0.70 0.735 0.71 0.61 0.93 1.28 0.71 0.746 0.72 0.63 0.95 1.31 0.72 0.757 0.73 0.64 0.97 1.34 0.73 0.768 0.741 0.66 0.99 1.37 0.74 0.778 0.75 0.67 1.01 1.40 0.75 0.789 0.76 0.68 1.04 1.43 0.76 0.806 0.77 0.69 1.07 1.46 0.77 0.811 0.78 0.71 1.09 1.49 0.78 0.822 0.79 0.72 1.12 1.52 0.79 0.833 0.80 0.73 1.15 1.55 0.80 0.845 0.81 0.75 1.17 1.58 0.81 0.856 ..82 0.76 1.19 1.61 0.82 0.867 0.83 0.78 1.21 1.64 0.83 0.878 0.84 0.79 1.23 1.67 0.84 0.890 NO.85 0.81 1.25 1.76 0.85 0.901 0.82 1.27 1.73 0.86 0.913 0.84 1.29 1.76 0.87 0.924 0.85 1.31 1.79 0.88 0.936 0.87 1.33 1.82 0.89 0.947 0.88 1.35 1.85 0.90 0.959 0.91 0.89 1.37 1.88 0.91 0.970 0.92 0.91 1.39 1.91 0.92 0.982 0.93 0.92 1.41 1.94 0.93 0.994 0.94 0.93 1.43 1.97 0.94 1.006 0.95 0.95 1.45 2.00 0.95 1.018 0.96 0.96 1.46 2.03 0.96 1.030 0.97 0.97 1.48 2.06 0.97 1.042 0.98 0.98 1.50 2.09 0.98 1.054 0.99 1.00 1.52 2.12 0.99 1.066 1.00 1.01 1.54 2.15 1.00 1.078 1.01 1.02 1.56 2.18 1.02 1.04 1.57 2.20 1.03 1.05 1.59 2.23 1.04 1.06 1.60 2.25 1.05 1.08 1.62 2.28 1.06 1.09 1.64 2.30 1.07 1.10 1.65 2.33 1.08 1.11 1.67 2.35 1.09 1.13 1.68 2.38 1.10 1.14 1.70 2.40 1.11 1.15 1.72 2.43 1.12 1.17 1.74 2.46 1.13 1.18 1.76 2.49 1.14 1.20 1.78 2.52 1.15 1.21 1.80 2.55 1.16 1.22 1.82 2.58 1.17 1.24 1.84 2.61 1.18 1.25 1.86 2.64 1.19 1.27 1.88 2.67 1.20 1.28 1.90 2.70 1.22 1.30 1.94 2.75 1.24 1.32 1.97 2.79 1.26 1.34 2.01 2.84 1.28 1.37 2.05 2.89 1.30 1.39 2.09 2.93 1.32 1.41 2.12 2.98 1.34 1.43 2.16 3.03 1.36 1.45 2.20 3.07 1.38 1.47 2.24 3.12 1.40 1.49 2.27 3.17 1.42 1.51 2.31 3.21 1.44 1.54 2.35 3.26 1.46 1.56 2.39 3.31 1.48 1.58 2.42 3.35 1.50 1.601 2.46 3.40 1.52 1.62 2.50 3.45 1.54 1.65 2.53 3.50 1.56 1.67 2.57 3.54 1.58 1.70 2.60 3.59 1.60 1.72 2.64 3.64 1.62 1.75 2.67 3.69 1.64 1.77 2.71 3.74 1.66 1.80 2.74 3.78 1.68 1.82 2.78 3.83 1.70 1.85 2.82 3.88 1.72 1.87 2.85 3.93 1.74 1.90 2.89 3.98 1.76 1.92 2.92 4.02 1.78 1.95 2.96 4.07 1.80 1.97 2.99 4.12 1.82 2.00 3.03 4.17 1.84 2.02 3.07 4.22 1.86 2.05 3.10 4.26 1.88 2.07 3.14 4.31 1.90 2.10 3.17 4.36 1.92 2.12 3.21 4.41 1.94 2.15 3.24 4.46 1.96 2.17 3.28 4.50 1.98 2.20 3.31 4.55 2.00 2.22 3.35 4.60 2.04 2.24 3.39 4.65 2.08 2.27 3.42 4.70 2.12 2.29 3.46 4.74 2.16 2.32 3.49 4.79 2.20 2.34 3.53 4.84 2.24 2.37 3.56 4.89 2.28 2.39 3.60 4.94 2.32 2.42 3.63 4.98 2.36 2.44 3.67 5.03 2.40 2.47 3.71 5.08 2.44 2.49 3.74 5.13 2.48 2.52 3.78 5.18 2.52 2.54 3.81 5.22 2.56 2.57 3.85 5.27 2.60 2.59 3.88 5.32 2.64 2.62 3.92 5.37 2.68 2.64 3.96 5.42 2.72 2.67 3.99 5.46 2.76 2.69 4.03 5.51 2.80 2.72 4.06 5.56 2.84 2.74 4.10 5.61 2.88 2.77 4.13 5.66 2.92 2.79 4.17 5.70 2.961 2.821 4.20 5.75 3.00 2.82 4.30 5.90 3.04 2.84 4.33 5.95 3.08 2.86 4.36 6.00 3.12 2.89 4.40 6.04 3.16 2.91 4.43 6.09 3.20 2.93 4.46 6.14 3.24 2.95 4.49 6.19 3.28 2.98 4.52 6.24 3.32 3.00 4.56 6.28 3.36 3.02 4.59 6.33 3.40 3.04 4.62 6.38 3.44 3.07 4.65 6.43 3.48 3.09 4.68 6.48 3.52 3.11 4.72 6.52 3.56 3.13 4.75 6.57 3.60 3.16 4.78 6.62 3.64 3.18 4.81 6.67 3.68 3.20 4.84 6.72 3.72 3.22 4.88 6.76 3.76 3.25 4.91 6.81 3.80 3.27 4.94 6.86 3.84 3.29 4.97 6.91 3.88 3.31 5.00 6.96 3.92 3.34 5.04 7.00 3.96 3.36 5.07 7.05 4.00 3.381 5.10 7.10 4.04 3.40 5.13 7.14 4.08 3.42 5.16 7.18 4.12 3.44 5.20 7.22 4.16 3.46 5.23 7.26 4.20 3.47 5.26 7.30 4.24 3.49 5.29 7.34 4.28 3.51 5.32 7.38 4.32 3.53 5.36 7.42 4.36 3.55 5.39 7.46 4.40 3.57 5.42 7.50 4.44 3.59 5.45 7.54 4.48 3.61 5.48 7.58 4.52 3.62 5.52 7.62 4.56 3.64 5.55 7.66 4.60 3.66 5.58 7.70 4.64 3.68 5.61 7.74 4.68 3.70 5.64 7.78 4.72 3.72 5.68 7.82 4.76 3.74 5.71 7.86 4.80 3.76 5.74 7.90 4.84 3.77 5.77 7.94 4.88 3.79 5.80 7.98 4.92 3.81 5.84 8.02 4.96 3.83 5.87 8.06 5.001 3.851 5.90 8.10 STREET CHARTS (BASED ON HALF STREET WIDTH) LOCAL-HILLSIDE 1/2 WIDTH = 18 FT Q/SQRT(S;DEPTH, Y 0.656 0.10 0.846 0.11 1.067 0.12 1.320 0.13 1.609 0.14 1.934 0.15 2.297 0.16 2.700 0.17 3.145 0.18 3.633 0.19 4.165 0.20 4.254 0.21 4.576 0.22 5.088 0.23 5.773 0.24 6.629 0.25 7.658 0.26 8.867 0.27 10.26 0.28 11.85 0.29 13.65 0.30 15.66 0.31 17.90 0.32 20.37 0.33 23.08 0.34 26.05 0.35 29.27 0.36 32.77 0.37 36.55 0.38 40.63 0.39 45.00 0.40 49.67 0.41 54.67 0.42 59.99 0.43 65.64 0.44 71.63 0.45 77.98 0.46 169.41 0.47 185.13 0.48 201.41 0.49 218.21 0.50 235.51 0.51 253.36 0.52 271.77 0.53 290.77 0.54 310.34 0.55 330.50 0.56 351.26 0.57 372.62 0.58 394.59 0.59 417.17 0.60 440.37 0.61 464.19 0.62 488.63 0.63 513.71 0.64 539.43 0.65 18-Foot Half Street Capacity, 1% Slope Project Description Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.01000 ft/ft Normal Depth 0.49 ft Discharge 10.73 ft3/s Cross Section Image 0.90 0.80 0.70 0.60 0.50 c �°0 0.40. 0 0.30 w 0.20. 0.10 0.00 -0.10 -0.20 0+90 0+92 0+94 0+96 0+98 1+00 1+02 1+04 1+06 1+08 1+10 1+12 1+14 1+16 1+18 Station Bentley Systems,Inc. Haestad Methods ScIRA bIsolatmMaster V81(SELECTseries 1) [08.11.01.03] 8/17/2018 2:57:30 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 18-foot Half Street Capacity (1% slope) Project Description Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.01000 ft/ft Normal Depth 0.49 ft Section Definitions Station(ft) Elevation(ft) 0+90 0.70 1+00 0.50 1+00 0.00 1+02 0.17 1+18 0.49 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+90,0.70) (1+18,0.49) 0.015 Options current Kougnness vveigntea Pavlovskii's Method Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Discharge 10.73 ft3/s Elevation Range 0.00 to 0.70 ft Flow Area 3.37 ftz Wetted Perimeter 18.50 ft Hydraulic Radius 0.18 ft Top Width 18.00 ft Normal Depth 0.49 ft Critical Depth 0.53 ft Bentley Systems,Inc. Haestad Methods ScIRA bIsolatmMaster V81(SELECTseries 1) [08.11.01.03] 8/17/2018 2:52:42 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 18-foot Half Street Capacity (1% slope) Results Critical Slope 0.00572 ft/ft Velocity 3.18 ft/s Velocity Head 0.16 ft Specific Energy 0.65 ft Froude Number 1.30 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.49 ft Critical Depth 0.53 ft Channel Slope 0.01000 ft/ft Critical Slope 0.00572 ft/ft Bentley Systems,Inc. Haestad Methods ScIRA bIsolatmMaster V81(SELECTseries 1) [08.11.01.03] 8/17/2018 2:52:42 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Appendix STORM DRAIN HYDRAULICS WSPG ANALYSIS T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LINE A - MODELED BY CRA SO 5753.7701348.730 1 1356.500 R 5818.8601351.050 1 .013 -41.438 .000 0 JX 5820.6301351.120 3 2 .013 5.480 1352.690 56.0 -1.125 R 5844.1301351.950 3 .013 -14.963 .000 0 R 5851.0801352.210 3 .013 0.000 .000 0 JX 5855.0801352.850 4 .013 0.000 R 5866.3201354.200 4 .013 0.000 .000 0 R 5908.6701359.300 4 .013 -2.412 .000 0 R 6005.8201370.980 4 .013 0.000 .000 0 JX 6013.3401372.880 7 6 5.013 37.380 30.5401372.1601372.120 60.0-60.0 0.000 R 6066.3401377.670 7 .013 0.000 .000 0 JX 6071.9401378.680 10 9 8.013 0.940 0.8201378.6701378.480 40.0-60.0 0.000 R 6311.2901400.720 10 .013 0.000 .000 0 JX 6318.4501401.380 13 12 11.013 5.800 11.9701401.2801401.220 45.0-50.0 0.000 R 6348.9001403.850 13 .013 0.000 .000 0 R 6365.2701405.180 13 .013 -20.835 .000 0 JX 6369.8701405.560 15 14 .013 7.890 1405.830 60.0 -5.867 R 6397.4601407.680 15 .013 -35.119 .000 0 WE 6397.4601407.680 16 .200 SH 6397.4601407.680 16 1409.930 CD 1 4 1 .000 4.000 .000 .000 .000 .00 CD 2 4 1 .000 1.500 .000 .000 .000 .00 CD 3 4 1 .000 4.000 .000 .000 .000 .00 CD 4 4 1 .000 3.500 .000 .000 .000 .00 CD 5 4 1 .000 2.000 .000 .000 .000 .00 CD 6 4 1 .000 2.000 .000 .000 .000 .00 CD 7 4 1 .000 2.500 .000 .000 .000 .00 CD 8 4 1 .000 1.500 .000 .000 .000 .00 CD 9 4 1 .000 1.500 .000 .000 .000 .00 CD 10 4 1 .000 2.000 .000 .000 .000 .00 CD 11 4 1 .000 1.500 .000 .000 .000 .00 CD 12 4 1 .000 1.500 .000 .000 .000 .00 CD 13 4 1 .000 2.000 .000 .000 .000 .00 CD 14 4 1 .000 1.500 .000 .000 .000 .00 CD 15 4 1 .000 2.000 .000 .000 .000 .00 CD 16 3 0 .000 8.250 21.000 .000 .000 .00 Q 20.540 .0 FILE: 1500LINE-A.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-12-2018 Time: 2:15:34 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE A - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 5753.770 1348.730 7.770 1356.500 121.36 9.66 1.45 1357.95 .00 3.31 .00 4.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 31.947 .0356 .0071 .23 .00 .00 1.88 .013 .00 .00 PIPE I I I I I I I I I I I I I 5785.717 1349.869 6.956 1356.824 121.36 9.66 1.45 1358.27 .00 3.31 .00 4.000 .000 .00 1 .0 HYDRAULIC JUMP I I I I I I I I I I I I I 5785.717 1349.869 1.622 1351.490 121.36 25.40 10.02 1361.51 .87 3.31 3.93 4.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 33.143 .0356 .0636 2.11 2.50 4.06 1.88 .013 .00 .00 PIPE I I I I I I I I I I I I I 5818.860 1351.050 1.570 1352.620 121.36 26.52 10.92 1363.54 .95 3.31 3.91 4.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0395 .0742 .13 2.52 4.32 .013 .00 .00 PIPE I I I I I I I I I I I I I 5820.630 1351.120 1.457 1352.577 115.88 27.99 12.17 1364.74 1.04 3.25 3.85 4.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .874 .0353 .0811 .07 2.50 4.76 1.83 .013 .00 .00 PIPE I I I I I I I I I I I I I 5821.503 1351.151 1.456 1352.606 115.88 28.04 12.21 1364.82 1.04 3.25 3.85 4.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 22.626 .0353 .0871 1.97 2.50 4.77 1.83 .013 .00 .00 PIPE I I I I I I I I I I I I I 5844.130 1351.950 1.405 1353.355 115.88 29.41 13.43 1366.79 .00 3.25 3.82 4.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 6.950 .0374 .0948 .66 1.41 5.10 1.80 .013 .00 .00 PIPE I I I I I I I I I I I I I 5851.080 1352.210 1.390 1353.600 115.88 29.86 13.85 1367.45 .00 3.25 3.81 4.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .1600 .0940 .38 1.39 5.21 .013 .00 .00 PIPE I I I I I I I I I I I I I 5855.080 1352.850 1.499 1354.349 115.88 29.45 13.47 1367.82 .00 3.22 3.46 3.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 11.240 .1201 .0896 1.01 1.50 4.87 1.39 .013 .00 .00 PIPE FILE: 1500LINE-A.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-12-2018 Time: 2:15:34 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE A - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 5866.320 1354.200 1.514 1355.714 115.88 29.06 13.11 1368.83 .09 3.22 3.47 3.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 17.506 .1204 .0850 1.49 1.60 4.78 1.39 .013 .00 .00 PIPE I I I I I I I I I I I I I 5883.826 1356.308 1.544 1357.852 115.88 28.33 12.46 1370.31 .09 3.22 3.48 3.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 24.844 .1204 .0771 1.92 1.63 4.60 1.39 .013 .00 .00 PIPE I I I I I I I I I I I I I 5908.669 1359.300 1.601 1360.901 115.88 27.01 11.33 1372.23 .00 3.22 3.49 3.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.887 .1202 .0715 .21 1.60 4.29 1.39 .013 .00 .00 PIPE I I I I I I I I I I I I I 5911.556 1359.647 1.609 1361.257 115.88 26.83 11.18 1372.44 .00 3.22 3.49 3.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 17.838 .1202 .0666 1.19 1.61 4.25 1.39 .013 .00 .00 PIPE I I I I I I I I I I I I I 5929.394 1361.792 1.670 1363.461 115.88 25.59 10.16 1373.63 .00 3.22 3.50 3.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 13.974 .1202 .0586 .82 1.67 3.96 1.39 .013 .00 .00 PIPE I I I I I I I I I I I I I 5943.368 1363.472 1.733 1365.204 115.88 24.39 9.24 1374.45 .00 3.22 3.50 3.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 11.278 .1202 .0516 .58 1.73 3.69 1.39 .013 .00 .00 PIPE I I I I I I I I I I I I I 5954.646 1364.828 1.799 1366.627 115.88 23.26 8.40 1375.03 .00 3.22 3.50 3.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 9.286 .1202 .0455 .42 1.80 3.43 1.39 .013 .00 .00 PIPE I I I I I I I I I I I I I 5963.932 1365.944 1.869 1367.813 115.88 22.18 7.64 1375.45 .00 3.22 3.49 3.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 7.752 .1202 .0401 .31 1.87 3.19 1.39 .013 .00 .00 PIPE I I I I I I I I I I I I I 5971.685 1366.876 1.942 1368.818 115.88 21.15 6.94 1375.76 .00 3.22 3.48 3.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 6.533 .1202 .0354 .23 1.94 2.97 1.39 .013 .00 .00 PIPE FILE: 1500LINE-A.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-12-2018 Time: 2:15:34 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE A - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 5978.217 1367.662 2.019 1369.680 115.88 20.16 6.31 1375.99 .00 3.22 3.46 3.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 5.537 .1202 .0313 .17 2.02 2.76 1.39 .013 .00 .00 PIPE I I I I I I I I I I I I I 5983.754 1368.327 2.100 1370.427 115.88 19.22 5.74 1376.17 .00 3.22 3.43 3.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 4.705 .1202 .0277 .13 2.10 2.55 1.39 .013 .00 .00 PIPE I I I I I I I I I I I I I 5988.459 1368.893 2.187 1371.079 115.88 18.33 5.22 1376.30 .00 3.22 3.39 3.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.998 .1202 .0246 .10 2.19 2.36 1.39 .013 .00 .00 PIPE I I I I I I I I I I I I I 5992.457 1369.374 2.278 1371.652 115.88 17.48 4.74 1376.39 .00 3.22 3.34 3.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.385 .1202 .0218 .07 2.28 2.18 1.39 .013 .00 .00 PIPE I I I I I I I I I I I I I 5995.842 1369.781 2.376 1372.157 115.88 16.66 4.31 1376.47 .00 3.22 3.27 3.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.843 .1202 .0194 .06 2.38 2.01 1.39 .013 .00 .00 PIPE I I I I I I I I I I I I I 5998.685 1370.122 2.482 1372.604 115.88 15.89 3.92 1376.52 .00 3.22 3.18 3.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.356 .1202 .0173 .04 2.48 1.85 1.39 .013 .00 .00 PIPE I I I I I I I I I I I I I 6001.041 1370.406 2.595 1373.001 115.88 15.15 3.56 1376.56 .00 3.22 3.06 3.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.901 .1202 .0156 .03 2.60 1.69 1.39 .013 .00 .00 PIPE I I I I I I I I I I I I I 6002.942 1370.634 2.720 1373.354 115.88 14.44 3.24 1376.59 .00 3.22 2.91 3.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.462 .1202 .0140 .02 2.72 1.53 1.39 .013 .00 .00 PIPE I I I I I I I I I I I I I 6004.404 1370.810 2.860 1373.669 115.88 13.77 2.94 1376.61 .00 3.22 2.71 3.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.000 .1202 .0128 .01 2.86 1.38 1.39 .013 .00 .00 PIPE FILE: 1500LINE-A.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-12-2018 Time: 2:15:34 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE A - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 6005.404 1370.930 3.020 1373.950 115.88 13.13 2.68 1376.63 .00 3.22 2.41 3.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .416 .1202 .0119 .00 3.02 1.21 1.39 .013 .00 .00 PIPE I I I I I I I I I I I I I 6005.820 1370.980 3.219 1374.199 115.88 12.52 2.43 1376.63 .00 3.22 1.90 3.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .2527 3.22 1.00 .013 .00 .00 PIPE I I I I I I I I I I I I I 6013.340 1372.880 1.087 1373.967 47.96 23.43 8.52 1382.49 .00 2.27 2.48 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 53.000 .0904 .0886 4.69 1.09 4.54 1.08 .013 .00 .00 PIPE I I I I I I I I I I I I I 6066.340 1377.670 1.091 1378.761 47.96 23.31 8.44 1387.20 .00 2.27 2.48 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .1804 .0893 .50 1.09 4.51 .013 .00 .00 PIPE I I I I I I I I I I I I I 6071.940 1378.680 1.208 1379.888 46.20 23.29 8.42 1388.31 .00 1.97 1.96 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 93.377 .0921 .0874 8.16 1.21 4.07 1.20 .013 .00 .00 PIPE I I I I I I I I I I I I I 6165.317 1387.278 1.237 1388.515 46.20 22.65 7.96 1396.48 .00 1.97 1.94 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 53.641 .0921 .0795 4.27 1.24 3.89 1.20 .013 .00 .00 PIPE I I I I I I I I I I I I I 6218.958 1392.218 1.288 1393.506 46.20 21.59 7.24 1400.75 .00 1.97 1.92 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 28.100 .0921 .0706 1.98 1.29 3.60 1.20 .013 .00 .00 PIPE I I I I I I I I I I I I I 6247.058 1394.805 1.344 1396.149 46.20 20.59 6.58 1402.73 .00 1.97 1.88 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 18.443 .0921 .0628 1.16 1.34 3.32 1.20 .013 .00 .00 PIPE I I I I I I I I I I I I I 6265.501 1396.504 1.403 1397.906 46.20 19.63 5.98 1403.89 .00 1.97 1.83 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 13.335 .0921 .0561 .75 1.40 3.05 1.20 .013 .00 .00 PIPE FILE: 1500LINE-A.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-12-2018 Time: 2:15:34 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE A - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 6278.836 1397.732 1.466 1399.198 46.20 18.72 5.44 1404.64 .00 1.97 1.77 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 10.153 .0921 .0502 .51 1.47 2.79 1.20 .013 .00 .00 PIPE I I I I I I I I I I I I I 6288.989 1398.667 1.536 1400.202 46.20 17.85 4.94 1405.15 .00 1.97 1.69 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 7.948 .0921 .0452 .36 1.54 2.54 1.20 .013 .00 .00 PIPE I I I I I I I I I I I I I 6296.937 1399.398 1.613 1401.011 46.20 17.01 4.50 1405.51 .00 1.97 1.58 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 6.290 .0921 .0411 .26 1.61 2.29 1.20 .013 .00 .00 PIPE I I I I I I I I I I I I I 6303.227 1399.978 1.701 1401.679 46.20 16.22 4.09 1405.77 .00 1.97 1.43 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 4.900 .0921 .0379 .19 1.70 2.02 1.20 .013 .00 .00 PIPE I I I I I I I I I I I I I 6308.127 1400.429 1.807 1402.236 46.20 15.47 3.72 1405.95 .00 1.97 1.18 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.163 .0921 .0373 .12 1.81 1.71 1.20 .013 .00 .00 PIPE I I I I I I I I I I I I I 6311.290 1400.720 1.973 1402.693 46.20 14.75 3.38 1406.07 .00 1.97 .46 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0922 .0269 .19 1.97 1.00 .013 .00 .00 PIPE I I I I I I I I I I I I I 6318.450 1401.380 5.053 1406.433 28.43 9.05 1.27 1407.70 .00 1.84 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 30.450 .0811 .0158 .48 5.05 .00 .93 .013 .00 .00 PIPE I I I I I I I I I I I I I 6348.900 1403.850 3.064 1406.914 28.43 9.05 1.27 1408.19 .00 1.84 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 16.370 .0813 .0158 .26 .00 .00 .93 .013 .00 .00 PIPE I I I I I I I I I I I I I 6365.270 1405.180 2.115 1407.295 28.43 9.05 1.27 1408.57 .00 1.84 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0826 .0120 .06 .00 .00 .013 .00 .00 PIPE FILE: 1500LINE-A.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 6 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-12-2018 Time: 2:15:34 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE A - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 6369.870 1405.560 2.831 1408.392 20.54 6.54 .66 1409.06 .00 1.63 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.672 .0768 .0082 .03 .00 .00 .79 .013 .00 .00 PIPE I I I I I I I I I I I I I 6373.542 1405.842 2.591 1408.433 20.54 6.54 .66 1409.10 .00 1.63 .00 2.000 .000 .00 1 .0 HYDRAULIC JUMP I I I I I I I I I I I I I 6373.542 1405.842 .986 1406.828 20.54 13.31 2.75 1409.58 .24 1.63 2.00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .758 .0768 .0346 .03 1.23 2.67 .79 .013 .00 .00 PIPE I I I I I I I I I I I I I 6374.300 1405.901 .986 1406.886 20.54 13.31 2.75 1409.64 .24 1.63 2.00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 4.798 .0768 .0325 .16 1.23 2.67 .79 .013 .00 .00 PIPE I I I I I I I I I I I I I 6379.098 1406.269 1.024 1407.293 20.54 12.69 2.50 1409.79 .22 1.63 2.00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.899 .0768 .0287 .11 1.25 2.49 .79 .013 .00 .00 PIPE I I I I I I I I I I I I I 6382.997 1406.569 1.063 1407.632 20.54 12.10 2.27 1409.91 .20 1.63 2.00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.205 .0768 .0253 .08 1.26 2.31 .79 .013 .00 .00 PIPE I I I I I I I I I I I I I 6386.202 1406.815 1.105 1407.920 20.54 11.54 2.07 1409.99 .18 1.63 1.99 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.644 .0768 .0223 .06 1.29 2.15 .79 .013 .00 .00 PIPE I I I I I I I I I I I I I 6388.846 1407.018 1.149 1408.167 20.54 11.00 1.88 1410.05 .17 1.63 1.98 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.181 .0768 .0197 .04 1.31 2.00 .79 .013 .00 .00 PIPE I I I I I I I I I I I I I 6391.027 1407.186 1.195 1408.381 20.54 10.49 1.71 1410.09 .15 1.63 1.96 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.791 .0768 .0174 .03 1.34 1.85 .79 .013 .00 .00 PIPE FILE: 1500LINE-A.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 7 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-12-2018 Time: 2:15:34 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE A - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width Dia.-FTIor I.D. 1 ZL 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 6392.817 1407.323 1.244 1408.567 20.54 10.00 1.55 1410.12 .13 1.63 1.94 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.454 .0768 .0155 .02 1.38 1.71 .79 .013 .00 .00 PIPE I I I I I I I I I I I I I 6394.271 1407.435 1.296 1408.731 20.54 9.54 1.41 1410.14 .12 1.63 1.91 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.153 .0768 .0137 .02 1.42 1.58 .79 .013 .00 .00 PIPE I I I I I I I I I I I I I 6395.424 1407.524 1.351 1408.875 20.54 9.09 1.28 1410.16 .11 1.63 1.87 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .884 .0768 .0122 .01 1.46 1.46 .79 .013 .00 .00 PIPE I I I I I I I I I I I I I 6396.308 1407.592 1.411 1409.003 20.54 8.67 1.17 1410.17 .09 1.63 1.82 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .631 .0768 .0109 .01 1.51 1.34 .79 .013 .00 .00 PIPE I I I I I I I I I I I I I 6396.939 1407.640 1.476 1409.115 20.54 8.27 1.06 1410.18 .08 1.63 1.76 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .386 .0768 .0098 .00 1.56 1.23 .79 .013 .00 .00 PIPE I I I I I I I I I I I I I 6397.325 1407.670 1.546 1409.216 20.54 7.88 .96 1410.18 .07 1.63 1.68 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .135 .0768 .0088 .00 1.62 1.11 .79 .013 .00 .00 PIPE I I I I I I I I I I I I I 6397.460 1407.680 1.626 1409.306 20.54 7.51 .88 1410.18 .06 1.63 1.56 2.000 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 6397.460 1407.680 3.168 1410.848 20.54 .31 .00 1410.85 .00 .31 21.00 8.250 21.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LATERAL Al - MODELED BY CRA SO 1004.3801378.650 1 1379.890 R 1018.2801379.840 1 .013 0.000 .000 0 WE 1018.2801379.840 2 .200 SH 1018.2801379.840 2 1380.850 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 7.800 4.000 .000 .000 .00 Q 2.690 .0 FILE: 1500LAT-A1.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-12-2018 Time: 3:28:38 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL Al - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall1 ZR IType Ch I I I I I I I I I I I I I 1004.380 1378.650 1.240 1379.890 2.69 1.72 .05 1379.94 .00 .62 1.14 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .669 .0856 .0007 .00 1.24 .26 .30 .013 .00 .00 PIPE I I I I I I I I I I I I I 1005.049 1378.707 1.179 1379.886 2.69 1.81 .05 1379.94 .00 .62 1.23 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .585 .0856 .0008 .00 1.18 .29 .30 .013 .00 .00 PIPE I I I I I I I I I I I I I 1005.633 1378.757 1.124 1379.881 2.69 1.89 .06 1379.94 .00 .62 1.30 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .522 .0856 .0008 .00 1.12 .32 .30 .013 .00 .00 PIPE I I I I I I I I I I I I I 1006.155 1378.802 1.074 1379.876 2.69 1.99 .06 1379.94 .00 .62 1.35 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .383 .0856 .0009 .00 1.07 .35 .30 .013 .00 .00 PIPE I I I I I I I I I I I I I 1006.538 1378.835 1.028 1379.863 2.69 2.08 .07 1379.93 .00 .62 1.39 1.500 .000 .00 1 .0 HYDRAULIC JUMP I I I I I I I I I I I I I 1006.538 1378.835 .345 1379.180 2.69 8.75 1.19 1380.37 .00 .62 1.26 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.892 .0856 .0455 .09 .35 3.13 .30 .013 .00 .00 PIPE I I I I I I I I I I I I I 1008.430 1378.997 .357 1379.354 2.69 8.34 1.08 1380.43 .00 .62 1.28 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.877 .0856 .0398 .07 .36 2.93 .30 .013 .00 .00 PIPE I I I I I I I I I I I I I 1010.307 1379.157 .369 1379.527 2.69 7.96 .98 1380.51 .00 .62 1.29 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.509 .0856 .0348 .05 .37 2.74 .30 .013 .00 .00 PIPE I I I I I I I I I I I I I 1011.816 1379.287 .382 1379.669 2.69 7.59 .89 1380.56 .00 .62 1.31 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.235 .0856 .0304 .04 .38 2.57 .30 .013 .00 .00 PIPE FILE: 1500LAT-A1.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-12-2018 Time: 3:28:38 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL Al - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1013.051 1379.392 .395 1379.787 2.69 7.23 .81 1380.60 .00 .62 1.32 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.020 .0856 .0266 .03 .40 2.40 .30 .013 .00 .00 PIPE I I I I I I I I I I I I I 1014.071 1379.480 .409 1379.888 2.69 6.90 .74 1380.63 .00 .62 1.34 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .850 .0856 .0233 .02 .41 2.25 .30 .013 .00 .00 PIPE I I I I I I I I I I I I I 1014.920 1379.552 .423 1379.975 2.69 6.58 .67 1380.65 .00 .62 1.35 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .710 .0856 .0204 .01 .42 2.10 .30 .013 .00 .00 PIPE I I I I I I I I I I I I I 1015.631 1379.613 .438 1380.051 2.69 6.27 .61 1380.66 .00 .62 1.36 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .593 .0856 .0178 .01 .44 1.97 .30 .013 .00 .00 PIPE I I I I I I I I I I I I I 1016.224 1379.664 .453 1380.117 2.69 5.98 .55 1380.67 .00 .62 1.38 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .495 .0856 .0156 .01 .45 1.84 .30 .013 .00 .00 PIPE I I I I I I I I I I I I I 1016.719 1379.706 .469 1380.175 2.69 5.70 .50 1380.68 .00 .62 1.39 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .408 .0856 .0137 .01 .47 1.72 .30 .013 .00 .00 PIPE I I I I I I I I I I I I I 1017.127 1379.741 .485 1380.227 2.69 5.43 .46 1380.69 .00 .62 1.40 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .333 .0856 .0120 .00 .49 1.61 .30 .013 .00 .00 PIPE I I I I I I I I I I I I I 1017.459 1379.770 .503 1380.272 2.69 5.18 .42 1380.69 .00 .62 1.42 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .268 .0856 .0105 .00 .50 1.51 .30 .013 .00 .00 PIPE I I I I I I I I I I I I I 1017.727 1379.793 .520 1380.313 2.69 4.94 .38 1380.69 .00 .62 1.43 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .209 .0856 .0092 .00 .52 1.41 .30 .013 .00 .00 PIPE FILE: 1500LAT-A1.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-12-2018 Time: 3:28:38 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL Al - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1017.935 1379.810 .539 1380.349 2.69 4.71 .34 1380.69 .00 .62 1.44 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .155 .0856 .0081 .00 .54 1.32 .30 .013 .00 .00 PIPE I I I I I I I I I I I I I 1018.090 1379.824 .558 1380.382 2.69 4.49 .31 1380.70 .00 .62 1.45 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .107 .0856 .0071 .00 .56 1.23 .30 .013 .00 .00 PIPE I I I I I I I I I I I I I 1018.197 1379.833 .578 1380.411 2.69 4.28 .28 1380.70 .00 .62 1.46 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .063 .0856 .0062 .00 .58 1.15 .30 .013 .00 .00 PIPE I I I I I I I I I I I I I 1018.260 1379.838 .599 1380.437 2.69 4.08 .26 1380.70 .00 .62 1.47 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .020 .0856 .0054 .00 .60 1.07 .30 .013 .00 .00 PIPE I I I I I I I I I I I I I 1018.280 1379.840 .622 1380.462 2.69 3.88 .23 1380.70 .00 .62 1.48 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1018.280 1379.840 .949 1380.789 2.69 .71 .01 1380.80 .00 .24 4.00 7.800 4.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LATERAL A2 - MODELED BY CRA SO 1003.1801378.460 1 1379.890 R 1027.4201379.810 1 .013 0.000 .000 0 WE 1027.4201379.810 2 .200 SH 1027.4201379.810 2 1380.850 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 7.800 4.000 .000 .000 .00 Q 3.900 .0 FILE: 1500LAT-A2.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-12-2018 Time: 3:29:29 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL A2 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1003.180 1378.460 1.430 1379.890 3.90 2.24 .08 1379.97 .00 .76 .63 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.696 .0557 .0012 .00 1.43 .24 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1004.876 1378.554 1.330 1379.884 3.90 2.35 .09 1379.97 .00 .76 .95 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.213 .0557 .0013 .00 1.33 .31 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1006.089 1378.622 1.255 1379.877 3.90 2.47 .09 1379.97 .00 .76 1.11 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .585 .0557 .0014 .00 1.26 .36 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1006.673 1378.655 1.192 1379.847 3.90 2.59 .10 1379.95 .00 .76 1.21 1.500 .000 .00 1 .0 HYDRAULIC JUMP I I I I I I I I I I I I I 1006.673 1378.655 .442 1379.097 3.90 8.96 1.25 1380.34 .00 .76 1.37 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 4.658 .0557 .0360 .17 .44 2.80 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1011.331 1378.914 .458 1379.372 3.90 8.54 1.13 1380.50 .00 .76 1.38 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.586 .0557 .0315 .11 .46 2.62 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1014.917 1379.114 .474 1379.588 3.90 8.14 1.03 1380.62 .00 .76 1.39 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.733 .0557 .0276 .08 .47 2.45 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1017.650 1379.266 .491 1379.757 3.90 7.76 .94 1380.69 .00 .76 1.41 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.148 .0557 .0242 .05 .49 2.29 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1019.798 1379.386 .508 1379.894 3.90 7.40 .85 1380.74 .00 .76 1.42 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.715 .0557 .0212 .04 .51 2.14 .40 .013 .00 .00 PIPE FILE: 1500LAT-A2.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-12-2018 Time: 3:29:29 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL A2 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1021.512 1379.481 .526 1380.007 3.90 7.06 .77 1380.78 .00 .76 1.43 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.388 .0557 .0186 .03 .53 2.00 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1022.901 1379.558 .545 1380.103 3.90 6.73 .70 1380.81 .00 .76 1.44 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.123 .0557 .0163 .02 .54 1.87 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1024.024 1379.621 .564 1380.185 3.90 6.41 .64 1380.82 .00 .76 1.45 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .912 .0557 .0143 .01 .56 1.75 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1024.936 1379.672 .585 1380.256 3.90 6.12 .58 1380.84 .00 .76 1.46 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .732 .0557 .0125 .01 .58 1.63 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1025.667 1379.713 .606 1380.318 3.90 5.83 .53 1380.85 .00 .76 1.47 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .579 .0557 .0110 .01 .61 1.52 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1026.247 1379.745 .628 1380.373 3.90 5.56 .48 1380.85 .00 .76 1.48 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .446 .0557 .0097 .00 .63 1.42 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1026.693 1379.770 .651 1380.421 3.90 5.30 .44 1380.86 .00 .76 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .330 .0557 .0085 .00 .65 1.33 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1027.022 1379.788 .675 1380.463 3.90 5.05 .40 1380.86 .00 .76 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .225 .0557 .0075 .00 .68 1.24 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1027.247 1379.800 .700 1380.501 3.90 4.82 .36 1380.86 .00 .76 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .130 .0557 .0066 .00 .70 1.15 .40 .013 .00 .00 PIPE FILE: 1500LAT-A2.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-12-2018 Time: 3:29:29 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL A2 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1027.377 1379.808 .727 1380.534 3.90 4.59 .33 1380.86 .00 .76 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .043 .0557 .0058 .00 .73 1.08 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1027.420 1379.810 .755 1380.566 3.90 4.37 .30 1380.86 .00 .76 1.50 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1027.420 1379.810 1.172 1380.983 3.90 .83 .01 1380.99 .00 .31 4.00 7.800 4.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LATERAL A3 - MODELED BY CRA SO 1004.2801401.280 1 1406.430 R 1032.4401402.630 1 .013 0.000 .000 0 JX 1037.1401402.850 3 2 .013 3.190 1402.860 80.0 0.000 R 1063.5101404.110 3 .013 0.000 .000 0 WE 1063.5101404.110 4 .200 SH 1063.5101404.110 4 1405.150 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 4 1 .000 1.500 .000 .000 .000 .00 CD 3 4 1 .000 1.500 .000 .000 .000 .00 CD 4 3 0 .000 8.200 7.000 .000 .000 .00 Q 3.250 .0 FILE: 1500LAT-A3.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-19-2018 Time: 4:25:36 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL A3 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1004.280 1401.280 5.150 1406.430 6.44 3.64 .21 1406.64 .00 .98 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 28.160 .0479 .0038 .11 5.15 .00 .54 .013 .00 .00 PIPE I I I I I I I I I I I I I 1032.440 1402.630 3.906 1406.536 6.44 3.64 .21 1406.74 .00 .98 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0468 .0024 .01 3.91 .00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1037.140 1402.850 3.987 1406.837 3.25 1.84 .05 1406.89 .00 .69 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 26.370 .0478 .0010 .03 3.99 .00 .38 .013 .00 .00 PIPE I I I I I I I I I I I I I 1063.510 1404.110 2.752 1406.862 3.25 1.84 .05 1406.91 .00 .69 .00 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1063.510 1404.110 2.815 1406.925 3.25 .16 .00 1406.93 .00 .19 7.00 8.200 7.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LATERAL A3-A - MODELED BY CRA SO 1002.1801402.860 1 1406.840 R 1024.0401404.190 1 .013 0.000 .000 0 WE 1024.0401404.190 2 .200 SH 1024.0401404.190 2 1405.690 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 7.800 4.000 .000 .000 .00 Q 3.190 .0 FILE: 1500LAT-A3-A.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-13-2018 Time: 9: 5: 6 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL A3-A - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1002.180 1402.860 3.980 1406.840 3.19 1.81 .05 1406.89 .00 .68 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 21.860 .0608 .0009 .02 3.98 .00 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1024.040 1404.190 2.670 1406.860 3.19 1.81 .05 1406.91 .00 .68 .00 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1024.040 1404.190 2.730 1406.920 3.19 .29 .00 1406.92 .00 .27 4.00 7.800 4.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LATERAL A4 - MODELED BY CRA SO 1003.9801401.220 1 1406.430 R 1034.0501402.340 1 .013 0.000 .000 0 R 1045.0601402.750 1 .013 -14.018 .000 0 JX 1049.9201402.930 3 2 .013 4.510 1402.910 -70.0 -6.191 R 1058.3601403.240 3 .013 -10.745 .000 0 JX 1063.4601403.430 5 4 .013 0.053 1403.410 60.0 -6.490 R 1065.4701403.500 5 .013 -2.556 .000 0 R 1137.1801406.170 5 .013 69.908 .000 0 WE 1137.1801406.170 6 .200 SH 1137.1801406.170 6 1407.100 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 4 1 .000 1.500 .000 .000 .000 .00 CD 3 4 1 .000 1.500 .000 .000 .000 .00 CD 4 4 1 .000 1.500 .000 .000 .000 .00 CD 5 4 1 .000 1.500 .000 .000 .000 .00 CD 6 3 0 .000 7.800 14.000 .000 .000 .00 Q 8.590 .0 FILE: 1500LAT-A4.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-12-2018 Time: 3:30:25 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL A4 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1003.980 1401.220 5.210 1406.430 13.15 7.44 .86 1407.29 .00 1.36 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 30.070 .0372 .0157 .47 5.21 .00 .88 .013 .00 .00 PIPE I I I I I I I I I I I I I 1034.050 1402.340 4.562 1406.901 13.15 7.44 .86 1407.76 .00 1.36 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 11.010 .0372 .0157 .17 .00 .00 .88 .013 .00 .00 PIPE I I I I I I I I I I I I I 1045.060 1402.750 4.392 1407.142 13.15 7.44 .86 1408.00 .00 1.36 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0370 .0112 .05 .00 .00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1049.920 1402.930 5.175 1408.105 8.64 4.89 .37 1408.48 .00 1.14 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 8.440 .0367 .0068 .06 .00 .00 .69 .013 .00 .00 PIPE I I I I I I I I I I I I I 1058.360 1403.240 4.948 1408.188 8.64 4.89 .37 1408.56 .00 1.14 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0373 .0067 .03 .00 .00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1063.460 1403.430 4.801 1408.231 8.59 4.86 .37 1408.60 .00 1.13 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.010 .0348 .0067 .01 .00 .00 .69 .013 .00 .00 PIPE I I I I I I I I I I I I I 1065.470 1403.500 4.757 1408.257 8.59 4.86 .37 1408.62 .00 1.13 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 71.710 .0372 .0067 .48 .00 .00 .68 .013 .00 .00 PIPE I I I I I I I I I I I I I 1137.180 1406.170 2.631 1408.801 8.59 4.86 .37 1409.17 .00 1.13 .00 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1137.180 1406.170 3.071 1409.241 8.59 .20 .00 1409.24 .00 .23 14.00 7.800 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LATERAL A4-A - MODELED BY CRA SO 1002.3601402.910 1 1408.120 R 1027.6001403.900 1 .013 0.000 .000 0 WE 1027.6001403.900 2 .200 SH 1027.6001403.900 2 1405.400 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 7.800 4.000 .000 .000 .00 Q 3.250 .0 FILE: 1500LAT-A4-A.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date: 6- 3-2019 Time: 9: 7:35 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL A4-A - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1002.360 1402.910 5.210 1408.120 3.25 1.84 .05 1408.17 .00 .69 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 25.240 .0392 .0010 .02 5.21 .00 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1027.600 1403.900 4.244 1408.144 3.25 1.84 .05 1408.20 .00 .69 .00 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1027.600 1403.900 4.307 1408.207 3.25 .19 .00 1408.21 .00 .27 4.00 7.800 4.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LATERAL A4-B - MODELED BY CRA SO 1002.3601403.410 1 1408.230 R 1016.1201403.960 1 .013 0.000 .000 0 WE 1016.1201403.960 2 .200 SH 1016.1201403.960 2 1405.000 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 8.250 4.000 .000 .000 .00 Q 0.530 .0 FILE: 1500LAT-A4-B.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-13-2018 Time: 9: 6: 6 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL A4-B - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1002.360 1403.410 4.820 1408.230 .53 .30 .00 1408.23 .00 .27 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 13.760 .0400 .0000 .00 4.82 .00 .16 .013 .00 .00 PIPE WALL ENTRANCE I I I I I I I I I I I 1 1 1016.120 1403.960 4.272 1408.232 .53 .03 .00 1408.23 .00 .08 4.00 8.250 4.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LATERAL A5 - MODELED BY CRA SO 1002.7001405.820 1 1408.390 R 1025.4701407.970 1 .013 0.000 .000 0 WE 1025.4701407.970 2 .200 SH 1025.4701407.970 2 1408.97 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 7.800 7.000 .000 .000 .00 Q 7.220 .0 FILE: 1500LAT-A5.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-12-2018 Time: 3:31:13 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL A5 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1002.700 1405.820 2.570 1408.390 7.22 4.09 .26 1408.65 .00 1.04 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 9.765 .0944 .0047 .05 2.57 .00 .48 .013 .00 .00 PIPE I I I I I I I I I I I I I 1012.465 1406.742 1.694 1408.436 7.22 4.09 .26 1408.69 .00 1.04 .00 1.500 .000 .00 1 .0 HYDRAULIC JUMP I I I I I I I I I I I I I 1012.465 1406.742 .607 1407.349 7.22 10.77 1.80 1409.15 .00 1.04 1.47 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .000 .0944 .0398 .00 .61 2.81 .48 .013 .00 .00 PIPE I I I I I I I I I I I I I 1012.465 1406.742 .607 1407.349 7.22 10.77 1.80 1409.15 .00 1.04 1.47 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.481 .0944 .0374 .09 .61 2.81 .48 .013 .00 .00 PIPE I I I I I I I I I I I I I 1014.946 1406.976 .629 1407.605 7.22 10.27 1.64 1409.24 .00 1.04 1.48 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.041 .0944 .0329 .07 .63 2.62 .48 .013 .00 .00 PIPE I I I I I I I I I I I I I 1016.987 1407.169 .652 1407.821 7.22 9.79 1.49 1409.31 .00 1.04 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.694 .0944 .0289 .05 .65 2.45 .48 .013 .00 .00 PIPE I I I I I I I I I I I I I 1018.680 1407.329 .677 1408.005 7.22 9.33 1.35 1409.36 .00 1.04 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.415 .0944 .0254 .04 .68 2.28 .48 .013 .00 .00 PIPE I I I I I I I I I I I I I 1020.096 1407.462 .702 1408.164 7.22 8.90 1.23 1409.39 .00 1.04 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.184 .0944 .0223 .03 .70 2.13 .48 .013 .00 .00 PIPE I I I I I I I I I I I I I 1021.280 1407.574 .728 1408.302 7.22 8.48 1.12 1409.42 .00 1.04 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .988 .0944 .0196 .02 .73 1.98 .48 .013 .00 .00 PIPE FILE: 1500LAT-A5.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-12-2018 Time: 3:31:13 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL A5 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1022.268 1407.667 .756 1408.423 7.22 8.09 1.02 1409.44 .00 1.04 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .820 .0944 .0173 .01 .76 1.85 .48 .013 .00 .00 PIPE I I I I I I I I I I I I I 1023.088 1407.745 .785 1408.530 7.22 7.71 .92 1409.45 .00 1.04 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .675 .0944 .0153 .01 .79 1.72 .48 .013 .00 .00 PIPE I I I I I I I I I I I I I 1023.763 1407.809 .816 1408.624 7.22 7.35 .84 1409.46 .00 1.04 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .545 .0944 .0135 .01 .82 1.60 .48 .013 .00 .00 PIPE I I I I I I I I I I I I I 1024.309 1407.860 .848 1408.708 7.22 7.01 .76 1409.47 .00 1.04 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .430 .0944 .0119 .01 .85 1.48 .48 .013 .00 .00 PIPE I I I I I I I I I I I I I 1024.739 1407.901 .882 1408.782 7.22 6.69 .69 1409.48 .00 1.04 1.48 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .325 .0944 .0105 .00 .88 1.38 .48 .013 .00 .00 PIPE I I I I I I I I I I I I I 1025.064 1407.932 .917 1408.849 7.22 6.37 .63 1409.48 .00 1.04 1.46 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .226 .0944 .0093 .00 .92 1.28 .48 .013 .00 .00 PIPE I I I I I I I I I I I I I 1025.290 1407.953 .956 1408.909 7.22 6.08 .57 1409.48 .00 1.04 1.44 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .135 .0944 .0083 .00 .96 1.18 .48 .013 .00 .00 PIPE I I I I I I I I I I I I I 1025.425 1407.966 .996 1408.962 7.22 5.79 .52 1409.48 .00 1.04 1.42 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .045 .0944 .0073 .00 1.00 1.09 .48 .013 .00 .00 PIPE I I I I I I I I I I I I I 1025.470 1407.970 1.041 1409.010 7.22 5.52 .47 1409.48 .00 1.04 1.38 1.500 .000 .00 1 .0 WALL ENTRANCE FILE: 1500LAT-A5.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-12-2018 Time: 3:31:13 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL A5 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1025.470 1407.970 1.781 1409.750 7.22 .58 .01 1409.76 .00 .32 7.00 7.800 7.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LINE B - MODELED BY CRA SO 1004.2701372.160 1 1374.200 R 1027.4601373.430 1 .013 0.000 .000 0 JX 1033.0001373.740 3 2 .013 9.730 1374.100 55.0 0.000 R 1042.5801374.260 3 .013 0.000 .000 0 JX 1047.8301374.550 5 4 .013 7.800 1374.750 -45.0 0.000 R 1071.3901375.840 5 .013 30.000 .000 0 R 1140.0001379.600 5 .013 0.000 .000 0 R 1197.2501385.180 5 .013 0.000 .000 0 R 1297.1701394.930 5 .013 -8.249 .000 0 JX 1301.8301395.880 6 .013 -0.385 R 1519.4501415.330 6 .013 -9.862 .000 0 R 1538.0001416.990 6 .013 -23.624 .000 0 JX 1543.6401417.490 8 7 .013 4.230 1417.370 35.0 -7.175 R 1558.5201418.820 8 .013 -18.947 .000 0 R 1569.1701419.770 8 .013 0.000 .000 0 JX 1573.8301420.190 10 9 .013 7.170 1419.990 -78.0 0.000 R 1600.9701420.710 10 .013 0.000 .000 0 WE 1600.9701420.710 11 .200 SH 1600.9701420.710 11 1422.260 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 4 1 .000 1.500 .000 .000 .000 .00 CD 3 4 1 .000 2.000 .000 .000 .000 .00 CD 4 4 1 .000 1.500 .000 .000 .000 .00 CD 5 4 1 .000 2.000 .000 .000 .000 .00 CD 6 4 1 .000 1.500 .000 .000 .000 .00 CD 7 4 1 .000 1.500 .000 .000 .000 .00 CD 8 4 1 .000 1.500 .000 .000 .000 .00 CD 9 4 1 .000 1.500 .000 .000 .000 .00 CD 10 4 1 .000 1.500 .000 .000 .000 .00 CD 11 3 0 .000 7.800 14.000 .000 .000 .00 Q 13.820 .0 FILE: 1500LINE-B.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-12-2018 Time: 3:25:59 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE B - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1004.270 1372.160 1.642 1373.802 42.75 15.49 3.72 1377.53 .00 1.96 1.53 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 7.871 .0548 .0346 .27 1.64 2.03 1.36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1012.141 1372.591 1.698 1374.289 42.75 15.03 3.51 1377.80 .00 1.96 1.43 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 9.618 .0548 .0325 .31 1.70 1.88 1.36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1021.759 1373.118 1.803 1374.921 42.75 14.34 3.19 1378.11 .00 1.96 1.19 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 5.701 .0548 .0317 .18 1.80 1.60 1.36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1027.460 1373.430 1.963 1375.393 42.75 13.67 2.90 1378.29 .00 1.96 .54 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0559 .0267 .15 1.96 1.00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1033.000 1373.740 3.846 1377.586 33.02 10.51 1.72 1379.30 .00 1.90 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 9.580 .0543 .0213 .20 3.85 .00 1.15 .013 .00 .00 PIPE I I I I I I I I I I I I I 1042.580 1374.260 3.530 1377.790 33.02 10.51 1.72 1379.51 .00 1.90 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0552 .0169 .09 .00 .00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1047.830 1374.550 4.517 1379.067 25.22 8.03 1.00 1380.07 .00 1.77 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 23.560 .0548 .0124 .29 .00 .00 .97 .013 .00 .00 PIPE I I I I I I I I I I I I I 1071.390 1375.840 3.636 1379.476 25.22 8.03 1.00 1380.48 .00 1.77 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .633 .0548 .0124 .01 3.64 .00 .97 .013 .00 .00 PIPE I I I I I I I I I I I I I 1072.023 1375.875 3.608 1379.483 25.22 8.03 1.00 1380.48 .00 1.77 .00 2.000 .000 .00 1 .0 HYDRAULIC JUMP FILE: 1500LINE-B.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-12-2018 Time: 3:25:59 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE B - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1072.023 1375.875 .924 1376.799 25.22 17.77 4.91 1381.70 .00 1.77 1.99 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.515 .0548 .0657 .23 .92 3.71 .97 .013 .00 .00 PIPE I I I I I I I I I I I I I 1075.538 1376.067 .920 1376.988 25.22 17.86 4.95 1381.94 .00 1.77 1.99 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 29.019 .0548 .0707 2.05 .92 3.74 .97 .013 .00 .00 PIPE I I I I I I I I I I I I I 1104.557 1377.658 .887 1378.545 25.22 18.74 5.45 1384.00 .00 1.77 1.99 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 19.986 .0548 .0805 1.61 .89 4.01 .97 .013 .00 .00 PIPE I I I I I I I I I I I I I 1124.543 1378.753 .856 1379.609 25.22 19.65 6.00 1385.60 .00 1.77 1.98 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 15.457 .0548 .0916 1.42 .86 4.30 .97 .013 .00 .00 PIPE I I I I I I I I I I I I I 1140.000 1379.600 .826 1380.426 25.22 20.61 6.59 1387.02 .00 1.77 1.97 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 57.250 .0975 .0976 5.59 .83 4.61 .83 .013 .00 .00 PIPE I I I I I I I I I I I I I 1197.250 1385.180 .826 1386.006 25.22 20.61 6.59 1392.60 .04 1.77 1.97 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 6.117 .0976 .0976 .60 .86 4.61 .83 .013 .00 .00 PIPE I I I I I I I I I I I I I 1203.367 1385.777 .826 1386.603 25.22 20.61 6.59 1393.20 .04 1.77 1.97 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 93.803 .0976 .0992 9.31 .86 4.61 .83 .013 .00 .00 PIPE I I I I I I I I I I I I I 1297.170 1394.930 .818 1395.748 25.22 20.86 6.76 1402.51 .00 1.77 1.97 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .2039 .0950 .44 .84 4.69 .013 .00 .00 PIPE I I I I I I I I I I I I I 1301.830 1395.880 1.019 1396.899 25.22 19.74 6.05 1402.95 .01 1.49 1.40 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 73.552 .0894 .0887 6.52 1.03 3.64 1.02 .013 .00 .00 PIPE FILE: 1500LINE-B.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-12-2018 Time: 3:25:59 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE B - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1375.382 1402.454 1.023 1403.476 25.22 19.65 6.00 1409.47 .01 1.49 1.40 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 84.251 .0894 .0834 7.03 1.04 3.61 1.02 .013 .00 .00 PIPE I I I I I I I I I I I I I 1459.633 1409.984 1.068 1411.052 25.22 18.74 5.45 1416.50 .01 1.49 1.36 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 30.123 .0894 .0746 2.25 1.08 3.32 1.02 .013 .00 .00 PIPE I I I I I I I I I I I I I 1489.756 1412.676 1.117 1413.793 25.22 17.86 4.96 1418.75 .01 1.49 1.31 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 17.642 .0894 .0669 1.18 1.13 3.03 1.02 .013 .00 .00 PIPE I I I I I I I I I I I I I 1507.399 1414.253 1.171 1415.424 25.22 17.03 4.51 1419.93 .01 1.49 1.24 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 12.051 .0894 .0604 .73 1.18 2.75 1.02 .013 .00 .00 PIPE I I I I I I I I I I I I I 1519.450 1415.330 1.232 1416.562 25.22 16.24 4.10 1420.66 .21 1.49 1.15 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 6.289 .0895 .0558 .35 1.44 2.46 1.02 .013 .00 .00 PIPE I I I I I I I I I I I I I 1525.739 1415.893 1.278 1417.171 25.22 15.72 3.84 1421.01 .18 1.49 1.07 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 7.231 .0895 .0523 .38 1.46 2.26 1.02 .013 .00 .00 PIPE I I I I I I I I I I I I I 1532.970 1416.540 1.358 1417.898 25.22 14.99 3.49 1421.39 .14 1.49 .88 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 5.030 .0895 .0519 .26 1.49 1.91 1.02 .013 .00 .00 PIPE I I I I I I I I I I I I I 1538.000 1416.990 1.487 1418.477 25.22 14.29 3.17 1421.65 1.50 1.49 .28 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0887 .0467 .26 1.50 1.00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1543.640 1417.490 3.058 1420.548 20.99 11.88 2.19 1422.74 .00 1.47 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 14.880 .0894 .0399 .59 .00 .00 .90 .013 .00 .00 PIPE FILE: 1500LINE-B.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-12-2018 Time: 3:25:59 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE B - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/1Base Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1558.520 1418.820 2.523 1421.343 20.99 11.88 2.19 1423.53 .00 1.47 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 10.650 .0892 .0399 .43 2.52 .00 .90 .013 .00 .00 PIPE I I I I I I I I I I I I I 1569.170 1419.770 1.998 1421.769 20.99 11.88 2.19 1423.96 .00 1.47 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0901 .0286 .13 2.00 .00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1573.830 1420.190 4.088 1424.278 13.82 7.82 .95 1425.23 .00 1.38 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 27.140 .0192 .0173 .47 4.09 .00 1.17 .013 .00 .00 PIPE I I I I I I I I I I I I I 1600.970 1420.710 4.038 1424.747 13.82 7.82 .95 1425.70 .00 1.38 .00 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1600.970 1420.710 5.177 1425.887 13.82 .19 .00 1425.89 .00 .31 14.00 7.800 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LATERAL B1 - MODELED BY CRA SO 1003.0801374.100 1 1377.590 R 1020.3801375.810 1 .013 0.000 .000 0 WE 1020.3801375.810 2 .200 SH 1020.3801375.810 2 1377.310 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 7.800 7.000 .000 .000 .00 Q 9.730 .0 FILE: 1500LAT-B1.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-13-2018 Time: 9:32: 4 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL B1 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall1 ZR IType Ch I I I I I I I I I I I I I 1003.080 1374.100 3.490 1377.590 9.73 5.51 .47 1378.06 .00 1.20 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 17.300 .0988 .0086 .15 3.49 .00 .56 .013 .00 .00 PIPE I I I I I I I I I I I I I 1020.380 1375.810 1.928 1377.738 9.73 5.51 .47 1378.21 .00 1.20 .00 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1020.380 1375.810 2.488 1378.298 9.73 .56 .00 1378.30 .00 .39 7.00 7.800 7.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LATERAL B2 - MODELED BY CRA SO 1003.5801374.750 1 1379.070 R 1023.3701375.700 1 .013 0.000 .000 0 WE 1023.3701375.700 2 .200 SH 1023.3701375.700 2 1377.200 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 8.200 14.000 .000 .000 .00 Q 7.800 .0 FILE: 1500LAT-B2.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-13-2018 Time: 9:32:29 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL B2 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1003.580 1374.750 4.320 1379.070 7.80 4.41 .30 1379.37 .00 1.08 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 19.790 .0480 .0055 .11 4.32 .00 .60 .013 .00 .00 PIPE I I I I I I I I I I I I I 1023.370 1375.700 3.479 1379.179 7.80 4.41 .30 1379.48 .00 1.08 .00 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1023.370 1375.700 3.842 1379.542 7.80 .15 .00 1379.54 .00 .21 14.00 8.200 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LATERAL B3 - MODELED BY CRA SO 1004.5801417.370 1 1420.550 R 1012.9001417.910 1 .013 0.000 .000 0 R 1023.5901418.610 1 .013 -13.620 .000 0 R 1060.6001421.020 1 .013 0.000 .000 0 R 1082.6901422.460 1 .013 -56.251 .000 0 R 1084.7701422.600 1 .013 0.000 .000 0 WE 1084.7701422.600 2 .200 SH 1084.7701422.600 2 1424.100 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 8.000 4.000 .000 .000 .00 Q 4.230 .0 FILE: 1500LAT-B3.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-13-2018 Time: 9:32:59 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL B3 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1004.580 1417.370 3.180 1420.550 4.23 2.39 .09 1420.64 .00 .79 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 8.320 .0649 .0016 .01 3.18 .00 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1012.900 1417.910 2.654 1420.564 4.23 2.39 .09 1420.65 .00 .79 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 10.690 .0655 .0016 .02 .00 .00 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1023.590 1418.610 1.978 1420.588 4.23 2.39 .09 1420.68 .00 .79 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 7.526 .0651 .0016 .01 1.98 .00 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1031.116 1419.100 1.500 1420.600 4.23 2.39 .09 1420.69 .00 .79 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.378 .0651 .0015 .00 1.50 .00 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1032.494 1419.190 1.407 1420.597 4.23 2.46 .09 1420.69 .00 .79 .72 1.500 .000 .00 1 .0 HYDRAULIC JUMP I I I I I I I I I I I I I 1032.494 1419.190 .408 1419.598 4.23 10.89 1.84 1421.44 .00 .79 1.33 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .413 .0651 .0615 .03 .41 3.56 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1032.906 1419.217 .410 1419.626 4.23 10.81 1.81 1421.44 .00 .79 1.34 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 18.770 .0651 .0571 1.07 .41 3.52 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1051.676 1420.439 .424 1420.863 4.23 10.31 1.65 1422.51 .00 .79 1.35 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 8.924 .0651 .0500 .45 .42 3.29 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1060.600 1421.020 .439 1421.459 4.23 9.83 1.50 1422.96 .18 .79 1.36 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.733 .0652 .0454 .12 .62 3.08 .40 .013 .00 .00 PIPE FILE: 1500LAT-B3.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-13-2018 Time: 9:32:59 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL B3 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1063.333 1421.198 .445 1421.643 4.23 9.63 1.44 1423.08 .18 .79 1.37 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 4.839 .0652 .0414 .20 .62 3.00 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1068.172 1421.514 .461 1421.974 4.23 9.18 1.31 1423.28 .16 .79 1.38 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.552 .0652 .0362 .13 .62 2.80 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1071.724 1421.745 .477 1422.222 4.23 8.76 1.19 1423.41 .15 .79 1.40 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.731 .0652 .0317 .09 .62 2.62 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1074.455 1421.923 .494 1422.417 4.23 8.35 1.08 1423.50 .14 .79 1.41 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.162 .0652 .0278 .06 .63 2.45 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1076.617 1422.064 .511 1422.575 4.23 7.96 .98 1423.56 .12 .79 1.42 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.744 .0652 .0243 .04 .64 2.29 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1078.361 1422.178 .529 1422.707 4.23 7.59 .89 1423.60 .11 .79 1.43 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.423 .0652 .0213 .03 .64 2.14 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1079.784 1422.271 .548 1422.819 4.23 7.24 .81 1423.63 .10 .79 1.44 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.167 .0652 .0187 .02 .65 2.00 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1080.950 1422.347 .568 1422.914 4.23 6.90 .74 1423.65 .10 .79 1.46 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .959 .0652 .0164 .02 .66 1.87 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1081.910 1422.409 .588 1422.997 4.23 6.58 .67 1423.67 .09 .79 1.46 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .780 .0652 .0144 .01 .68 1.75 .40 .013 .00 .00 PIPE FILE: 1500LAT-B3.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-13-2018 Time: 9:32:59 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL B3 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1082.690 1422.460 .610 1423.070 4.23 6.27 .61 1423.68 .00 .79 1.47 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .582 .0673 .0127 .01 .61 1.63 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1083.272 1422.499 .631 1423.130 4.23 5.99 .56 1423.69 .00 .79 1.48 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .490 .0673 .0112 .01 .63 1.53 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1083.763 1422.532 .654 1423.186 4.23 5.72 .51 1423.69 .00 .79 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .379 .0673 .0098 .00 .65 1.43 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1084.142 1422.558 .678 1423.236 4.23 5.45 .46 1423.70 .00 .79 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .283 .0673 .0086 .00 .68 1.33 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1084.425 1422.577 .704 1423.280 4.23 5.20 .42 1423.70 .00 .79 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .194 .0673 .0076 .00 .70 1.24 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1084.620 1422.590 .730 1423.320 4.23 4.95 .38 1423.70 .00 .79 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .113 .0673 .0067 .00 .73 1.16 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1084.733 1422.597 .758 1423.355 4.23 4.72 .35 1423.70 .00 .79 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .037 .0673 .0059 .00 .76 1.08 .40 .013 .00 .00 PIPE I I I I I I I I I I I I I 1084.770 1422.600 .788 1423.388 4.23 4.50 .31 1423.70 .00 .79 1.50 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1084.770 1422.600 1.230 1423.830 4.23 .86 .01 1423.84 .00 .33 4.00 8.000 4.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LATERAL B4 - MODELED BY CRA SO 1002.1301419.980 1 1424.280 R 1026.1201420.710 1 .013 0.000 .000 0 WE 1026.1201420.710 2 .200 SH 1026.1201420.710 2 1422.210 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 7.800 7.000 .000 .000 .00 Q 7.170 .0 FILE: 1500LAT-B4.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-13-2018 Time: 9:33:24 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL B4 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1002.130 1419.980 4.300 1424.280 7.17 4.06 .26 1424.54 .00 1.04 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 23.990 .0304 .0047 .11 4.30 .00 .65 .013 .00 .00 PIPE I I I I I I I I I I I I I 1026.120 1420.710 3.682 1424.392 7.17 4.06 .26 1424.65 .00 1.04 .00 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1026.120 1420.710 3.988 1424.698 7.17 .26 .00 1424.70 .00 .32 7.00 7.800 7.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LINE C - MODELED BY CRA SO 1003.8401372.130 1 1374.200 R 1043.2301374.140 1 .013 0.000 .000 0 JX 1047.8301374.370 3 2 .013 5.250 1374.640 -73.0 0.000 R 1054.0501374.690 3 .013 -7.919 .000 0 JX 1059.0401374.950 5 4 .013 2.450 1375.150 45.0 -6.361 R 1071.3901375.580 5 .013 -15.721 .000 0 R 1090.6601376.560 5 .013 0.000 .000 0 R 1160.0001380.100 5 .013 5.725 .000 0 R 1214.1701384.210 5 .013 4.472 .000 0 JX 1218.8301384.570 7 6 .013 6.970 1384.710 60.0 0.385 R 1301.2401390.060 7 .013 6.803 .000 0 R 1447.4201399.790 7 .013 0.000 .000 0 R 1511.1701404.040 7 .013 9.270 .000 0 JX 1515.8301404.350 9 8 .013 11.010 1404.480 -45.0 0.679 R 1739.0701412.090 9 .013 32.463 .000 0 R 1823.1701415.010 9 .013 0.000 .000 0 JX 1827.8301415.680 11 10 .013 8.480 1415.420 60.0 0.000 R 1994.9501417.640 11 .013 0.000 .000 0 R 2079.2301418.630 12 .013 -15.780 .000 0 R 2177.1701419.770 12 .013 0.000 .000 0 JX 2181.8301419.820 13 .013 0.000 R 2210.0501420.220 13 .013 0.000 .000 0 R 2262.9001420.950 13 .013 67.299 .000 0 R 2461.9201423.730 13 .013 0.000 .000 0 R 2487.9401424.090 13 .013 33.130 .000 0 R 2540.2401424.820 13 .013 0.000 .000 0 WE 2540.2401424.820 14 .200 SH 2540.2401424.820 14 1426.000 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 4 1 .000 1.500 .000 .000 .000 .00 CD 3 4 1 .000 2.000 .000 .000 .000 .00 CD 4 4 1 .000 1.500 .000 .000 .000 .00 CD 5 4 1 .000 2.000 .000 .000 .000 .00 CD 6 4 1 .000 1.500 .000 .000 .000 .00 CD 7 4 1 .000 2.000 .000 .000 .000 .00 CD 8 4 1 .000 1.500 .000 .000 .000 .00 CD 9 4 1 .000 2.000 .000 .000 .000 .00 CD 10 4 1 .000 1.500 .000 .000 .000 .00 CD 11 4 1 .000 1.500 .000 .000 .000 .00 CD 12 4 1 .000 1.500 .000 .000 .000 .00 CD 13 4 1 .000 1.500 .000 .000 .000 .00 CD 14 3 0 .000 5.090 2.000 .000 .000 .00 Q 13.300 .0 FILE: 1500LINE-C.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-19-2018 Time: 3:34:22 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE C - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1003.840 1372.130 1.711 1373.841 47.46 16.59 4.27 1378.11 .00 1.98 1.41 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 23.073 .0510 .0398 .92 1.71 2.05 1.52 .013 .00 .00 PIPE I I I I I I I I I I I I I 1026.913 1373.307 1.808 1375.116 47.46 15.88 3.92 1379.03 .00 1.98 1.18 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 16.317 .0510 .0394 .64 1.81 1.76 1.52 .013 .00 .00 PIPE I I I I I I I I I I I I I 1043.230 1374.140 1.976 1376.115 47.46 15.14 3.56 1379.68 .00 1.98 .44 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0500 .0375 .17 2.00 1.00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1047.830 1374.370 3.372 1377.742 42.21 13.44 2.80 1380.55 .00 1.96 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 6.220 .0514 .0348 .22 .00 .00 1.38 .013 .00 .00 PIPE I I I I I I I I I I I I I 1054.050 1374.690 3.435 1378.125 42.21 13.44 2.80 1380.93 .00 1.96 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0521 .0329 .16 .00 .00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1059.040 1374.950 3.947 1378.897 39.76 12.66 2.49 1381.38 .00 1.95 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 12.350 .0510 .0309 .38 .00 .00 1.33 .013 .00 .00 PIPE I I I I I I I I I I I I I 1071.390 1375.580 3.907 1379.487 39.76 12.66 2.49 1381.97 .00 1.95 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 15.137 .0509 .0309 .47 3.91 .00 1.33 .013 .00 .00 PIPE I I I I I I I I I I I I I 1086.527 1376.350 3.603 1379.953 39.76 12.66 2.49 1382.44 .00 1.95 .00 2.000 .000 .00 1 .0 HYDRAULIC JUMP I I I I I I I I I I I I I 1086.527 1376.350 1.306 1377.656 39.76 18.29 5.20 1382.85 .00 1.95 1.90 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 4.133 .0509 .0533 .22 1.31 3.02 1.33 .013 .00 .00 PIPE FILE: 1500LINE-C.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-19-2018 Time: 3:34:22 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE C - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1090.660 1376.560 1.306 1377.866 39.76 18.29 5.20 1383.06 .03 1.95 1.90 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 69.340 .0511 .0555 3.85 1.33 3.02 1.33 .013 .00 .00 PIPE I I I I I I I I I I I I I 1160.000 1380.100 1.270 1381.369 39.76 18.90 5.55 1386.92 .03 1.95 1.93 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 18.901 .0759 .0550 1.04 1.30 3.19 1.16 .013 .00 .00 PIPE I I I I I I I I I I I I I 1178.901 1381.534 1.316 1382.850 39.76 18.14 5.11 1387.96 .03 1.95 1.90 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 15.318 .0759 .0493 .75 1.34 2.97 1.16 .013 .00 .00 PIPE I I I I I I I I I I I I I 1194.219 1382.696 1.373 1384.069 39.76 17.29 4.64 1388.71 .02 1.95 1.86 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 11.287 .0759 .0439 .50 1.40 2.74 1.16 .013 .00 .00 PIPE I I I I I I I I I I I I I 1205.507 1383.553 1.434 1384.987 39.76 16.49 4.22 1389.21 .02 1.95 1.80 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 8.663 .0759 .0393 .34 1.46 2.51 1.16 .013 .00 .00 PIPE I I I I I I I I I I I I I 1214.170 1384.210 1.501 1385.711 39.76 15.72 3.84 1389.55 .02 1.95 1.73 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0773 .0517 .24 1.52 2.29 .013 .00 .00 PIPE I I I I I I I I I I I I I 1218.830 1384.570 1.073 1385.643 32.79 19.09 5.66 1391.30 .03 1.90 1.99 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 82.410 .0666 .0658 5.42 1.11 3.63 1.07 .013 .00 .00 PIPE I I I I I I I I I I I I I 1301.240 1390.060 1.079 1391.139 32.79 18.97 5.58 1396.72 .00 1.90 1.99 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 64.339 .0666 .0636 4.09 1.08 3.59 1.07 .013 .00 .00 PIPE I I I I I I I I I I I I I 1365.579 1394.343 1.095 1395.438 32.79 18.62 5.38 1400.82 .00 1.90 1.99 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 55.076 .0666 .0585 3.22 1.10 3.49 1.07 .013 .00 .00 PIPE FILE: 1500LINE-C.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-19-2018 Time: 3:34:22 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE C - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1420.655 1398.009 1.139 1399.147 32.79 17.75 4.89 1404.04 .00 1.90 1.98 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 26.765 .0666 .0517 1.38 1.14 3.24 1.07 .013 .00 .00 PIPE I I I I I I I I I I I I I 1447.420 1399.790 1.184 1400.974 32.79 16.93 4.45 1405.42 .04 1.90 1.97 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 13.179 .0667 .0464 .61 1.23 3.00 1.07 .013 .00 .00 PIPE I I I I I I I I I I I I I 1460.599 1400.669 1.220 1401.888 32.79 16.34 4.15 1406.03 .04 1.90 1.95 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 13.120 .0667 .0418 .55 1.26 2.84 1.07 .013 .00 .00 PIPE I I I I I I I I I I I I I 1473.719 1401.543 1.270 1402.813 32.79 15.58 3.77 1406.58 .04 1.90 1.93 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 9.761 .0667 .0371 .36 1.31 2.63 1.07 .013 .00 .00 PIPE I I I I I I I I I I I I I 1483.480 1402.194 1.324 1403.518 32.79 14.86 3.43 1406.94 .03 1.90 1.89 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 7.533 .0667 .0330 .25 1.36 2.42 1.07 .013 .00 .00 PIPE I I I I I I I I I I I I I 1491.013 1402.696 1.382 1404.078 32.79 14.16 3.12 1407.19 .03 1.90 1.85 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 5.933 .0667 .0294 .17 1.41 2.23 1.07 .013 .00 .00 PIPE I I I I I I I I I I I I I 1496.946 1403.092 1.444 1404.535 32.79 13.51 2.83 1407.37 .03 1.90 1.79 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 4.704 .0667 .0263 .12 1.47 2.05 1.07 .013 .00 .00 PIPE I I I I I I I I I I I I I 1501.650 1403.405 1.511 1404.916 32.79 12.88 2.57 1407.49 .02 1.90 1.72 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.712 .0667 .0236 .09 1.53 1.86 1.07 .013 .00 .00 PIPE I I I I I I I I I I I I I 1505.361 1403.653 1.585 1405.238 32.79 12.28 2.34 1407.58 .02 1.90 1.62 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.851 .0667 .0214 .06 1.60 1.69 1.07 .013 .00 .00 PIPE FILE: 1500LINE-C.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-19-2018 Time: 3:34:22 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE C - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1508.212 1403.843 1.669 1405.512 32.79 11.71 2.13 1407.64 .02 1.90 1.49 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.017 .0667 .0196 .04 1.69 1.50 1.07 .013 .00 .00 PIPE I I I I I I I I I I I I I 1510.229 1403.977 1.768 1405.745 32.79 11.16 1.93 1407.68 .01 1.90 1.28 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .941 .0667 .0185 .02 1.78 1.30 1.07 .013 .00 .00 PIPE I I I I I I I I I I I I I 1511.170 1404.040 1.899 1405.939 32.79 10.64 1.76 1407.70 .01 1.90 .88 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0665 .0137 .06 1.91 1.00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1515.830 1404.350 3.144 1407.494 21.78 6.93 .75 1408.24 .00 1.67 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 20.506 .0347 .0093 .19 .00 .00 1.02 .013 .00 .00 PIPE I I I I I I I I I I I I I 1536.336 1405.061 2.641 1407.701 21.78 6.93 .75 1408.45 .00 1.67 .00 2.000 .000 .00 1 .0 HYDRAULIC JUMP I I I I I I I I I I I I I 1536.336 1405.061 1.020 1406.081 21.78 13.52 2.84 1408.92 .03 1.67 2.00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 20.184 .0347 .0347 .70 1.05 2.65 1.02 .013 .00 .00 PIPE I I I I I I I I I I I I I 1556.520 1405.761 1.020 1406.781 21.78 13.52 2.84 1409.62 .03 1.67 2.00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 106.046 .0347 .0343 3.63 1.05 2.65 1.02 .013 .00 .00 PIPE I I I I I I I I I I I I I 1662.566 1409.438 1.027 1410.464 21.78 13.40 2.79 1413.25 .03 1.67 2.00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 76.504 .0347 .0319 2.44 1.06 2.62 1.02 .013 .00 .00 PIPE I I I I I I I I I I I I I 1739.070 1412.090 1.067 1413.157 21.78 12.78 2.54 1415.69 .00 1.67 2.00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 14.727 .0347 .0291 .43 1.07 2.44 1.02 .013 .00 .00 PIPE FILE: 1500LINE-C.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-19-2018 Time: 3:34:22 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE C - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1753.797 1412.601 1.083 1413.685 21.78 12.54 2.44 1416.13 .00 1.67 1.99 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 22.426 .0347 .0267 .60 1.08 2.37 1.02 .013 .00 .00 PIPE I I I I I I I I I I I I I 1776.223 1413.380 1.126 1414.506 21.78 11.95 2.22 1416.72 .00 1.67 1.98 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 14.097 .0347 .0236 .33 1.13 2.20 1.02 .013 .00 .00 PIPE I I I I I I I I I I I I I 1790.320 1413.870 1.171 1415.041 21.78 11.40 2.02 1417.06 .00 1.67 1.97 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 9.805 .0347 .0209 .20 1.17 2.04 1.02 .013 .00 .00 PIPE I I I I I I I I I I I I I 1800.125 1414.210 1.219 1415.429 21.78 10.87 1.83 1417.26 .00 1.67 1.95 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 7.163 .0347 .0185 .13 1.22 1.89 1.02 .013 .00 .00 PIPE I I I I I I I I I I I I I 1807.288 1414.459 1.269 1415.728 21.78 10.36 1.67 1417.39 .00 1.67 1.93 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 5.340 .0347 .0164 .09 1.27 1.75 1.02 .013 .00 .00 PIPE I I I I I I I I I I I I I 1812.628 1414.644 1.323 1415.967 21.78 9.88 1.52 1417.48 .00 1.67 1.89 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.985 .0347 .0146 .06 1.32 1.61 1.02 .013 .00 .00 PIPE I I I I I I I I I I I I I 1816.613 1414.782 1.380 1416.163 21.78 9.42 1.38 1417.54 .00 1.67 1.85 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.915 .0347 .0130 .04 1.38 1.48 1.02 .013 .00 .00 PIPE I I I I I I I I I I I I I 1819.528 1414.884 1.442 1416.326 21.78 8.98 1.25 1417.58 .00 1.67 1.79 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.015 .0347 .0116 .02 1.44 1.36 1.02 .013 .00 .00 PIPE I I I I I I I I I I I I I 1821.544 1414.954 1.509 1416.463 21.78 8.56 1.14 1417.60 .00 1.67 1.72 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.207 .0347 .0104 .01 1.51 1.24 1.02 .013 .00 .00 PIPE FILE: 1500LINE-C.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 6 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-19-2018 Time: 3:34:22 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE C - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1822.751 1414.995 1.584 1416.579 21.78 8.16 1.04 1417.61 .00 1.67 1.62 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .419 .0347 .0094 .00 1.58 1.12 1.02 .013 .00 .00 PIPE I I I I I I I I I I I I I 1823.170 1415.010 1.668 1416.678 21.78 7.78 .94 1417.62 .00 1.67 1.49 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .1438 .0125 .06 1.67 1.00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1827.830 1415.680 1.723 1417.403 13.30 7.53 .88 1418.28 .00 1.36 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 167.120 .0117 .0160 2.68 1.72 .00 1.50 .013 .00 .00 PIPE I I I I I I I I I I I I I 1994.950 1417.640 2.442 1420.082 13.30 7.53 .88 1420.96 .00 1.36 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 84.280 .0117 .0160 1.35 .00 .00 1.50 .013 .00 .00 PIPE I I I I I I I I I I I I I 2079.230 1418.630 2.877 1421.507 13.30 7.53 .88 1422.39 .00 1.36 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 97.940 .0116 .0160 1.57 2.88 .00 1.50 .013 .00 .00 PIPE I I I I I I I I I I I I I 2177.170 1419.770 3.307 1423.077 13.30 7.53 .88 1423.96 .00 1.36 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0107 .0160 .07 3.31 .00 .013 .00 .00 PIPE I I I I I I I I I I I I I 2181.830 1419.820 3.332 1423.151 13.30 7.53 .88 1424.03 .00 1.36 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 28.220 .0142 .0160 .45 3.33 .00 1.34 .013 .00 .00 PIPE I I I I I I I I I I I I I 2210.050 1420.220 3.384 1423.604 13.30 7.53 .88 1424.48 .00 1.36 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 52.850 .0138 .0160 .85 .00 .00 1.50 .013 .00 .00 PIPE I I I I I I I I I I I I I 2262.900 1420.950 3.653 1424.603 13.30 7.53 .88 1425.48 .00 1.36 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 199.020 .0140 .0160 3.19 3.65 .00 1.37 .013 .00 .00 PIPE FILE: 1500LINE-C.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 7 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-19-2018 Time: 3:34:22 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE C - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width Dia.-FTIor I.D. 1 ZL 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 2461.920 1423.730 4.064 1427.794 13.30 7.53 .88 1428.67 .00 1.36 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 26.020 .0138 .0160 .42 .00 .00 1.50 .013 .00 .00 PIPE I I I I I I I I I I I I I 2487.940 1424.090 4.228 1428.318 13.30 7.53 .88 1429.20 .00 1.36 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 52.300 .0140 .0160 .84 4.23 .00 1.37 .013 .00 .00 PIPE I I I I I I I I I I I I I 2540.240 1424.820 4.336 1429.156 13.30 7.53 .88 1430.04 .00 1.36 .00 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 2540.240 1424.820 5.360 1430.180 13.30 1.31 .03 1430.21 .00 1.11 2.00 5.090 2.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LATERAL Cl - MODELED BY CRA SO 1002.4801374.640 1 1377.740 R 1023.6701375.930 1 .013 0.000 .000 0 WE 1023.6701375.930 2 .200 SH 1023.6701375.930 2 1377.430 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 7.800 7.000 .000 .000 .00 Q 5.250 .0 FILE: 1500LAT-C1.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-13-2018 Time: 9:56:48 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL Cl - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall1 ZR IType Ch I I I I I I I I I I I I I 1002.480 1374.640 3.100 1377.740 5.25 2.97 .14 1377.88 .00 .88 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 21.190 .0609 .0025 .05 3.10 .00 .46 .013 .00 .00 PIPE I I I I I I I I I I I I I 1023.670 1375.930 1.863 1377.793 5.25 2.97 .14 1377.93 .00 .88 .00 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1023.670 1375.930 2.026 1377.956 5.25 .37 .00 1377.96 .00 .26 7.00 7.800 7.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LATERAL C2 - MODELED BY CRA SO 1003.5801375.150 1 1378.900 R 1019.0801375.820 1 .013 0.000 .000 0 WE 1019.0801375.820 2 .200 SH 1019.0801375.820 2 1377.320 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 8.200 7.000 .000 .000 .00 Q 2.450 .0 FILE: 1500LAT-C2.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-13-2018 Time: 9:57:15 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL C2 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1003.580 1375.150 3.750 1378.900 2.45 1.39 .03 1378.93 .00 .59 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 15.500 .0432 .0005 .01 3.75 .00 .34 .013 .00 .00 PIPE I I I I I I I I I I I I I 1019.080 1375.820 3.089 1378.908 2.45 1.39 .03 1378.94 .00 .59 .00 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1019.080 1375.820 3.124 1378.944 2.45 .11 .00 1378.94 .00 .16 7.00 8.200 7.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LATERAL C3 - MODELED BY CRA SO 1002.4101384.710 1 1385.640 R 1013.5901385.370 1 .013 0.000 .000 0 WE 1013.5901385.370 2 .200 SH 1013.5901385.370 2 1386.870 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 7.800 4.000 .000 .000 .00 Q 6.970 .0 FILE: 1500LAT-C3.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-13-2018 Time: 9:57:40 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL C3 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1002.410 1384.710 .675 1385.385 6.97 9.03 1.27 1386.65 .00 1.02 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.683 .0590 .0243 .04 .68 2.21 .54 .013 .00 .00 PIPE I I I I I I I I I I I I I 1004.093 1384.809 .691 1385.500 6.97 8.76 1.19 1386.69 .00 1.02 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.225 .0590 .0219 .05 .69 2.12 .54 .013 .00 .00 PIPE I I I I I I I I I I I I I 1006.318 1384.941 .717 1385.658 6.97 8.36 1.08 1386.74 .00 1.02 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.796 .0590 .0193 .03 .72 1.97 .54 .013 .00 .00 PIPE I I I I I I I I I I I I I 1008.114 1385.047 .744 1385.791 6.97 7.97 .99 1386.78 .00 1.02 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.456 .0590 .0170 .02 .74 1.84 .54 .013 .00 .00 PIPE I I I I I I I I I I I I I 1009.570 1385.133 .773 1385.905 6.97 7.60 .90 1386.80 .00 1.02 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.170 .0590 .0150 .02 .77 1.71 .54 .013 .00 .00 PIPE I I I I I I I I I I I I I 1010.740 1385.202 .803 1386.004 6.97 7.24 .81 1386.82 .00 1.02 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .929 .0590 .0132 .01 .80 1.59 .54 .013 .00 .00 PIPE I I I I I I I I I I I I I 1011.669 1385.257 .834 1386.091 6.97 6.91 .74 1386.83 .00 1.02 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .722 .0590 .0117 .01 .83 1.48 .54 .013 .00 .00 PIPE I I I I I I I I I I I I I 1012.391 1385.299 .867 1386.166 6.97 6.58 .67 1386.84 .00 1.02 1.48 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .538 .0590 .0103 .01 .87 1.37 .54 .013 .00 .00 PIPE I I I I I I I I I I I I I 1012.928 1385.331 .902 1386.233 6.97 6.28 .61 1386.84 .00 1.02 1.47 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .371 .0590 .0091 .00 .90 1.27 .54 .013 .00 .00 PIPE FILE: 1500LAT-C3.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-13-2018 Time: 9:57:40 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL C3 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width Dia.-FTIor I.D. 1 ZL 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1013.300 1385.353 .939 1386.292 6.97 5.99 .56 1386.85 .00 1.02 1.45 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .217 .0590 .0081 .00 .94 1.18 .54 .013 .00 .00 PIPE I I I I I I I I I I I I I 1013.517 1385.366 .979 1386.344 6.97 5.71 .51 1386.85 .00 1.02 1.43 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .073 .0590 .0072 .00 .98 1.09 .54 .013 .00 .00 PIPE I I I I I I I I I I I I I 1013.590 1385.370 1.022 1386.392 6.97 5.44 .46 1386.85 .00 1.02 1.40 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1013.590 1385.370 1.710 1387.080 6.97 1.02 .02 1387.10 .00 .46 4.00 7.800 4.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LATERAL C4 - MODELED BY CRA SO 1002.9301404.480 1 1407.490 R 1032.6801405.850 1 .013 0.000 .000 0 WE 1032.6801405.850 2 .200 SH 1032.6801405.850 2 1407.350 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 7.800 14.000 .000 .000 .00 Q 11.010 .0 FILE: 1500LAT-C4.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-13-2018 Time: 9:58:15 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL C4 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1002.930 1404.480 3.010 1407.490 11.01 6.23 .60 1408.09 .00 1.27 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 29.750 .0461 .0110 .33 3.01 .00 .74 .013 .00 .00 PIPE I I I I I I I I I I I I I 1032.680 1405.850 1.967 1407.817 11.01 6.23 .60 1408.42 .00 1.27 .00 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1032.680 1405.850 2.689 1408.539 11.01 .29 .00 1408.54 .00 .27 14.00 7.800 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LATERAL C5 - MODELED BY CRA SO 1002.4101415.420 1 1417.400 R 1016.7401415.960 1 .013 0.000 .000 0 WE 1016.7401415.960 2 .200 SH 1016.7401415.960 2 1417.460 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 8.200 14.000 .000 .000 .00 Q 8.480 .0 FILE: 1500LAT-05.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-13-2018 Time: 9:58:45 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL C5 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1002.410 1415.420 1.980 1417.400 8.48 4.80 .36 1417.76 .00 1.13 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 14.330 .0377 .0065 .09 1.98 .00 .67 .013 .00 .00 PIPE I I I I I I I I I I I I I 1016.740 1415.960 1.533 1417.493 8.48 4.80 .36 1417.85 .00 1.13 .00 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1016.740 1415.960 1.962 1417.922 8.48 .31 .00 1417.92 .00 .23 14.00 8.200 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LINE D - MODELED BY CRA SO 1005.9801377.560 1 1384.820 R 1021.6901377.850 1 .013 19.999 .000 0 R 1197.1701381.120 1 .013 0.000 JX 1201.8301381.210 2 .013 0.000 .000 0 R 1310.4101383.230 2 .013 0.000 .000 0 R 1381.1001384.550 2 .013 90.000 .000 0 R 1473.3401416.590 2 .013 0.000 .000 0 WE 1473.3401416.590 3 .200 SH 1473.3401416.590 3 1418.000 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 4 1 .000 1.500 .000 .000 .000 .00 CD 3 3 0 .000 4.500 14.000 .000 .000 .00 Q 10.120 .0 FILE: 1500LINE-D.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-19-2018 Time: 4:45:57 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE D - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1005.980 1377.560 7.260 1384.820 10.12 5.73 .51 1385.33 .00 1.23 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 15.710 .0185 .0093 .15 .00 .00 .93 .013 .00 .00 PIPE I I I I I I I I I I I I I 1021.690 1377.850 7.164 1385.014 10.12 5.73 .51 1385.52 .00 1.23 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 175.480 .0186 .0093 1.63 7.16 .00 .93 .013 .00 .00 PIPE I I I I I I I I I I I I I 1197.170 1381.120 5.523 1386.643 10.12 5.73 .51 1387.15 .00 1.23 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0193 .0093 .04 5.52 .00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1201.830 1381.210 5.476 1386.686 10.12 5.73 .51 1387.20 .00 1.23 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 108.580 .0186 .0093 1.01 5.48 .00 .93 .013 .00 .00 PIPE I I I I I I I I I I I I I 1310.410 1383.230 4.464 1387.694 10.12 5.73 .51 1388.20 .00 1.23 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 64.657 .0187 .0093 .60 .00 .00 .93 .013 .00 .00 PIPE I I I I I I I I I I I I I 1375.068 1384.437 3.947 1388.384 10.12 5.73 .51 1388.89 .00 1.23 .00 1.500 .000 .00 1 .0 HYDRAULIC JUMP I I I I I I I I I I I I I 1375.068 1384.437 .440 1384.877 10.12 23.41 8.51 1393.39 .52 1.23 1.37 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.003 .0187 .2826 .85 .96 7.33 .93 .013 .00 .00 PIPE I I I I I I I I I I I I I 1378.070 1384.494 .425 1384.919 10.12 24.55 9.36 1394.28 .56 1.23 1.35 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.030 .0187 .3229 .98 .99 7.84 .93 .013 .00 .00 PIPE I I I I I I I I I I I I I 1381.100 1384.550 .411 1384.961 10.12 25.75 10.30 1395.26 .00 1.23 1.34 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 36.552 .3474 .3288 12.02 .41 8.37 .41 .013 .00 .00 PIPE FILE: 1500LINE-D.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-19-2018 Time: 4:45:57 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE D - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1417.652 1397.247 .421 1397.668 10.12 24.89 9.62 1407.29 .00 1.23 1.35 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 15.971 .3474 .2935 4.69 .42 7.99 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1433.623 1402.794 .436 1403.230 10.12 23.73 8.74 1411.97 .00 1.23 1.36 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 8.622 .3474 .2569 2.22 .44 7.47 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1442.245 1405.789 .451 1406.240 10.12 22.62 7.95 1414.19 .00 1.23 1.38 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 5.774 .3474 .2249 1.30 .45 6.99 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1448.019 1407.795 .467 1408.261 10.12 21.57 7.23 1415.49 .00 1.23 1.39 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 4.259 .3474 .1970 .84 .47 6.54 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1452.278 1409.274 .483 1409.757 10.12 20.57 6.57 1416.33 .00 1.23 1.40 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.318 .3474 .1725 .57 .48 6.12 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1455.597 1410.427 .500 1410.927 10.12 19.61 5.97 1416.90 .00 1.23 1.41 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.676 .3474 .1512 .40 .50 5.72 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1458.273 1411.356 .518 1411.875 10.12 18.70 5.43 1417.30 .00 1.23 1.43 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.211 .3474 .1325 .29 .52 5.35 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1460.484 1412.125 .536 1412.661 10.12 17.83 4.94 1417.60 .00 1.23 1.44 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.857 .3474 .1161 .22 .54 5.00 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1462.341 1412.770 .556 1413.325 10.12 17.00 4.49 1417.81 .00 1.23 1.45 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.580 .3474 .1018 .16 .56 4.67 .41 .013 .00 .00 PIPE FILE: 1500LINE-D.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-19-2018 Time: 4:45:57 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE D - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1463.921 1413.318 .576 1413.894 10.12 16.21 4.08 1417.97 .00 1.23 1.46 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.356 .3474 .0893 .12 .58 4.37 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1465.278 1413.790 .596 1414.386 10.12 15.45 3.71 1418.09 .00 1.23 1.47 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.173 .3474 .0784 .09 .60 4.08 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1466.450 1414.197 .618 1414.815 10.12 14.73 3.37 1418.19 .00 1.23 1.48 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.019 .3474 .0688 .07 .62 3.81 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1467.469 1414.551 .641 1415.192 10.12 14.05 3.06 1418.26 .00 1.23 1.48 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .889 .3474 .0605 .05 .64 3.55 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1468.358 1414.859 .664 1415.524 10.12 13.39 2.79 1418.31 .00 1.23 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .777 .3474 .0531 .04 .66 3.31 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1469.135 1415.129 .689 1415.818 10.12 12.77 2.53 1418.35 .00 1.23 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .680 .3474 .0467 .03 .69 3.09 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1469.814 1415.365 .715 1416.080 10.12 12.18 2.30 1418.38 .00 1.23 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .595 .3474 .0411 .02 .72 2.88 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1470.410 1415.572 .742 1416.314 10.12 11.61 2.09 1418.41 .00 1.23 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .520 .3474 .0362 .02 .74 2.68 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1470.930 1415.753 .770 1416.523 10.12 11.07 1.90 1418.43 .00 1.23 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .454 .3474 .0319 .01 .77 2.50 .41 .013 .00 .00 PIPE FILE: 1500LINE-D.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-19-2018 Time: 4:45:57 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE D - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1471.384 1415.910 .800 1416.711 10.12 10.55 1.73 1418.44 .00 1.23 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .395 .3474 .0281 .01 .80 2.32 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1471.778 1416.047 .832 1416.879 10.12 10.06 1.57 1418.45 .00 1.23 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .341 .3474 .0248 .01 .83 2.16 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1472.119 1416.166 .865 1417.030 10.12 9.59 1.43 1418.46 .00 1.23 1.48 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .292 .3474 .0219 .01 .86 2.00 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1472.411 1416.267 .899 1417.167 10.12 9.15 1.30 1418.47 .00 1.23 1.47 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .248 .3474 .0194 .00 .90 1.86 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1472.659 1416.353 .936 1417.290 10.12 8.72 1.18 1418.47 .00 1.23 1.45 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .206 .3474 .0172 .00 .94 1.72 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1472.865 1416.425 .976 1417.401 10.12 8.32 1.07 1418.47 .00 1.23 1.43 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .168 .3474 .0153 .00 .98 1.59 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1473.033 1416.483 1.018 1417.501 10.12 7.93 .98 1418.48 .00 1.23 1.40 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .131 .3474 .0136 .00 1.02 1.46 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1473.164 1416.529 1.063 1417.591 10.12 7.56 .89 1418.48 .00 1.23 1.36 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .095 .3474 .0122 .00 1.06 1.34 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1473.260 1416.562 1.111 1417.673 10.12 7.21 .81 1418.48 .00 1.23 1.31 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .059 .3474 .0109 .00 1.11 1.23 .41 .013 .00 .00 PIPE FILE: 1500LINE-D.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-19-2018 Time: 4:45:57 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE D - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1473.319 1416.583 1.165 1417.747 10.12 6.87 .73 1418.48 .00 1.23 1.25 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .021 .3474 .0098 .00 1.16 1.12 .41 .013 .00 .00 PIPE I I I I I I I I I I I I I 1473.340 1416.590 1.225 1417.815 10.12 6.55 .67 1418.48 .00 1.23 1.16 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1473.340 1416.590 2.401 1418.991 10.12 .30 .00 1418.99 .00 .25 14.00 4.500 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 J.N. 15.1500.2.14 - RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LINE "J" - MODELED BY CRA SO 1006.4701375.560 1 1384.110 R 1184.1601377.190 1 .013 .000 .000 0 JX 1188.8401377.230 1 .013 .000 .000 0 R 1209.8601377.430 1 .013 .000 .000 0 JX 1217.0901377.490 3 2 .013 8.700 1377.560 -33.0 18.415 R 1246.2001377.760 3 .013 74.129 .000 0 R 1264.0001377.920 3 .013 0.000 .000 0 R 1310.3601399.610 3 .013 -59.028 .000 0 R 1327.9101407.810 3 .013 0.000 .000 0 WE 1327.9101407.810 4 .200 SH 1327.9101407.810 4 1441.000 CD 1 4 1 .000 2.500 .000 .000 .000 .00 CD 2 4 1 .000 1.500 .000 .000 .000 .00 CD 3 4 1 .000 2.500 .000 .000 .000 .00 CD 4 3 0 .000 12.000 2.000 .000 .000 .00 Q 12.600 .0 FILE: 1500LINE-J.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-19-2018 Time: 4:42:48 J.N. 15.1500.2.14 - RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE "J" - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1006.470 1375.560 8.550 1384.110 21.30 4.34 .29 1384.40 .00 1.57 .00 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 177.690 .0092 .0027 .48 8.55 .00 1.31 .013 .00 .00 PIPE I I I I I I I I I I I I I 1184.160 1377.190 7.399 1384.589 21.30 4.34 .29 1384.88 .00 1.57 .00 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0086 .0027 .01 7.40 .00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1188.840 1377.230 7.372 1384.602 21.30 4.34 .29 1384.89 .00 1.57 .00 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 21.020 .0095 .0027 .06 7.37 .00 1.30 .013 .00 .00 PIPE I I I I I I I I I I I I I 1209.860 1377.430 7.228 1384.658 21.30 4.34 .29 1384.95 .00 1.57 .00 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0083 .0018 .01 .00 .00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1217.090 1377.490 7.335 1384.824 12.60 2.57 .10 1384.93 .00 1.19 .00 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 29.110 .0093 .0009 .03 .00 .00 .97 .013 .00 .00 PIPE I I I I I I I I I I I I I 1246.200 1377.760 7.110 1384.870 12.60 2.57 .10 1384.97 .00 1.19 .00 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 17.800 .0090 .0009 .02 7.11 .00 .98 .013 .00 .00 PIPE I I I I I I I I I I I I I 1264.000 1377.920 6.967 1384.887 12.60 2.57 .10 1384.99 .00 1.19 .00 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 7.902 .4679 .0009 .01 .00 .00 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1271.902 1381.617 3.282 1384.899 12.60 2.57 .10 1385.00 .00 1.19 .00 2.500 .000 .00 1 .0 HYDRAULIC JUMP I I I I I I I I I I I I I 1271.902 1381.617 .369 1381.986 12.60 27.92 12.11 1394.09 .95 1.19 1.77 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 4.228 .4679 .4227 1.79 1.32 9.76 .36 .013 .00 .00 PIPE FILE: 1500LINE-J.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-19-2018 Time: 4:42:48 J.N. 15.1500.2.14 - RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE "J" - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1276.130 1383.595 .371 1383.966 12.60 27.75 11.96 1395.93 .94 1.19 1.78 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 14.257 .4679 .3925 5.60 1.32 9.68 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1290.386 1390.265 .383 1390.648 12.60 26.46 10.87 1401.52 .87 1.19 1.80 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 7.794 .4679 .3427 2.67 1.25 9.07 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1298.181 1393.912 .396 1394.307 12.60 25.23 9.89 1404.19 .80 1.19 1.83 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 5.250 .4679 .2992 1.57 1.20 8.50 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1303.431 1396.368 .409 1396.777 12.60 24.06 8.99 1405.76 .74 1.19 1.85 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.889 .4679 .2613 1.02 1.15 7.97 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1307.320 1398.188 .423 1398.611 12.60 22.94 8.17 1406.78 .68 1.19 1.87 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.040 .4679 .2282 .69 1.10 7.47 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1310.360 1399.610 .437 1400.047 12.60 21.87 7.43 1407.47 .00 1.19 1.90 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .433 .4672 .2112 .09 .44 7.00 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1310.793 1399.812 .439 1400.251 12.60 21.75 7.35 1407.60 .00 1.19 1.90 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.411 .4672 .1963 .47 .44 6.95 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1313.204 1400.939 .453 1401.392 12.60 20.74 6.68 1408.07 .00 1.19 1.93 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.002 .4672 .1715 .34 .45 6.51 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1315.206 1401.874 .469 1402.343 12.60 19.78 6.07 1408.42 .00 1.19 1.95 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.689 .4672 .1498 .25 .47 6.10 .36 .013 .00 .00 PIPE FILE: 1500LINE-J.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-19-2018 Time: 4:42:48 J.N. 15.1500.2.14 - RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE "J" - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1316.895 1402.663 .485 1403.148 12.60 18.86 5.52 1408.67 .00 1.19 1.98 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.443 .4672 .1309 .19 .48 5.71 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1318.338 1403.338 .501 1403.838 12.60 17.98 5.02 1408.86 .00 1.19 2.00 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.245 .4672 .1144 .14 .50 5.35 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1319.583 1403.919 .518 1404.437 12.60 17.14 4.56 1409.00 .00 1.19 2.03 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.081 .4672 .1000 .11 .52 5.02 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1320.665 1404.424 .536 1404.960 12.60 16.34 4.15 1409.11 .00 1.19 2.05 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .945 .4672 .0874 .08 .54 4.70 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1321.609 1404.866 .554 1405.420 12.60 15.58 3.77 1409.19 .00 1.19 2.08 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .829 .4672 .0764 .06 .55 4.40 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1322.438 1405.253 .573 1405.826 12.60 14.86 3.43 1409.25 .00 1.19 2.10 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .729 .4672 .0668 .05 .57 4.12 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1323.167 1405.594 .592 1406.186 12.60 14.17 3.12 1409.30 .00 1.19 2.13 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .643 .4672 .0584 .04 .59 3.86 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1323.810 1405.894 .613 1406.507 12.60 13.51 2.83 1409.34 .00 1.19 2.15 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .568 .4672 .0510 .03 .61 3.61 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1324.378 1406.160 .634 1406.793 12.60 12.88 2.58 1409.37 .00 1.19 2.17 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .502 .4672 .0446 .02 .63 3.38 .36 .013 .00 .00 PIPE FILE: 1500LINE-J.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-19-2018 Time: 4:42:48 J.N. 15.1500.2.14 - RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE "J" - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1324.881 1406.394 .655 1407.050 12.60 12.28 2.34 1409.39 .00 1.19 2.20 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .444 .4672 .0391 .02 .66 3.17 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1325.325 1406.602 .678 1407.280 12.60 11.71 2.13 1409.41 .00 1.19 2.22 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .393 .4672 .0342 .01 .68 2.97 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1325.717 1406.785 .702 1407.487 12.60 11.16 1.93 1409.42 .00 1.19 2.25 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .346 .4672 .0299 .01 .70 2.78 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1326.064 1406.947 .726 1407.673 12.60 10.64 1.76 1409.43 .00 1.19 2.27 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .305 .4672 .0262 .01 .73 2.60 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1326.369 1407.090 .751 1407.841 12.60 10.15 1.60 1409.44 .00 1.19 2.29 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .268 .4672 .0229 .01 .75 2.43 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1326.637 1407.215 .778 1407.993 12.60 9.68 1.45 1409.45 .00 1.19 2.31 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .234 .4672 .0201 .00 .78 2.27 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1326.871 1407.325 .805 1408.130 12.60 9.23 1.32 1409.45 .00 1.19 2.34 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .204 .4672 .0176 .00 .80 2.13 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1327.075 1407.420 .833 1408.253 12.60 8.80 1.20 1409.45 .00 1.19 2.36 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .176 .4672 .0154 .00 .83 1.99 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1327.252 1407.502 .863 1408.365 12.60 8.39 1.09 1409.46 .00 1.19 2.38 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .151 .4672 .0135 .00 .86 1.86 .36 .013 .00 .00 PIPE FILE: 1500LINE-J.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-19-2018 Time: 4:42:48 J.N. 15.1500.2.14 - RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE "J" - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1327.403 1407.573 .894 1408.467 12.60 8.00 .99 1409.46 .00 1.19 2.40 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .128 .4672 .0118 .00 .89 1.74 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1327.531 1407.633 .926 1408.558 12.60 7.62 .90 1409.46 .00 1.19 2.41 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .107 .4672 .0104 .00 .93 1.62 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1327.638 1407.683 .959 1408.642 12.60 7.27 .82 1409.46 .00 1.19 2.43 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .087 .4672 .0091 .00 .96 1.52 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1327.725 1407.723 .994 1408.717 12.60 6.93 .75 1409.46 .00 1.19 2.45 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .069 .4672 .0080 .00 .99 1.42 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1327.794 1407.756 1.030 1408.785 12.60 6.61 .68 1409.46 .00 1.19 2.46 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .052 .4672 .0070 .00 1.03 1.32 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1327.846 1407.780 1.067 1408.847 12.60 6.30 .62 1409.46 .00 1.19 2.47 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .036 .4672 .0062 .00 1.07 1.23 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1327.882 1407.797 1.107 1408.904 12.60 6.01 .56 1409.46 .00 1.19 2.48 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .021 .4672 .0054 .00 1.11 1.15 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1327.903 1407.807 1.148 1408.955 12.60 5.73 .51 1409.46 .00 1.19 2.49 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .007 .4672 .0048 .00 1.15 1.07 .36 .013 .00 .00 PIPE I I I I I I I I I I I I I 1327.910 1407.810 1.192 1409.002 12.60 5.46 .46 1409.46 .00 1.19 2.50 2.500 .000 .00 1 .0 WALL ENTRANCE FILE: 1500LINE-J.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 6 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-19-2018 Time: 4:42:48 J.N. 15.1500.2.14 - RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE "J" - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1327.910 1407.810 1.294 1409.104 12.60 4.87 .37 1409.47 .00 1.07 2.00 12.000 2.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LINE E - MODELED BY CRA SO 1000.0001322.500 1 1324.000 R 1001.2501322.740 1 .013 0.000 .000 0 JX 1004.6701323.410 3 2 .013 7.380 1323.200 60.0 0.000 R 1016.1101324.140 3 .013 0.000 R 1078.3701328.000 3 .013 59.447 WE 1078.3701328.000 4 .200 SH 1078.3701328.000 4 1330.000 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 4 1 .000 1.500 .000 .000 .000 .00 CD 3 4 1 .000 1.500 .000 .000 .000 .00 CD 4 3 0 .000 7.800 21.000 .000 .000 .00 Q 19.310 .0 FILE: 1500LINE-E.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-19-2018 Time: 5: 6:45 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE E - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1000.000 1322.500 1.236 1323.736 26.69 13.09 2.66 1326.40 .00 1.80 1.94 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .115 .1920 .0280 .00 1.24 2.25 .71 .013 .00 .00 PIPE I I I I I I I I I I I I I 1000.115 1322.522 1.241 1323.763 26.69 13.03 2.64 1326.40 .00 1.80 1.94 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.135 .1920 .0263 .03 1.24 2.24 .71 .013 .00 .00 PIPE I I I I I I I I I I I I I 1001.250 1322.740 1.293 1324.033 26.69 12.43 2.40 1326.43 .00 1.80 1.91 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .1959 .0397 .14 1.29 2.07 .013 .00 .00 PIPE I I I I I I I I I I I I I 1004.670 1323.410 1.003 1324.413 19.31 15.38 3.68 1328.09 .00 1.46 1.41 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 11.440 .0638 .0534 .61 1.00 2.88 .95 .013 .00 .00 PIPE I I I I I I I I I I I I I 1016.110 1324.140 1.019 1325.159 19.31 15.10 3.54 1328.70 .17 1.46 1.40 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 15.880 .0620 .0503 .80 1.18 2.78 .96 .013 .00 .00 PIPE I I I I I I I I I I I I I 1031.990 1325.125 1.048 1326.172 19.31 14.65 3.33 1329.50 .15 1.46 1.38 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 15.831 .0620 .0459 .73 1.20 2.64 .96 .013 .00 .00 PIPE I I I I I I I I I I I I I 1047.821 1326.106 1.096 1327.201 19.31 13.96 3.03 1330.23 .13 1.46 1.33 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 10.682 .0620 .0411 .44 1.23 2.41 .96 .013 .00 .00 PIPE I I I I I I I I I I I I I 1058.502 1326.768 1.147 1327.916 19.31 13.31 2.75 1330.67 .12 1.46 1.27 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 7.708 .0620 .0370 .29 1.26 2.20 .96 .013 .00 .00 PIPE I I I I I I I I I I I I I 1066.210 1327.246 1.205 1328.451 19.31 12.69 2.50 1330.95 .10 1.46 1.19 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 5.709 .0620 .0336 .19 1.30 1.98 .96 .013 .00 .00 PIPE FILE: 1500LINE-E.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-19-2018 Time: 5: 6:45 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE E - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width Dia.-FTIor I.D. 1 ZL 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1071.919 1327.600 1.270 1328.870 19.31 12.10 2.27 1331.14 .08 1.46 1.08 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 4.139 .0620 .0309 .13 1.35 1.76 .96 .013 .00 .00 PIPE I I I I I I I I I I I I I 1076.058 1327.857 1.348 1329.205 19.31 11.54 2.07 1331.27 .06 1.46 .91 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.312 .0620 .0299 .07 1.41 1.50 .96 .013 .00 .00 PIPE I I I I I I I I I I I I I 1078.370 1328.000 1.463 1329.463 19.31 11.00 1.88 1331.34 .03 1.46 .47 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1078.370 1328.000 5.196 1333.196 19.31 .18 .00 1333.20 .00 .30 21.00 7.800 21.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LATERAL E1 - MODELED BY CRA SO 1002.4101323.200 1 1324.410 R 1034.0601326.800 1 .013 0.000 .000 0 WE 1034.0601326.800 2 .200 SH 1034.0601326.800 2 1328.000 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 7.800 14.000 .000 .000 .00 Q 7.380 .0 FILE: 1500LAT-E1.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-19-2018 Time: 5:13:40 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL E1 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall1 ZR IType Ch I I I I I I I I I I I I I 1002.410 1323.200 .509 1323.709 7.38 13.96 3.03 1326.74 .00 1.05 1.42 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.056 .1137 .0789 .16 .51 4.03 .46 .013 .00 .00 PIPE I I I I I I I I I I I I I 1004.466 1323.434 .514 1323.947 7.38 13.80 2.96 1326.90 .00 1.05 1.42 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 6.111 .1137 .0728 .44 .51 3.97 .46 .013 .00 .00 PIPE I I I I I I I I I I I I I 1010.577 1324.129 .532 1324.661 7.38 13.15 2.69 1327.35 .00 1.05 1.44 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 4.510 .1137 .0638 .29 .53 3.71 .46 .013 .00 .00 PIPE I I I I I I I I I I I I I 1015.087 1324.642 .551 1325.193 7.38 12.54 2.44 1327.64 .00 1.05 1.45 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.499 .1137 .0559 .20 .55 3.47 .46 .013 .00 .00 PIPE I I I I I I I I I I I I I 1018.585 1325.040 .571 1325.610 7.38 11.96 2.22 1327.83 .00 1.05 1.46 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.803 .1137 .0491 .14 .57 3.24 .46 .013 .00 .00 PIPE I I I I I I I I I I I I I 1021.388 1325.359 .591 1325.950 7.38 11.40 2.02 1327.97 .00 1.05 1.47 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.292 .1137 .0431 .10 .59 3.02 .46 .013 .00 .00 PIPE I I I I I I I I I I I I I 1023.680 1325.619 .613 1326.232 7.38 10.87 1.84 1328.07 .00 1.05 1.47 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.902 .1137 .0378 .07 .61 2.82 .46 .013 .00 .00 PIPE I I I I I I I I I I I I I 1025.582 1325.836 .635 1326.471 7.38 10.37 1.67 1328.14 .00 1.05 1.48 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.592 .1137 .0332 .05 .64 2.64 .46 .013 .00 .00 PIPE I I I I I I I I I I I I I 1027.174 1326.017 .659 1326.675 7.38 9.88 1.52 1328.19 .00 1.05 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.342 .1137 .0292 .04 .66 2.46 .46 .013 .00 .00 PIPE FILE: 1500LAT-E1.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-19-2018 Time: 5:13:40 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL E1 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1028.516 1326.169 .683 1326.852 7.38 9.42 1.38 1328.23 .00 1.05 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.132 .1137 .0256 .03 .68 2.29 .46 .013 .00 .00 PIPE I I I I I I I I I I I I I 1029.648 1326.298 .709 1327.007 7.38 8.98 1.25 1328.26 .00 1.05 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .957 .1137 .0226 .02 .71 2.14 .46 .013 .00 .00 PIPE I I I I I I I I I I I I I 1030.605 1326.407 .735 1327.142 7.38 8.57 1.14 1328.28 .00 1.05 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .804 .1137 .0199 .02 .74 1.99 .46 .013 .00 .00 PIPE I I I I I I I I I I I I I 1031.409 1326.498 .763 1327.262 7.38 8.17 1.04 1328.30 .00 1.05 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .673 .1137 .0175 .01 .76 1.85 .46 .013 .00 .00 PIPE I I I I I I I I I I I I I 1032.082 1326.575 .793 1327.368 7.38 7.79 .94 1328.31 .00 1.05 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .557 .1137 .0154 .01 .79 1.73 .46 .013 .00 .00 PIPE I I I I I I I I I I I I I 1032.639 1326.638 .824 1327.462 7.38 7.43 .86 1328.32 .00 1.05 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .452 .1137 .0136 .01 .82 1.60 .46 .013 .00 .00 PIPE I I I I I I I I I I I I I 1033.090 1326.690 .856 1327.546 7.38 7.08 .78 1328.32 .00 1.05 1.48 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .357 .1137 .0120 .00 .86 1.49 .46 .013 .00 .00 PIPE I I I I I I I I I I I I I 1033.448 1326.730 .891 1327.621 7.38 6.75 .71 1328.33 .00 1.05 1.47 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .271 .1137 .0106 .00 .89 1.38 .46 .013 .00 .00 PIPE I I I I I I I I I I I I I 1033.719 1326.761 .927 1327.688 7.38 6.44 .64 1328.33 .00 1.05 1.46 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .190 .1137 .0094 .00 .93 1.28 .46 .013 .00 .00 PIPE FILE: 1500LAT-E1.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-19-2018 Time: 5:13:40 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL E1 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1033.908 1326.783 .966 1327.748 7.38 6.14 .58 1328.33 .00 1.05 1.44 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .114 .1137 .0084 .00 .97 1.18 .46 .013 .00 .00 PIPE I I I I I I I I I I I I I 1034.022 1326.796 1.007 1327.803 7.38 5.85 .53 1328.33 .00 1.05 1.41 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .038 .1137 .0074 .00 1.01 1.09 .46 .013 .00 .00 PIPE I I I I I I I I I I I I I 1034.060 1326.800 1.052 1327.852 7.38 5.57 .48 1328.33 .00 1.05 1.37 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1034.060 1326.800 1.819 1328.619 7.38 .29 .00 1328.62 .00 .21 14.00 7.800 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 150OLINE-H.WSW T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LINE H - MODELED BY CRA SO 0743.0901368.000 1 1370.000 R 0811.2401373.930 1 .013 86.764 .000 0 R 0956.2701386.550 1 .013 0.000 .000 0 R 1025.0001392.530 1 .013 -19.688 .000 0 R 1054.2201403.300 1 .013 -8.370 .000 0 R 1245.3801473.710 1 .013 0.000 .000 0 R 1284.6501488.180 1 .013 11.250 .000 0 R 1300.0001493.830 1 .013 0.000 .000 0 R 1393.7601495.020 1 .013 0.000 .000 0 R 1410.4201495.240 1 .013 21.238 .000 0 JX 1417.3301495.320 3 2 .013 43.110 1496.110 -60.0 8.798 R 1435.5801495.550 3 .013 23.238 .000 0 JX 1441.1101496.130 6 4 5.013 8.420 6.9901497.5101496.790 75.0-60.0 7.037 R 1463.7001496.450 6 .013 28.798 .000 0 R 1564.9201497.920 6 .013 .000 .000 0 R 1797.6701501.310 6 .013 -43.580 .000 0 JX 1802.3301501.380 7 .013 -0.874 R 1947.7901503.470 7 .013 -27.235 .000 0 R 1986.2001504.030 7 .013 .000 .000 0 JX 1991.1901504.600 9 8 .013 5.630 1505.280 45.0 .000 R 2097.4501505.990 9 .013 .000 .000 0 JX 2102.4501506.050 11 10 .013 22.330 1506.550 -55.0 .000 R 2144.1501506.500 11 .013 .000 .000 0 IX 2149.3501506.560 13 12 .013 5.490 1507.390 -45.0 .000 R 2178.5001506.880 13 .013 .000 .000 0 R 2348.1701508.720 13 .013 9.780 .000 0 JX 2352.8301509.270 14 .013 0.269 R 2380.1501509.700 14 .013 1.575 .000 0 R 2500.0001511.610 14 .013 .000 .000 0 R 2511.7101512.480 14 .013 .000 .000 0 R 2568.2601516.700 14 .013 -72.000 .000 0 R 2618.1001520.420 14 .013 .000 .000 0 JX 2625.3701521.470 17 15 16.013 1.220 4.9101521.5211521.260-30.0 48.0 0.000 R 2776.4001534.800 17 .013 .000 .000 0 R 2792.5301536.220 17 .013 -20.544 .000 0 JX 2797.7201536.680 19 18 .013 21.020 1536.970 44.0 -6.602 R 2829.4201539.480 19 .013 -40.366 .000 0 JX 2833.9201540.370 21 20 .013 12.060 1539.960 -58.0 .000 R 2907.4301541.110 21 .013 .000 .000 0 WE 2907.4301541.110 22 .200 SH 2907.4301541.110 22 1540.930 CD 1 4 1 .000 4.000 .000 .000 .000 .00 CD 2 4 1 .000 2.500 .000 .000 .000 .00 CD 3 4 1 .000 4.000 .000 .000 .000 .00 CD 4 4 1 .000 1.500 .000 .000 .000 .00 CD 5 4 1 .000 2.000 .000 .000 .000 .00 CD 6 4 1 .000 3.500 .000 .000 .000 .00 CD 7 4 1 .000 3.500 .000 .000 .000 .00 CD 8 4 1 .000 1.500 .000 .000 .000 .00 CD 9 4 1 .000 3.000 .000 .000 .000 .00 CD 10 4 1 .000 2.000 .000 .000 .000 .00 CD 11 4 1 .000 3.000 .000 .000 .000 .00 CD 12 4 1 .000 1.500 .000 .000 .000 .00 CD 13 4 1 .000 3.000 .000 .000 .000 .00 CD 14 4 1 .000 2.500 .000 .000 .000 .00 CD 15 4 1 .000 1.500 .000 .000 .000 .00 CD 16 4 1 .000 1.500 .000 .000 .000 .00 CD 17 4 1 .000 2.000 .000 .000 .000 .00 CD 18 4 1 .000 1.500 .000 .000 .000 .00 CD 19 4 1 .000 2.000 .000 .000 .000 .00 CD 20 4 1 .000 1.500 .000 .000 .000 .00 CD 21 4 1 .000 1.500 .000 .000 .000 .00 CD 22 3 0 .000 8.209 21.000 .000 .000 .00 Q 15.120 .0 150OLINE-H.OUT T FILE: 150OLINE-H.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date: 7- 9-2021 Time:10:49:21 IN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE H - MODELED BY CRA Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTjor I.D. 1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 743.090 1368.000 1.552 1369.552 146.30 32.46 16.36 1385.91 4.00 3.57 3.90 4.000 .000 .00 1 .0 68.150 .0870 .1088 7.42 4.00 5.32 1.62 .013 .00 .00 PIPE 811.240 1373.930 1.501 1375.431 146.30 33.95 17.90 1393.33 .00 3.57 3.87 4.000 .000 .00 1 .0 21.566 .0870 .1187 2.56 1.50 5.67 1.62 .013 .00 .00 PIPE 832.806 1375.807 1.480 1377.287 146.30 34.61 18.61 1395.89 .00 3.57 3.86 4.000 .000 .00 1 .0 41.694 .0870 .1304 5.44 1.48 5.83 1.62 .013 .00 .00 PIPE 874.500 1379.435 1.429 1380.864 146.30 36.30 20.47 1401.33 .00 3.57 3.83 4.000 .000 .00 1 .0 32.352 .0870 .1488 4.81 1.43 6.24 1.62 .013 .00 .00 PIPE 906.852 1382.250 1.380 1383.630 146.30 38.08 22.51 1406.14 .00 3.57 3.80 4.000 .000 .00 1 .0 26.642 .0870 .1697 4.52 1.38 6.68 1.62 .013 .00 .00 PIPE 933.493 1384.568 1.332 1385.901 146.30 39.93 24.76 1410.66 .00 3.57 3.77 4.000 .000 .00 1 .0 22.777 .0870 .1938 4.41 1.33 7.14 1.62 .013 .00 .00 PIPE 956.270 1386.550 1.287 1387.837 146.30 41.88 27.24 1415.08 1.02 3.57 3.74 4.000 .000 .00 1 .0 .024 .0870 .2066 .01 2.30 7.63 1.62 .013 .00 .00 PIPE 956.294 1386.552 1.287 1387.839 146.30 41.90 27.26 1415.10 1.02 3.57 3.74 4.000 .000 .00 1 .0 19.958 .0870 .2214 4.42 2.31 7.64 1.62 .013 .00 .00 PIPE 976.253 1388.289 1.243 1389.532 146.30 43.94 29.98 1419.51 1.11 3.57 3.70 4.000 .000 .00 1 .0 17.829 .0870 .2528 4.51 2.35 8.17 1.62 .013 .00 .00 PIPE T FILE: 150OLINE-H.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 1500LINE-H.OUT Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date: 7- 9-2021 Time:10:49:21 ]N 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE H - MODELED BY CRA ************************************************************************************************************************** ******** Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 994.082 1389.840 1.201 1391.041 146.30 46.09 32.98 1424.02 1.21 3.57 3.67 4.000 .000 .00 1 .0 16.145 .0870 .2888 4.66 2.41 8.73 1.62 .013 .00 .00 PIPE 1010.226 1391.245 1.161 1392.405 146.30 48.34 36.28 1428.68 1.32 3.57 3.63 4.000 .000 .00 1 .0 14.774 .0870 .3299 4.87 2.48 9.33 1.62 .013 .00 .00 PIPE 1025.000 1392.530 1.122 1393.652 146.30 50.70 39.91 1433.56 1.43 3.57 3.59 4.000 .000 .00 1 .0 29.220 .3686 .3483 10.18 2.56 9.97 1.11 .013 .00 .00 PIPE 1054.220 1403.300 1.127 1404.427 146.30 50.32 39.32 1443.75 .00 3.57 3.60 4.000 .000 .00 1 .0 68.128 .3683 .3281 22.35 1.13 9.87 1.11 .013 .00 .00 PIPE 1122.348 1428.394 1.157 1429.551 146.30 48.53 36.57 1466.12 .00 3.57 3.63 4.000 .000 .00 1 .0 43.047 .3683 .2920 12.57 1.16 9.38 1.11 .013 .00 .00 PIPE 1165.395 1444.249 1.198 1445.447 146.30 46.27 33.25 1478.69 .00 3.57 3.66 4.000 .000 .00 1 .0 26.455 .3683 .2557 6.76 1.20 8.78 1.11 .013 .00 .00 PIPE 1191.851 1453.993 1.239 1455.233 146.30 44.12 30.22 1485.46 .00 3.57 3.70 4.000 .000 .00 1 .0 18.720 .3683 .2239 4.19 1.24 8.21 1.11 .013 .00 .00 PIPE 1210.570 1460.889 1.283 1462.172 146.30 42.07 27.48 1489.65 .00 3.57 3.73 4.000 .000 .00 1 .0 14.240 .3683 .1961 2.79 1.28 7.68 1.11 .013 .00 .00 PIPE 1224.811 1466.134 1.328 1467.462 146.30 40.11 24.98 1492.44 .00 3.57 3.77 4.000 .000 .00 1 .0 11.315 .3683 .1718 1.94 1.33 7.18 1.11 .013 .00 .00 PIPE T FILE: 1500LINE-H.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1873 1500LINE-H.OUT WATER SURFACE PROFILE LISTING Date: 7- 9-2021 Time:10:49:21 IN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE H - MODELED BY CRA ************************************************************************************************************************** ******** Invert Depth I Water I Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1236.125 1470.301 1.375 1471.677 146.30 38.24 22.71 1494.38 .00 3.57 3.80 4.000 .000 .00 1 .0 9.255 .3683 .1506 1.39 1.38 6.72 1.11 .013 .00 .00 PIPE 1245.380 1473.710 1.424 1475.134 146.30 36.46 20.64 1495.78 .79 3.57 3.83 4.000 .000 .00 1 .0 1.902 .3685 .1386 .26 2.22 6.28 1.11 .013 .00 .00 PIPE 1247.282 1474.411 1.436 1475.847 146.30 36.07 20.20 1496.05 .78 3.57 3.84 4.000 .000 .00 1 .0 7.424 .3685 .1281 .95 2.21 6.18 1.11 .013 .00 .00 PIPE 1254.707 1477.147 1.487 1478.634 146.30 34.39 18.36 1497.00 .71 3.57 3.87 4.000 .000 .00 1 .0 6.308 .3685 .1123 .71 2.20 5.78 1.11 .013 .00 .00 PIPE 1261.015 1479.471 1.541 1481.012 146.30 32.79 16.69 1497.70 .65 3.57 3.89 4.000 .000 .00 1 .0 5.415 .3685 .0985 .53 2.19 5.40 1.11 .013 .00 .00 PIPE 1266.430 1481.467 1.596 1483.063 146.30 31.26 15.18 1498.24 .59 3.57 3.92 4.000 .000 .00 1 .0 4.686 .3685 .0865 .41 2.19 5.04 1.11 .013 .00 .00 PIPE 1271.116 1483.193 1.655 1484.848 146.30 29.81 13.80 1498.64 .54 3.57 3.94 4.000 .000 .00 1 .0 4.080 .3685 .0759 .31 2.20 4.71 1.11 .013 .00 .00 PIPE 1275.196 1484.696 1.715 1486.411 146.30 28.42 12.54 1498.95 .50 3.57 3.96 4.000 .000 .00 1 .0 3.568 .3685 .0667 .24 2.21 4.39 1.11 .013 .00 .00 PIPE 1278.764 1486.011 1.779 1487.790 146.30 27.10 11.40 1499.19 .45 3.57 3.98 4.000 .000 .00 1 .0 3.132 .3685 .0586 .18 2.23 4.10 1.11 .013 .00 .00 PIPE T FILE: 1500LINE-H.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date: 7- 9-2021 Time:10:49:21 150OLINE-H.OUT IN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE H - MODELED BY CRA ************************************************************************************************************************** ******** Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTjor I.D. 1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1281.896 1487.165 1.845 1489.010 146.30 25.84 10.37 1499.37 .41 3.57 3.99 4.000 .000 .00 1 .0 2.755 .3685 .0515 .14 2.26 3.82 1.11 .013 .00 .00 PIPE 1284.650 1488.180 1.914 1490.094 146.30 24.63 9.42 1499.52 .00 3.57 4.00 4.000 .000 .00 1 .0 1.953 .3681 .0459 .09 1.91 3.56 1.11 .013 .00 .00 PIPE 1286.603 1488.899 1.971 1490.870 146.30 23.72 8.74 1499.61 .00 3.57 4.00 4.000 .000 .00 1 .0 2.199 .3681 .0410 .09 1.97 3.37 1.11 .013 .00 .00 PIPE 1288.803 1489.708 2.046 1491.755 146.30 22.62 7.95 1499.70 .00 3.57 4.00 4.000 .000 .00 1 .0 1.938 .3681 .0361 .07 2.05 3.13 1.11 .013 .00 .00 PIPE 1290.741 1490.422 2.125 1492.547 146.30 21.57 7.22 1499.77 .00 3.57 3.99 4.000 .000 .00 1 .0 1.706 .3681 .0319 .05 2.13 2.92 1.11 .013 .00 .00 PIPE 1292.447 1491.050 2.208 1493.258 146.30 20.56 6.57 1499.82 .00 3.57 3.98 4.000 .000 .00 1 .0 1.499 .3681 .0281 .04 2.21 2.71 1.11 .013 .00 .00 PIPE 1293.946 1491.601 2.296 1493.897 146.30 19.61 5.97 1499.87 .00 3.57 3.96 4.000 .000 .00 1 .0 1.312 .3681 .0249 .03 2.30 2.52 1.11 .013 .00 .00 PIPE 1295.258 1492.084 2.388 1494.472 146.30 18.69 5.43 1499.90 .00 3.57 3.92 4.000 .000 .00 1 .0 1.143 .3681 .0220 .03 2.39 2.33 1.11 .013 .00 .00 PIPE 1296.400 1492.505 2.486 1494.991 146.30 17.82 4.93 1499.92 .00 3.57 3.88 4.000 .000 .00 1 .0 .988 .3681 .0195 .02 2.49 2.16 1.11 .013 .00 .00 PIPE T FILE: 150OLINE-H.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date: 7- 9-2021 Time:10:49:21 IN 15.1500.2.14 RANCH 150OLINE-H.OUT CITY OF LAKE ELSINORE STORM DRAIN LINE H - MODELED BY CRA ************************************************************************************************************************** ******** Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTjor I.D. 1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1297.389 1492.869 2.590 1495.459 146.30 17.00 4.49 1499.94 .00 3.57 3.82 4.000 .000 .00 1 .0 .846 .3681 .0173 .01 2.59 2.00 1.11 .013 .00 .00 PIPE 1298.235 1493.180 2.701 1495.881 146.30 16.20 4.08 1499.96 .00 3.57 3.75 4.000 .000 .00 1 .0 .713 .3681 .0154 .01 2.70 1.84 1.11 .013 .00 .00 PIPE 1298.948 1493.443 2.820 1496.263 146.30 15.45 3.71 1499.97 .00 3.57 3.65 4.000 .000 .00 1 .0 .588 .3681 .0138 .01 2.82 1.69 1.11 .013 .00 .00 PIPE 1299.535 1493.659 2.949 1496.608 146.30 14.73 3.37 1499.98 .00 3.57 3.52 4.000 .000 .00 1 .0 .465 .3681 .0123 .01 2.95 1.55 1.11 .013 .00 .00 PIPE 1300.000 1493.830 3.090 1496.920 146.30 14.05 3.06 1499.98 .00 3.57 3.35 4.000 .000 .00 1 .0 40.539 .0127 .0115 .46 3.09 1.40 2.98 .013 .00 .00 PIPE 1340.539 1494.344 3.146 1497.490 146.30 13.80 2.96 1500.45 .00 3.57 3.28 4.000 .000 .00 1 .0 53.221 .0127 .0107 .57 3.15 1.35 2.98 .013 .00 .00 PIPE 1393.760 1495.020 3.309 1498.329 146.30 13.16 2.69 1501.02 .36 3.57 3.02 4.000 .000 .00 1 .0 6.877 .0132 .0101 .07 3.67 1.21 2.93 .013 .00 .00 PIPE 1400.637 1495.111 3.362 1498.473 146.30 12.98 2.61 1501.09 .34 3.57 2.93 4.000 .000 .00 1 .0 9.783 .0132 .0096 .09 3.70 1.17 2.93 .013 .00 .00 PIPE 1410.420 1495.240 3.565 1498.805 146.30 12.37 2.38 1501.18 .26 3.57 2.49 4.000 .000 .00 1 .0 JUNCT STR .0116 .0072 .05 3.83 1.00 .013 .00 .00 PIPE T FILE: 150OLINE-H.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 6 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date: 7- 9-2021 Time:10:49:21 IN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE 150OLINE-H.OUT STORM DRAIN LINE H - MODELED BY CRA ************************************************************************************************************************** ******** Invert Depth I Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/Base Wtj INo Wth Station I Elev (FT) I Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X-Falll ZR IType Ch 1417.330 1495.320 5.503 1500.823 103.19 8.21 1.05 1501.87 .00 3.08 .00 4.000 .000 .00 1 .0 18.250 .0126 .0052 .09 .00 .00 2.33 .013 .00 .00 PIPE 1435.580 1495.550 5.474 1501.024 103.19 8.21 1.05 1502.07 .00 3.08 .00 4.000 .000 .00 1 .0 JUNCT STR 1049 .0064 .04 .00 .00 .013 .00 .00 PIPE 1441.110 1496.130 5.008 1501.138 87.78 9.12 1.29 1502.43 .00 2.91 .00 3.500 .000 .00 1 .0 22.590 .0142 .0076 .17 .00 .00 2.23 .013 .00 .00 PIPE 1463.700 1496.450 5.007 1501.457 87.78 9.12 1.29 1502.75 .00 2.91 .00 3.500 .000 .00 1 .0 101.220 .0145 .0076 .77 5.01 .00 2.21 .013 .00 .00 PIPE 1564.920 1497.920 4.307 1502.227 87.78 9.12 1.29 1503.52 .00 2.91 .00 3.500 .000 .00 1 .0 102.871 .0146 .0076 .78 .00 .00 2.21 .013 .00 .00 PIPE 1667.791 1499.418 3.695 1503.113 87.78 9.12 1.29 1504.41 .00 2.91 .00 3.500 .000 .00 1 .0 HYDRAULIC JUMP 1667.791 1499.418 2.205 1501.623 87.78 13.75 2.93 1504.56 .06 2.91 3.38 3.500 .000 .00 1 .0 129.879 .0146 .0146 1.89 2.27 1.76 2.21 .013 .00 .00 PIPE 1797.670 1501.310 2.206 1503.516 87.78 13.74 2.93 1506.45 .00 2.91 3.38 3.500 .000 .00 1 .0 JUNCT STR 0150 .0145 .07 2.27 1.76 .013 .00 .00 PIPE 1802.330 1501.380 2.207 1503.587 87.78 13.73 2.93 1506.52 .06 2.91 3.38 3.500 .000 .00 1 .0 145.460 .0144 .0149 2.16 2.27 1.76 2.22 .013 .00 .00 PIPE T FILE: 150OLINE-H.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 7 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date: 7- 9-2021 Time:10:49:21 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE H - MODELED BY CRA 1500LINE-H.OUT ************************************************************************************************************************** ******** Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1947.790 1503.470 2.174 1505.644 87.78 13.98 3.03 1508.68 .00 2.91 3.40 3.500 .000 .00 1 .0 38.410 .0146 .0153 .59 2.17 1.81 2.20 .013 .00 .00 PIPE 1986.200 1504.030 2.162 1506.192 87.78 14.07 3.07 1509.27 .00 2.91 3.40 3.500 .000 .00 1 .0 JUNCT STR 1142 .0143 .07 2.16 1.83 .013 .00 .00 PIPE 1991.190 1504.600 2.790 1507.390 82.15 11.99 2.23 1509.62 .00 2.79 1.53 3.000 .000 .00 1 .0 106.260 .0131 .0131 1.39 2.79 1.00 3.00 .013 .00 .00 PIPE 2097.450 1505.990 2.790 1508.780 82.15 11.99 2.23 1511.01 .00 2.79 1.53 3.000 .000 .00 1 .0 JUNCT STR 0120 .0106 .05 2.79 1.00 .013 .00 .00 PIPE 2102.450 1506.050 4.513 1510.563 59.82 8.46 1.11 1511.68 .00 2.50 .00 3.000 .000 .00 1 .0 41.700 .0108 .0080 .34 4.51 .00 2.15 .013 .00 .00 PIPE 2144.150 1506.500 4.399 1510.899 59.82 8.46 1.11 1512.01 .00 2.50 .00 3.000 .000 .00 1 .0 JUNCT STR 0115 .0073 .04 4.40 .00 .013 .00 .00 PIPE 2149.350 1506.560 4.713 1511.273 54.33 7.69 .92 1512.19 .00 2.39 .00 3.000 .000 .00 1 .0 29.150 .0110 .0066 .19 4.71 .00 1.99 .013 .00 .00 PIPE 2178.500 1506.880 4.587 1511.467 54.33 7.69 .92 1512.38 .00 2.39 .00 3.000 .000 .00 1 .0 169.670 .0108 .0066 1.13 .00 .00 2.00 .013 .00 .00 PIPE 2348.170 1508.720 3.933 1512.653 54.33 7.69 .92 1513.57 .00 2.39 .00 3.000 .000 .00 1 .0 JUNCT STR .1180 .00 .00 .013 .00 .00 PIPE T FILE: 1500LINE-H.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 8 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date: 7- 9-2021 Time:10:49:21 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE H - MODELED BY CRA ************************************************************************************************************************** ******** 150OLINE-H.OUT Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTjor I.D. 1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 2352.830 1509.270 1.740 1511.010 54.33 14.90 3.45 1514.46 .02 2.35 2.30 2.500 .000 .00 1 .0 3.599 .0157 .0256 .09 1.76 2.09 2.21 .013 .00 .00 PIPE 2356.429 1509.327 1.729 1511.056 54.33 15.00 3.49 1514.55 .02 2.35 2.31 2.500 .000 .00 1 .0 23.721 .0157 .0274 .65 1.75 2.11 2.21 .013 .00 .00 PIPE 2380.150 1509.700 1.657 1511.357 54.33 15.73 3.84 1515.20 .00 2.35 2.36 2.500 .000 .00 1 .0 7.905 .0159 .0296 .23 1.66 2.29 2.18 .013 .00 .00 PIPE 2388.055 1509.826 1.632 1511.458 54.33 16.00 3.98 1515.43 .00 2.35 2.38 2.500 .000 .00 1 .0 20.411 .0159 .0322 .66 1.63 2.36 2.18 .013 .00 .00 PIPE 2408.467 1510.151 1.566 1511.718 54.33 16.78 4.37 1516.09 .00 2.35 2.42 2.500 .000 .00 1 .0 18.429 .0159 .0363 .67 1.57 2.56 2.18 .013 .00 .00 PIPE 2426.896 1510.445 1.505 1511.949 54.33 17.60 4.81 1516.76 .00 2.35 2.45 2.500 .000 .00 1 .0 16.852 .0159 .0410 .69 1.50 2.76 2.18 .013 .00 .00 PIPE 2443.748 1510.714 1.446 1512.160 54.33 18.46 5.29 1517.45 .00 2.35 2.47 2.500 .000 .00 1 .0 15.554 .0159 .0464 .72 1.45 2.98 2.18 .013 .00 .00 PIPE 2459.301 1510.961 1.391 1512.352 54.33 19.36 5.82 1518.17 .00 2.35 2.48 2.500 .000 .00 1 .0 14.462 .0159 .0526 .76 1.39 3.21 2.18 .013 .00 .00 PIPE 2473.763 1511.192 1.338 1512.530 54.33 20.31 6.40 1518.93 .00 2.35 2.49 2.500 .000 .00 1 .0 13.528 .0159 .0596 .81 1.34 3.46 2.18 .013 .00 .00 PIPE T FILE: 150OLINE-H.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 9 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date: 7- 9-2021 Time:10:49:21 IN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE H - MODELED BY CRA ************************************************************************************************************************** ******** Invert I Depth I Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj INo Wth 1500LINE-H.OUT Station Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTjor I.D. 1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 2487.291 1511.407 1.289 1512.696 54.33 21.30 7.05 1519.74 .00 2.35 2.50 2.500 .000 .00 1 .0 12.709 .0159 .0676 .86 1.29 3.72 2.18 .013 .00 .00 PIPE 2500.000 1511.610 1.241 1512.851 54.33 22.34 7.75 1520.60 .00 2.35 2.50 2.500 .000 .00 1 .0 11.710 .0743 .0717 .84 1.24 3.99 1.23 .013 .00 .00 PIPE 2511.710 1512.480 1.243 1513.723 54.33 22.30 7.72 1521.44 .86 2.35 2.50 2.500 .000 .00 1 .0 56.550 .0746 .0698 3.95 2.10 3.98 1.23 .013 .00 .00 PIPE 2568.260 1516.700 1.262 1517.962 54.33 21.88 7.43 1525.39 .00 2.35 2.50 2.500 .000 .00 1 .0 49.840 .0746 .0649 3.23 1.26 3.87 1.23 .013 .00 .00 PIPE 2618.100 1520.420 1.298 1521.719 54.33 21.10 6.91 1528.63 .00 2.35 2.50 2.500 .000 .00 1 .0 JUNCT STR .1444 .0722 .53 1.30 3.66 .013 .00 .00 PIPE 2625.370 1521.470 1.281 1522.751 48.20 22.67 7.98 1530.73 .00 1.98 1.92 2.000 .000 .00 1 .0 40.328 .0883 .0806 3.25 1.28 3.80 1.25 .013 .00 .00 PIPE 2665.698 1525.029 1.305 1526.335 48.20 22.20 7.65 1533.98 .00 1.98 1.90 2.000 .000 .00 1 .0 45.157 .0883 .0741 3.35 1.31 3.66 1.25 .013 .00 .00 PIPE 2710.855 1529.015 1.361 1530.376 48.20 21.16 6.95 1537.33 .00 1.98 1.86 2.000 .000 .00 1 .0 25.678 .0883 .0660 1.69 1.36 3.37 1.25 .013 .00 .00 PIPE 2736.534 1531.281 1.422 1532.703 48.20 20.18 6.32 1539.03 .00 1.98 1.81 2.000 .000 .00 1 .0 17.377 .0883 .0590 1.02 1.42 3.10 1.25 .013 .00 .00 PIPE T FILE: 1500LINE-H.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 10 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date: 7- 9-2021 Time:10:49:21 IN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE H - MODELED BY CRA Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTjor I.D. 1 ZL IPrs/Pip 1500LINE-H.OUT L/Elem ICh Slope I I I I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 2753.911 1532.815 1.487 1534.302 48.20 19.24 5.75 1540.05 .00 1.98 1.75 2.000 .000 .00 1 .0 12.746 .0883 .0529 .67 1.49 2.83 1.25 .013 .00 .00 PIPE 2766.656 1533.940 1.559 1535.499 48.20 18.34 5.22 1540.72 .00 1.98 1.66 2.000 .000 .00 1 .0 9.744 .0883 .0477 .47 1.56 2.57 1.25 .013 .00 .00 PIPE 2776.400 1534.800 1.639 1536.439 48.20 17.49 4.75 1541.19 .32 1.98 1.54 2.000 .000 .00 1 .0 5.552 .0880 .0440 .24 1.96 2.30 1.25 .013 .00 .00 PIPE 2781.952 1535.289 1.702 1536.991 48.20 16.91 4.44 1541.43 .28 1.98 1.42 2.000 .000 .00 1 .0 6.354 .0880 .0412 .26 1.98 2.11 1.25 .013 .00 .00 PIPE 2788.306 1535.848 1.809 1537.657 48.20 16.13 4.04 1541.70 2.00 1.98 1.18 2.000 .000 .00 1 .0 4.224 .0880 .0407 .17 2.00 1.78 1.25 .013 .00 .00 PIPE 2792.530 1536.220 1.977 1538.197 48.20 15.37 3.67 1541.87 2.00 1.98 .43 2.000 .000 .00 1 .0 JUNCT STR 0886 .0280 .15 2.00 1.00 .013 .00 .00 PIPE 2797.720 1536.680 4.889 1541.569 27.18 8.65 1.16 1542.73 .00 1.81 .00 2.000 .000 .00 1 .0 31.700 .0883 .0144 .46 .00 .00 .88 .013 .00 .00 PIPE 2829.420 1539.480 2.702 1542.182 27.18 8.65 1.16 1543.34 .00 1.81 .00 2.000 .000 .00 1 .0 JUNCT STR 1978 .0176 .08 2.70 .00 .013 .00 .00 PIPE 2833.920 1540.370 2.678 1543.048 15.12 8.56 1.14 1544.18 .00 1.41 .00 1.500 .000 .00 1 .0 73.510 .0101 .0207 1.52 2.68 .00 1.50 .013 .00 .00 PIPE T FILE: 1500LINE-H.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 11 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date: 7- 9-2021 Time:10:49:21 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LINE H - MODELED BY CRA ************************************************************************************************************************** ******** Invert Depth I Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/Base Wtj INo Wth Station I Elev (FT) I Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip 150OLINE-H.OUT L/Elem ICh Slope I I I I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 2907.430 1541.110 3.461 1544.571 15.12 8.56 1.14 1545.71 .00 1.41 .00 1.500 .000 .00 1 .0 WALL ENTRANCE 2907.430 1541.110 4.825 1545.935 15.12 .15 .00 1545.94 .00 .25 21.00 8.209 21.000 .00 0 .0 T T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LATERAL H1 - MODELED BY CRA SO 1003.5101496.110 1 1500.820 R 1008.3401496.210 1 .013 0.000 .000 0 R 1050.1801497.100 1 .013 -53.270 .000 0 R 1175.3801499.770 1 .013 3.576 .000 0 JX 1181.2801499.900 3 2 .013 13.020 1500.430 45.0 0.169 R 1262.5001501.630 3 .013 2.320 .000 0 JX 1267.1701502.220 5 4 .013 6.220 1502.350 -45.0 0.134 R 1314.1601503.920 5 .013 1.342 .000 0 R 1380.0001506.310 5 .013 .000 .000 0 R 1447.1601510.150 5 .013 .000 .000 0 JX 1451.8401510.910 6 .013 R 1540.0001517.580 6 .013 .000 .000 0 R 1552.0501518.720 6 .013 .000 .000 0 R 1663.9601529.300 6 .013 14.947 .000 0 R 1695.7701532.310 6 .013 -40.497 .000 0 WE 1695.7701532.310 7 .200 SH 1695.7701532.310 7 1533.310 CD 1 4 1 .000 2.500 .000 .000 .000 .00 CD 2 4 1 .000 1.500 .000 .000 .000 .00 CD 3 4 1 .000 2.500 .000 .000 .000 .00 CD 4 4 1 .000 1.500 .000 .000 .000 .00 CD 5 4 1 .000 2.000 .000 .000 .000 .00 CD 6 4 1 .000 1.500 .000 .000 .000 .00 CD 7 3 0 .000 7.714 21.000 .000 .000 .00 4 25.200 .0 FILE: 1500LAT-H1.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-14-2018 Time: 1:53:55 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL H1 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall1 ZR IType Ch I I I I I I I I I I I I I 1003.510 1496.110 4.710 1500.820 44.44 9.05 1.27 1502.09 .00 2.22 .00 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 4.830 .0207 .0117 .06 4.71 .00 1.62 .013 .00 .00 PIPE I I I I I I I I I I I I I 1008.340 1496.210 4.667 1500.877 44.44 9.05 1.27 1502.15 .00 2.22 .00 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 41.840 .0213 .0117 .49 .00 .00 1.60 .013 .00 .00 PIPE I I I I I I I I I I I I I 1050.180 1497.100 4.464 1501.564 44.44 9.05 1.27 1502.84 .00 2.22 .00 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 125.200 .0213 .0117 1.47 .00 .00 1.60 .013 .00 .00 PIPE I I I I I I I I I I I I I 1175.380 1499.770 3.314 1503.084 44.44 9.05 1.27 1504.36 .00 2.22 .00 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0220 .0088 .05 .00 .00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1181.280 1499.900 4.080 1503.980 31.42 6.40 .64 1504.62 .00 1.91 .00 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 78.041 .0213 .0059 .46 .00 .00 1.29 .013 .00 .00 PIPE I I I I I I I I I I I I I 1259.321 1501.562 2.895 1504.457 31.42 6.40 .64 1505.09 .00 1.91 .00 2.500 .000 .00 1 .0 HYDRAULIC JUMP I I I I I I I I I I I I I 1259.321 1501.562 1.199 1502.762 31.42 13.50 2.83 1505.59 .01 1.91 2.50 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.179 .0213 .0270 .09 1.21 2.46 1.29 .013 .00 .00 PIPE I I I I I I I I I I I I I 1262.500 1501.630 1.199 1502.829 31.42 13.50 2.83 1505.66 .01 1.91 2.50 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .1263 .0333 .16 1.21 2.46 .013 .00 .00 PIPE I I I I I I I I I I I I I 1267.170 1502.220 1.070 1503.290 25.20 14.72 3.37 1506.66 .01 1.77 2.00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 46.990 .0362 .0420 1.97 1.08 2.80 1.10 .013 .00 .00 PIPE FILE: 1500LAT-H1.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-14-2018 Time: 1:53:55 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL H1 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1314.160 1503.920 1.033 1504.953 25.20 15.40 3.68 1508.63 .00 1.77 2.00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 27.813 .0363 .0473 1.31 1.03 3.00 1.10 .013 .00 .00 PIPE I I I I I I I I I I I I I 1341.973 1504.930 .998 1505.927 25.20 16.09 4.02 1509.95 .00 1.77 2.00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 21.338 .0363 .0534 1.14 1.00 3.20 1.10 .013 .00 .00 PIPE I I I I I I I I I I I I I 1363.311 1505.704 .961 1506.665 25.20 16.88 4.42 1511.09 .00 1.77 2.00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 16.689 .0363 .0607 1.01 .96 3.44 1.10 .013 .00 .00 PIPE I I I I I I I I I I I I I 1380.000 1506.310 .926 1507.236 25.20 17.70 4.86 1512.10 .00 1.77 1.99 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 12.528 .0572 .0656 .82 .93 3.69 .96 .013 .00 .00 PIPE I I I I I I I I I I I I I 1392.528 1507.026 .918 1507.944 25.20 17.91 4.98 1512.92 .00 1.77 1.99 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 33.035 .0572 .0713 2.35 .92 3.76 .96 .013 .00 .00 PIPE I I I I I I I I I I I I I 1425.563 1508.915 .885 1509.800 25.20 18.78 5.48 1515.28 .00 1.77 1.99 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 21.597 .0572 .0811 1.75 .89 4.03 .96 .013 .00 .00 PIPE I I I I I I I I I I I I I 1447.160 1510.150 .854 1511.004 25.20 19.70 6.03 1517.03 .00 1.77 1.98 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .1624 .0824 .39 .85 4.32 .013 .00 .00 PIPE I I I I I I I I I I I I I 1451.840 1510.910 1.069 1511.979 25.20 18.71 5.43 1517.41 .00 1.49 1.36 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 43.667 .0757 .0804 3.51 1.07 3.31 1.08 .013 .00 .00 PIPE I I I I I I I I I I I I I 1495.507 1514.214 1.049 1515.262 25.20 19.10 5.66 1520.93 .00 1.49 1.38 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 44.493 .0757 .0874 3.89 1.05 3.44 1.08 .013 .00 .00 PIPE FILE: 1500LAT-H1.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-14-2018 Time: 1:53:55 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL H1 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1540.000 1517.580 1.005 1518.585 25.20 20.03 6.23 1524.81 .00 1.49 1.41 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 12.050 .0946 .0922 1.11 1.00 3.74 1.00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1552.050 1518.720 1.007 1519.727 25.20 19.98 6.20 1525.93 .04 1.49 1.41 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 66.533 .0945 .0872 5.80 1.05 3.72 1.00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1618.583 1525.010 1.048 1526.058 25.20 19.11 5.67 1531.73 .04 1.49 1.38 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 28.440 .0945 .0781 2.22 1.08 3.44 1.00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1647.023 1527.699 1.096 1528.794 25.20 18.22 5.15 1533.95 .03 1.49 1.33 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 16.937 .0945 .0699 1.18 1.13 3.15 1.00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1663.960 1529.300 1.148 1530.448 25.20 17.37 4.69 1535.13 .26 1.49 1.27 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.515 .0946 .0658 .10 1.41 2.87 1.00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1665.475 1529.443 1.154 1530.597 25.20 17.28 4.64 1535.23 .26 1.49 1.26 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 11.232 .0946 .0623 .70 1.41 2.84 1.00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1676.707 1530.506 1.212 1531.718 25.20 16.48 4.22 1535.93 .22 1.49 1.18 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 8.329 .0946 .0566 .47 1.43 2.55 1.00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1685.036 1531.294 1.278 1532.572 25.20 15.71 3.83 1536.40 .18 1.49 1.07 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 6.328 .0946 .0522 .33 1.46 2.26 1.00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1691.364 1531.893 1.358 1533.251 25.20 14.98 3.48 1536.74 .14 1.49 .88 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 4.406 .0946 .0519 .23 1.49 1.91 1.00 .013 .00 .00 PIPE FILE: 1500LAT-H1.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-14-2018 Time: 1:53:55 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL H1 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/1Base Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1695.770 1532.310 1.487 1533.797 25.20 14.28 3.17 1536.96 1.50 1.49 .28 1.500 .000 .00 1 .0 WALL ENTRANCE 1695.770 1532.310 5.286 1537.596 25.20 .23 .00 1537.60 .00 .35 21.00 7.714 21.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LATERAL H1-A - MODELED BY CRA SO 1004.1801500.430 1 1503.980 R 1037.7301501.540 1 .013 0.000 .000 0 WE 1037.7301501.540 2 .200 SH 1037.7301501.540 2 1502.600 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 8.200 21.000 .000 .000 .00 Q 13.020 .0 FILE: 1500LAT-HI-A.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-14-2018 Time: 2:35: 1 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL H1-A - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall1 ZR IType Ch I I I I I I I I I I I I I 1004.180 1500.430 3.550 1503.980 13.02 7.37 .84 1504.82 .00 1.35 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 33.550 .0331 .0154 .52 3.55 .00 .91 .013 .00 .00 PIPE I I I I I I I I I I I I I 1037.730 1501.540 2.955 1504.495 13.02 7.37 .84 1505.34 .00 1.35 .00 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1037.730 1501.540 3.967 1505.507 13.02 .16 .00 1505.51 .00 .23 21.00 8.200 21.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LATERAL H1-B - MODELED BY CRA SO 1003.0801502.350 1 1503.290 R 1020.3801503.220 1 .013 0.000 .000 0 WE 1020.3801503.220 2 .200 SH 1020.3801503.220 2 1503.660 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 8.182 14.000 .000 .000 .00 Q 6.220 .0 FILE: 1500LAT-HI-B.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-14-2018 Time: 2:35:26 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL H1-B - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall1 ZR IType Ch I I I I I I I I I I I I I 1003.080 1502.350 .614 1502.964 6.22 9.14 1.30 1504.26 .00 .96 1.48 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.583 .0503 .0269 .10 .61 2.37 .53 .013 .00 .00 PIPE I I I I I I I I I I I I I 1006.663 1502.530 .633 1503.163 6.22 8.77 1.19 1504.36 .00 .96 1.48 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.221 .0503 .0238 .08 .63 2.23 .53 .013 .00 .00 PIPE I I I I I I I I I I I I I 1009.884 1502.692 .657 1503.349 6.22 8.36 1.09 1504.43 .00 .96 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.530 .0503 .0209 .05 .66 2.08 .53 .013 .00 .00 PIPE I I I I I I I I I I I I I 1012.414 1502.819 .681 1503.500 6.22 7.97 .99 1504.49 .00 .96 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.013 .0503 .0184 .04 .68 1.94 .53 .013 .00 .00 PIPE I I I I I I I I I I I I I 1014.427 1502.920 .707 1503.627 6.22 7.60 .90 1504.52 .00 .96 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.611 .0503 .0162 .03 .71 1.81 .53 .013 .00 .00 PIPE I I I I I I I I I I I I I 1016.039 1503.001 .733 1503.735 6.22 7.25 .82 1504.55 .00 .96 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.283 .0503 .0142 .02 .73 1.69 .53 .013 .00 .00 PIPE I I I I I I I I I I I I I 1017.322 1503.066 .761 1503.827 6.22 6.91 .74 1504.57 .00 .96 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.010 .0503 .0126 .01 .76 1.57 .53 .013 .00 .00 PIPE I I I I I I I I I I I I I 1018.331 1503.117 .790 1503.907 6.22 6.59 .67 1504.58 .00 .96 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .774 .0503 .0111 .01 .79 1.46 .53 .013 .00 .00 PIPE I I I I I I I I I I I I I 1019.106 1503.156 .821 1503.977 6.22 6.28 .61 1504.59 .00 .96 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .575 .0503 .0098 .01 .82 1.36 .53 .013 .00 .00 PIPE FILE: 1500LAT-HI-B.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-14-2018 Time: 2:35:26 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL H1-B - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width Dia.-FTIor I.D. 1 ZL 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1019.680 1503.185 .854 1504.038 6.22 5.99 .56 1504.60 .00 .96 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .394 .0503 .0086 .00 .85 1.26 .53 .013 .00 .00 PIPE I I I I I I I I I I I I I 1020.075 1503.205 .888 1504.092 6.22 5.71 .51 1504.60 .00 .96 1.47 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .228 .0503 .0076 .00 .89 1.17 .53 .013 .00 .00 PIPE I I I I I I I I I I I I I 1020.303 1503.216 .924 1504.140 6.22 5.44 .46 1504.60 .00 .96 1.46 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .077 .0503 .0068 .00 .92 1.08 .53 .013 .00 .00 PIPE I I I I I I I I I I I I I 1020.380 1503.220 .964 1504.184 6.22 5.19 .42 1504.60 .00 .96 1.44 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1020.380 1503.220 1.600 1504.820 6.22 .28 .00 1504.82 .00 .18 14.00 8.182 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LATERAL H2 - MODELED BY CRA SO 1003.2801497.510 1 1501.140 R 1010.3801498.850 1 .013 0.000 .000 0 WE 1010.3801498.850 2 .200 SH 1010.3801498.850 2 1499.700 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 8.000 10.000 .000 .000 .00 Q 9.670 .0 FILE: 1500LAT-H2.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-14-2018 Time: 1:54:22 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL H2 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1003.280 1497.510 3.630 1501.140 9.67 5.47 .46 1501.60 .00 1.20 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 7.100 .1887 .0085 .06 3.63 .00 .47 .013 .00 .00 PIPE I I I I I I I I I I I I I 1010.380 1498.850 2.350 1501.200 9.67 5.47 .46 1501.67 .00 1.20 .00 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1010.380 1498.850 2.907 1501.757 9.67 .33 .00 1501.76 .00 .31 10.00 8.000 10.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LATERAL H3 - MODELED BY CRA SO 1003.8301496.800 1 1501.140 R 1034.2901498.030 1 .013 0.000 .000 0 WE 1034.2901498.030 2 .200 SH 1034.2901498.030 2 1499.530 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 3 0 .000 8.800 14.000 .000 .000 .00 Q 12.310 .0 FILE: 1500LAT-H3.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-14-2018 Time: 1:54:46 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL H3 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1003.830 1496.800 4.340 1501.140 12.31 3.92 .24 1501.38 .00 1.26 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 30.460 .0404 .0030 .09 4.34 .00 .71 .013 .00 .00 PIPE I I I I I I I I I I I I I 1034.290 1498.030 3.200 1501.230 12.31 3.92 .24 1501.47 .00 1.26 .00 2.000 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1034.290 1498.030 3.486 1501.516 12.31 .25 .00 1501.52 .00 .29 14.00 8.800 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LATERAL H4 - MODELED BY CRA SO 1004.5801505.270 1 1507.390 R 1020.5101506.010 1 .013 0.000 .000 0 WE 1020.5101506.010 2 .200 SH 1020.5101506.010 2 1507.400 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 8.180 14.000 .000 .000 .00 Q 6.210 .0 FILE: 1500LAT-H4.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-14-2018 Time: 1:55:29 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL H4 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1004.580 1505.270 2.120 1507.390 6.21 3.51 .19 1507.58 .00 .96 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 14.433 .0465 .0035 .05 2.12 .00 .54 .013 .00 .00 PIPE I I I I I I I I I I I I I 1019.013 1505.940 1.500 1507.440 6.21 3.51 .19 1507.63 .00 .96 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.497 .0465 .0032 .00 1.50 .00 .54 .013 .00 .00 PIPE I I I I I I I I I I I I I 1020.510 1506.010 1.428 1507.438 6.21 3.58 .20 1507.64 .00 .96 .64 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1020.510 1506.010 1.818 1507.828 6.21 .24 .00 1507.83 .00 .18 14.00 8.180 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LATERAL H5 - MODELED BY CRA SO 1003.8301506.550 1 1510.560 R 1033.0201506.960 1 .013 0.000 .000 0 JX 1037.5201507.520 3 2 .013 12.120 1507.390 -64.0 .000 R 1071.0401507.830 3 .013 0.000 .000 0 WE 1071.0401507.830 4 .200 SH 1071.0401507.830 4 1508.900 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 4 1 .000 1.500 .000 .000 .000 .00 CD 3 4 1 .000 1.500 .000 .000 .000 .00 CD 4 3 0 .000 8.212 21.000 .000 .000 .00 Q 12.910 .0 FILE: 1500LAT-H5.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-14-2018 Time: 1:55:51 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL H5 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1003.830 1506.550 4.010 1510.560 25.03 7.97 .99 1511.55 .00 1.76 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 29.190 .0140 .0122 .36 4.01 .00 1.53 .013 .00 .00 PIPE I I I I I I I I I I I I I 1033.020 1506.960 3.957 1510.917 25.03 7.97 .99 1511.90 .00 1.76 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .1245 .0137 .06 3.96 .00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1037.520 1507.520 4.328 1511.848 12.91 7.31 .83 1512.68 .00 1.35 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 33.520 .0092 .0151 .51 4.33 .00 1.50 .013 .00 .00 PIPE I I I I I I I I I I I I I 1071.040 1507.830 4.524 1512.354 12.91 7.31 .83 1513.18 .00 1.35 .00 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1071.040 1507.830 5.519 1513.349 12.91 .11 .00 1513.35 .00 .23 21.00 8.212 21.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LATERAL H5-A - MODELED BY CRA SO 1002.2301507.380 1 1511.850 R 1033.6901507.830 1 .013 0.000 .000 0 WE 1033.6901507.830 2 .200 SH 1033.6901507.830 2 1508.900 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 8.209 21.000 .000 .000 .00 Q 12.120 .0 FILE: 1500LAT-H5-A.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-14-2018 Time: 2:35:58 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL H5-A - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1002.230 1507.380 4.470 1511.850 12.12 6.86 .73 1512.58 .00 1.32 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 31.460 .0143 .0133 .42 4.47 .00 1.18 .013 .00 .00 PIPE I I I I I I I I I I I I I 1033.690 1507.830 4.439 1512.269 12.12 6.86 .73 1513.00 .00 1.32 .00 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1033.690 1507.830 5.315 1513.145 12.12 .11 .00 1513.15 .00 .22 21.00 8.209 21.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LATERAL H6 - MODELED BY CRA SO 1004.5801507.390 1 1511.270 R 1037.4101508.350 1 .013 0.000 .000 0 WE 1037.4101508.350 2 .200 SH 1037.4101508.350 2 1509.000 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 8.195 14.000 .000 .000 .00 Q 6.520 .0 FILE: 1500LAT-H6.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-14-2018 Time: 1:56:14 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL H6 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1004.580 1507.390 3.880 1511.270 6.52 3.69 .21 1511.48 .00 .99 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 32.830 .0292 .0039 .13 3.88 .00 .63 .013 .00 .00 PIPE I I I I I I I I I I I I I 1037.410 1508.350 3.047 1511.396 6.52 3.69 .21 1511.61 .00 .99 .00 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1037.410 1508.350 3.300 1511.650 6.52 .14 .00 1511.65 .00 .19 14.00 8.195 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LATERAL H7 - MODELED BY CRA SO 1005.5801521.520 1 1522.710 R 1023.5001523.090 1 .013 0.000 .000 0 WE 1023.5001523.090 2 .200 SH 1023.5001523.090 2 1523.200 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 7.710 7.000 .000 .000 .00 Q 6.510 .0 FILE: 1500LAT-H7.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-14-2018 Time: 1:56:55 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL H7 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1005.580 1521.520 .550 1522.070 6.51 11.08 1.91 1523.98 .00 .99 1.45 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.976 .0876 .0450 .09 .55 3.06 .47 .013 .00 .00 PIPE I I I I I I I I I I I I I 1007.556 1521.693 .561 1522.254 6.51 10.81 1.81 1524.07 .00 .99 1.45 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.090 .0876 .0408 .13 .56 2.96 .47 .013 .00 .00 PIPE I I I I I I I I I I I I I 1010.646 1521.964 .581 1522.544 6.51 10.30 1.65 1524.19 .00 .99 1.46 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.487 .0876 .0358 .09 .58 2.76 .47 .013 .00 .00 PIPE I I I I I I I I I I I I I 1013.132 1522.182 .602 1522.783 6.51 9.82 1.50 1524.28 .00 .99 1.47 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.033 .0876 .0314 .06 .60 2.58 .47 .013 .00 .00 PIPE I I I I I I I I I I I I I 1015.165 1522.360 .624 1522.983 6.51 9.37 1.36 1524.35 .00 .99 1.48 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.683 .0876 .0276 .05 .62 2.41 .47 .013 .00 .00 PIPE I I I I I I I I I I I I I 1016.848 1522.507 .647 1523.154 6.51 8.93 1.24 1524.39 .00 .99 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.399 .0876 .0242 .03 .65 2.25 .47 .013 .00 .00 PIPE I I I I I I I I I I I I I 1018.248 1522.630 .670 1523.300 6.51 8.51 1.13 1524.43 .00 .99 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.167 .0876 .0213 .02 .67 2.10 .47 .013 .00 .00 PIPE I I I I I I I I I I I I I 1019.414 1522.732 .695 1523.427 6.51 8.12 1.02 1524.45 .00 .99 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .971 .0876 .0187 .02 .70 1.95 .47 .013 .00 .00 PIPE I I I I I I I I I I I I I 1020.385 1522.817 .722 1523.539 6.51 7.74 .93 1524.47 .00 .99 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .805 .0876 .0165 .01 .72 1.82 .47 .013 .00 .00 PIPE FILE: 1500LAT-H7.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-14-2018 Time: 1:56:55 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL H7 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width Dia.-FTIor I.D. 1 ZL 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1021.190 1522.888 .749 1523.636 6.51 7.38 .85 1524.48 .00 .99 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .659 .0876 .0145 .01 .75 1.70 .47 .013 .00 .00 PIPE I I I I I I I I I I I I I 1021.849 1522.945 .778 1523.723 6.51 7.04 .77 1524.49 .00 .99 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .531 .0876 .0128 .01 .78 1.58 .47 .013 .00 .00 PIPE I I I I I I I I I I I I I 1022.380 1522.992 .808 1523.800 6.51 6.71 .70 1524.50 .00 .99 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .417 .0876 .0113 .00 .81 1.47 .47 .013 .00 .00 PIPE I I I I I I I I I I I I I 1022.797 1523.028 .840 1523.868 6.51 6.40 .64 1524.50 .00 .99 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .313 .0876 .0100 .00 .84 1.36 .47 .013 .00 .00 PIPE I I I I I I I I I I I I I 1023.110 1523.056 .873 1523.929 6.51 6.10 .58 1524.51 .00 .99 1.48 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .219 .0876 .0088 .00 .87 1.27 .47 .013 .00 .00 PIPE I I I I I I I I I I I I I 1023.329 1523.075 .908 1523.983 6.51 5.82 .53 1524.51 .00 .99 1.47 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .128 .0876 .0078 .00 .91 1.17 .47 .013 .00 .00 PIPE I I I I I I I I I I I I I 1023.457 1523.086 .946 1524.032 6.51 5.55 .48 1524.51 .00 .99 1.45 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .043 .0876 .0069 .00 .95 1.09 .47 .013 .00 .00 PIPE I I I I I I I I I I I I I 1023.500 1523.090 .987 1524.077 6.51 5.28 .43 1524.51 .00 .99 1.42 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1023.500 1523.090 1.646 1524.736 6.51 .57 .00 1524.74 .00 .30 7.00 7.710 7.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LATERAL H8 - MODELED BY CRA SO 1003.3801521.260 1 1522.710 R 1031.9601523.180 1 .013 0.000 .000 0 WE 1031.9601523.180 2 .200 SH 1031.9601523.180 2 1523.900 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 7.710 7.000 .000 .000 .00 Q 5.870 .0 FILE: 1500LAT-H8.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-14-2018 Time: 1:57:21 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL H8 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1003.380 1521.260 .517 1521.777 5.87 10.87 1.83 1523.61 .00 .94 1.43 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 6.650 .0672 .0448 .30 .52 3.11 .47 .013 .00 .00 PIPE I I I I I I I I I I I I I 1010.030 1521.707 .535 1522.242 5.87 10.37 1.67 1523.91 .00 .94 1.44 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 4.761 .0672 .0393 .19 .54 2.91 .47 .013 .00 .00 PIPE I I I I I I I I I I I I I 1014.791 1522.027 .555 1522.581 5.87 9.88 1.52 1524.10 .00 .94 1.45 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.612 .0672 .0345 .12 .55 2.72 .47 .013 .00 .00 PIPE I I I I I I I I I I I I I 1018.403 1522.269 .575 1522.844 5.87 9.42 1.38 1524.22 .00 .94 1.46 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.833 .0672 .0303 .09 .57 2.54 .47 .013 .00 .00 PIPE I I I I I I I I I I I I I 1021.236 1522.460 .595 1523.055 5.87 8.99 1.25 1524.31 .00 .94 1.47 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.272 .0672 .0266 .06 .60 2.37 .47 .013 .00 .00 PIPE I I I I I I I I I I I I I 1023.508 1522.612 .617 1523.229 5.87 8.57 1.14 1524.37 .00 .94 1.48 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.850 .0672 .0233 .04 .62 2.22 .47 .013 .00 .00 PIPE I I I I I I I I I I I I I 1025.358 1522.737 .640 1523.376 5.87 8.17 1.04 1524.41 .00 .94 1.48 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.512 .0672 .0205 .03 .64 2.07 .47 .013 .00 .00 PIPE I I I I I I I I I I I I I 1026.870 1522.838 .663 1523.501 5.87 7.79 .94 1524.44 .00 .94 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.239 .0672 .0180 .02 .66 1.93 .47 .013 .00 .00 PIPE I I I I I I I I I I I I I 1028.109 1522.921 .688 1523.609 5.87 7.43 .86 1524.47 .00 .94 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.014 .0672 .0158 .02 .69 1.80 .47 .013 .00 .00 PIPE FILE: 1500LAT-H8.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-14-2018 Time: 1:57:21 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL H8 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width Dia.-FTIor I.D. 1 ZL 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1029.122 1522.990 .714 1523.703 5.87 7.08 .78 1524.48 .00 .94 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .824 .0672 .0139 .01 .71 1.68 .47 .013 .00 .00 PIPE I I I I I I I I I I I I I 1029.946 1523.045 .741 1523.785 5.87 6.75 .71 1524.49 .00 .94 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .656 .0672 .0123 .01 .74 1.56 .47 .013 .00 .00 PIPE I I I I I I I I I I I I I 1030.602 1523.089 .769 1523.858 5.87 6.44 .64 1524.50 .00 .94 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .511 .0672 .0108 .01 .77 1.45 .47 .013 .00 .00 PIPE I I I I I I I I I I I I I 1031.113 1523.123 .799 1523.922 5.87 6.14 .58 1524.51 .00 .94 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .379 .0672 .0095 .00 .80 1.35 .47 .013 .00 .00 PIPE I I I I I I I I I I I I I 1031.493 1523.149 .830 1523.979 5.87 5.85 .53 1524.51 .00 .94 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .263 .0672 .0084 .00 .83 1.26 .47 .013 .00 .00 PIPE I I I I I I I I I I I I I 1031.755 1523.166 .863 1524.029 5.87 5.58 .48 1524.51 .00 .94 1.48 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .153 .0672 .0074 .00 .86 1.17 .47 .013 .00 .00 PIPE I I I I I I I I I I I I I 1031.908 1523.177 .898 1524.074 5.87 5.32 .44 1524.51 .00 .94 1.47 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .052 .0672 .0066 .00 .90 1.08 .47 .013 .00 .00 PIPE I I I I I I I I I I I I I 1031.960 1523.180 .935 1524.115 5.87 5.07 .40 1524.51 .00 .94 1.45 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1031.960 1523.180 1.530 1524.710 5.87 .55 .00 1524.72 .00 .28 7.00 7.710 7.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LATERAL H9 - MODELED BY CRA SO 1004.0801536.970 1 1541.570 R 1017.5801538.320 1 .013 -22.384 .000 0 R 1064.9201543.050 1 .013 .000 .000 0 R 1088.9901545.460 1 .013 -61.300 .000 0 WE 1088.9901545.460 2 .200 SH 1088.9901545.460 2 1546.750 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 7.708 21.000 .000 .000 .00 Q 19.410 .0 FILE: 1500LAT-H9.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-14-2018 Time: 1:57:55 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL H9 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1004.080 1536.970 4.600 1541.570 19.41 10.98 1.87 1543.44 .00 1.46 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 13.500 .1000 .0341 .46 .00 .00 .82 .013 .00 .00 PIPE I I I I I I I I I I I I I 1017.580 1538.320 3.898 1542.218 19.41 10.98 1.87 1544.09 .00 1.46 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 7.885 .0999 .0341 .27 3.90 .00 .82 .013 .00 .00 PIPE I I I I I I I I I I I I I 1025.465 1539.108 3.378 1542.485 19.41 10.98 1.87 1544.36 .00 1.46 .00 1.500 .000 .00 1 .0 HYDRAULIC JUMP I I I I I I I I I I I I I 1025.465 1539.108 .880 1539.988 19.41 18.01 5.04 1545.03 .00 1.46 1.48 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.211 .0999 .0804 .26 .88 3.72 .82 .013 .00 .00 PIPE I I I I I I I I I I I I I 1028.676 1539.429 .884 1540.313 19.41 17.90 4.98 1545.29 .00 1.46 1.48 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 16.863 .0999 .0752 1.27 .88 3.68 .82 .013 .00 .00 PIPE I I I I I I I I I I I I I 1045.539 1541.114 .921 1542.034 19.41 17.07 4.52 1546.56 .00 1.46 1.46 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 11.212 .0999 .0666 .75 .92 3.41 .82 .013 .00 .00 PIPE I I I I I I I I I I I I I 1056.751 1542.234 .959 1543.193 19.41 16.28 4.11 1547.31 .00 1.46 1.44 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 8.169 .0999 .0591 .48 .96 3.15 .82 .013 .00 .00 PIPE I I I I I I I I I I I I I 1064.920 1543.050 1.000 1544.050 19.41 15.52 3.74 1547.79 .47 1.46 1.41 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .778 .1001 .0553 .04 1.47 2.91 .82 .013 .00 .00 PIPE I I I I I I I I I I I I I 1065.698 1543.128 1.004 1544.132 19.41 15.44 3.70 1547.83 .46 1.46 1.41 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 6.064 .1001 .0519 .31 1.47 2.88 .82 .013 .00 .00 PIPE FILE: 1500LAT-H9.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-14-2018 Time: 1:57:55 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL H9 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width Dia.-FTIor I.D. 1 ZL 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch I I I I I I I I I I I I I 1071.763 1543.735 1.048 1544.783 19.41 14.72 3.36 1548.15 .41 1.46 1.38 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 4.800 .1001 .0463 .22 1.46 2.65 .82 .013 .00 .00 PIPE I I I I I I I I I I I I I 1076.563 1544.216 1.096 1545.312 19.41 14.03 3.06 1548.37 .36 1.46 1.33 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.855 .1001 .0415 .16 1.46 2.43 .82 .013 .00 .00 PIPE I I I I I I I I I I I I I 1080.418 1544.602 1.148 1545.749 19.41 13.38 2.78 1548.53 .31 1.46 1.27 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.111 .1001 .0373 .12 1.46 2.21 .82 .013 .00 .00 PIPE I I I I I I I I I I I I I 1083.528 1544.913 1.205 1546.118 19.41 12.76 2.53 1548.65 .27 1.46 1.19 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.484 .1001 .0339 .08 1.47 1.99 .82 .013 .00 .00 PIPE I I I I I I I I I I I I I 1086.012 1545.162 1.270 1546.432 19.41 12.16 2.30 1548.73 .22 1.46 1.08 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.897 .1001 .0312 .06 1.49 1.76 .82 .013 .00 .00 PIPE I I I I I I I I I I I I I 1087.909 1545.352 1.348 1546.700 19.41 11.60 2.09 1548.79 1.50 1.46 .90 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.081 .1001 .0302 .03 1.50 1.50 .82 .013 .00 .00 PIPE I I I I I I I I I I I I I 1088.990 1545.460 1.464 1546.924 19.41 11.05 1.90 1548.82 1.50 1.46 .46 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1088.990 1545.460 5.234 1550.694 19.41 .18 .00 1550.69 .00 .30 21.00 7.708 21.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 JN 15.1500.2.14 RANCH 0 T2 CITY OF LAKE ELSINORE T3 STORM DRAIN LATERAL H10 - MODELED BY CRA SO 1002.5801539.950 1 1543.050 R 1020.2001540.530 1 .013 .000 .000 0 WE 1020.2001540.530 2 .200 SH 1020.2001540.530 2 1541.200 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 7.705 21.000 .000 .000 .00 Q 13.010 .0 FILE: 1500LAT-H10.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1873 WATER SURFACE PROFILE LISTING Date:11-14-2018 Time: 2:34:33 JN 15.1500.2.14 RANCH CITY OF LAKE ELSINORE STORM DRAIN LATERAL H10 - MODELED BY CRA I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. 1 Elev I Depth I Width IDia.-FTIor I.D. 1 ZL Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall1 ZR IType Ch I I I I I I I I I I I I I 1002.580 1539.950 3.100 1543.050 13.01 7.36 .84 1543.89 .00 1.35 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 17.620 .0329 .0153 .27 3.10 .00 .91 .013 .00 .00 PIPE I I I I I I I I I I I I I 1020.200 1540.530 2.790 1543.320 13.01 7.36 .84 1544.16 .00 1.35 .00 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1020.200 1540.530 3.800 1544.330 13.01 .16 .00 1544.33 .00 .23 21.00 7.705 21.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Appendix G VELOCITY CONTROL RING CALCULATIONS Velocity Control Rings Spacing Calculation Where: Q100 = 146.3 cfs, Pipe = 48", L = 275', So = 36.83% Velocity at D„ = 50.67 ft/sec at 1.122 ft (Per Line H output file at station 10+25.00) Assume 3" Depth Ring Inner Ring Diameter = 42" z Ar = 9.62 , Ap = 12.57 , Vr = 1216.3 = 15.21fps ,Vr = 3.59 9.62 2g Kr = 1.45 - 0.45(Ar) _ ( r)2 = 1.45 - 0.45(12 57) - 12.57)2 - 0.51 p 2 Max Velocity = 25 ft/sec , ar = 9.70 Flow Area = 1225 - 5.85 ft2 g Sf Avg = 0.3475 (Per Line H output file at station 10+25.00) Nr - (0.3683)(275)-(0.3475)(275) _ 3.12 Use 4 Rings (0.51)(3.59) Ring Spacing: = 2751/4 = 68'-9" = 68' LINE H VELOCITY CONTROL RINGS DESIGN CRITERIA FHWA Hydraulic Engineering Circular No. 14 (HEC-14) Section 7.2.1 was used to size velocity control rings for portions of Line H where velocities exceeded 40 fps. CALCULATIONS Without velocity control rings, the 48-inch RCP (Q= 146.3 cfs, s=0.3683, and n 0.013) has a velocity= 51.5 fps (see attached FlowMaster output). An Excel spreadsheet was developed to solve the equations of Section 7.2.1.1 following the procedures "Increase Resistance in Circular Culverts". Several iterations were made and then adjusted to APWA Plan 383-2. The excel calculations are shown below. Line H Velocity Rings Using HEC-14 Design(Increase Roughness Method)and Conforming to APWA STD Plan Q100=146.3 cfs Pipe Diameter=4 ft Pipe Slope=0.3683 Dn=1.11 ft(FlowMaster) Vn=51.5 fps(FlowMaster) Green cells are input Orange cells are calculated n,R= 0.04.5 nHT 0.093 Calculated Di(D-2h) D;= 3.25 Enter Pipe Diameter in ft(D) D= 4.0 Enter CD (use 1.90) CD= 1.9 Enter Lr/P L,/P= 0.99 Enter h(multiples of 0.125 ft) h= 0.375 Enter L(multiples of 4 ft) L= 4.00 calculated h/L h/L= 0.0938 calculated ri r;= 1.625 Enter alpha(use 0.0737) alpha I 0.0737 Check the Constraints: L/Di=1.2(max is 1.5),OK h/Di=1.2(max is 0.10),OK Based on the calculations, the roughness n value of 0.045 was determined based on 4 foot spacing, and an inside ring diameter of 3.25 feet. Rerun FlowMaster using the calculated n value and inner diameter and resulting in a pipe velocity of 19.9 fps. Use 5 rings with a height (h) of 0.375 ft, and spaced at 4 feet as shown Figure 7.7 of the HEC-14. Calculations are included in the following pages. D APPgO XIMAtELV FULL FLOW ync�v ', l L h RpU�y�vto SECtIpN Figure 7.7. Conceptual Sketch of Roughness Elements to Increase Resistance APWA Standard Plan uses height(h) in multiples of 0.125 feet(1 '/z in) and spacing in multiples of 4 feet. 24' 1 (600 mm) MULTIPLE OF RCP 4'-0" (1.2 m) TO NEXT VELOCITY VELOCITY CONTROL RING '` CONTROL RING, (PRECAST RCP) SEE NOTE 2 e A 2 N FLOW DRAINAGE NOTCH- '4,,,DETAIL "A2" Al -a. NOTE: _ PLATE AND ANCHOR BOLTS NOT SHOWN. DETAIL "A3" PRECAST RCP SECTION SECTION Al -Al LOOKING UPSTREAM FLOW 16 (40/mm) MI ( 16 5/mm) RCP INVERT DRAINAGE NOTCH 24" 600 mm PL 1/2 (15 mm) x 360 GAALVANIZING Q RCP NOT REQUIRED) 4- 45 is , —A / 3" 1/2" (15 mm) R oe •"�: NON-SHRINK HIGH GROUT 75 m ) (OPTIONAL) 1" (25 mm) MIN. 3/8"0 x 4" J-BOLT DETAIL "A2" (STUD ANCHOR OR ), HIGH STRENGTH, NON-SHRINK GROUT EQUIVALENT ® 18" (450 mm) OC, SEE NOTE 6 NOTE: PLATE AND ANCHOR BOLTS NOT SHOWN. DETAIL "A3" STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION c WORKS STANDARDS BY T}D VELOCITY CONTROL RING STANDARD PLAN PllBL2C M/CRKS STANOAROS INC- ` EENB°°"COMMITTEE PRECAST RCP SECTION 383-2 NE„ 1995, 2009 USE WITH STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION SHEE NOTES 1. DRAINAGE NOTCH OF VELOCITY CONTROL PRECAST SECTIONS SHALL BE PLACED ON THE RCP INVERT AND CENTERED ON THE RCP CENTERLINE. 2. THE LOCATION AND SPACING OF THE VELOCITY CONTROL RINGS ARE SHOWN ON THE PLANS. THE SPACING BETWEEN THE RINGS UPSTREAM TO DOWNSTREAM SHALL BE A MULTIPLE OF 4'-0" (1.2 m). 3. PRECAST RCP VELOCITY CONTROL RINGS SHALL BE MANUFACTURED PER SSPWC 207-2. REINFORCING STEEL CAGES SHALL BE THE SAME AS THAT OF THE ADJACENT RCP EXCEPT THAT AN ADDITIONAL CAGE MAY BE ADDED. THE RING NEED NOT BE D—LOAD TESTED. 4. VALUES D AND H ARE SHOWN ON THE PLANS. THE VALUE H SHALL BE A MULTIPLE OF 1 1/2" (37.5 mm). 5. THE MINIMUM INSIDE DIAMETER (D-2H) SHALL BE 36" (900 mm). 6. ##3 (#10M) REINFORCING STEEL BARS 12" (300 mm) LONG WELDED TO THE REINFORCING CAGES MAY BE USED IN PLACE OF THE J BOLTS OR STUD ANCHORS. 7. CONCRETE STRENGTH FOR VELOCITY RINGS SHALL BE 5,000 PSI (35 MPa) AT 28 DAYS. STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION STANDARD PLAN w t VELOCITY CONTROL RING 383-2 PREC AST RC B SECTION SHEET 2 OF 2 Line H with No Velocity Rings Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.368 ft/ft Diameter 4.00 ft Discharge 146.30 cfs Results Normal Depth 1.11 ft Flow Area 2.8 ftz Wetted Perimeter 4.4 ft Hydraulic Radius 0.64 ft Top Width 3.58 ft Critical Depth 3.57 ft Percent Full 27.7 % Critical Slope 0.009 ft/ft Velocity 51.53 ft/s Velocity Head 41.26 ft Specific Energy 42.37 ft Froude Number 10.201 Maximum Discharge 937.68 cfs Discharge Full 871.69 cfs Slope Full 0.010 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 27.7 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.11 ft Critical Depth 3.57 ft Channel Slope 0.368 ft/ft Critical Slope 0.009 ft/ft Bentley Systems,Inc. Haestad Methods Solution FlowMaster Untitled 1.fm8 Center [10.02.00.011 7/7/2021 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 Line H with Velocity Rings Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.045 Channel Slope 0.368 ft/ft Diameter 3.25 ft Discharge 146.30 cfs Results Normal Depth 2.70 ft Flow Area 7.4 ftz Wetted Perimeter 7.4 ft Hydraulic Radius 0.99 ft Top Width 2.44 ft Critical Depth 3.19 ft Percent Full 83.0 % Critical Slope 0.339 ft/ft Velocity 19.88 ft/s Velocity Head 6.14 ft Specific Energy 8.84 ft Froude Number 2.020 Maximum Discharge 155.71 cfs Discharge Full 144.75 cfs Slope Full 0.376 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 83.0 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 2.70 ft Critical Depth 3.19 ft Channel Slope 0.368 ft/ft Critical Slope 0.339 ft/ft Bentley Systems,Inc. Haestad Methods Solution FlowMaster Untitled 1.fm8 Center [10.02.00.011 7/7/2021 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 Design Example: Increased Resistance in a Circular Culvert (CU) Design a concrete pipe culvert for increased roughness. Determine if the outlet velocity is less than 10 ftls. Given: Q = 100 ft'!s D = 4.0 ft n = 0.013 S` = 0.06 ft/ft Solution Step 1. Verify the culvert is in inlet control. In this case the culvert is in inlet control. Step 2. Compute normal flow conditions. Using trial and error and the geometric relations of Equations 7.11, 7.12, and 7.13: y, = 1.45ft V, =24.1 ft/s (Since this is greater than 10 ftls, energy dissipation is required.) Step 3. Select initial design scale ratios and determine Manning's n value for the roughened section of culvert_ Try LID, = 1.1 and h/D = 0.06 Calculate h from Equation 7.20: In = + = 4.0 =0.214 R (round to 0.21 ft) 2 � 2+ 1 c 0.06 D, = D-2h =4.0-2(0-21)= 3.58ft L= 1.1D = 1.1(158)=3.94 ft For this design, we will not have gaps in the rings. therefore, LJP = 1. Novy. we calculate Manning's n for the isolated roughness (Equation 7.17) and hyperturbulent flow(Equation 7.19)to determine flown regime and Manning's n. 7-22 21 n,R =nI p' Ix 1+67.2Cp1 P Y�� y =0.013(4 0 1X 1+67.2(1.9X11 3•94 I) 0.036 l Jl � 1 �l J rrr aD9 — 0.0737(3.58)9 =0.086 = 214L, �' J+1.75 2104 1.79 �— 1.75 3.94 Since n,R n T the roughness is characterized as isolated roughness and n = 0.036 Step 4. Compute mitigated depth and velocity. Check mitigated velocity against design criteria. With the internal diameter, D,, and the Manning's n values calculated in step 3, the normal depth for the roughened condition is calculated using Planning's Equation to be(by trial and error); y, = 110ft V, = 10.7 ft/s Compared with the design goal of 10 ftls, this velocity is unacceptable even though it has been reduced significantly from the unmitigated velocity. Since the depth is less than D,, we can increase h to further slow the velocity. (We also need to increase the culvert size because the full flow velocity exceeds our design cntena.) Steps 3 and 4 must be repeated. Step 3 (2" iteration). Select trial design scale ratios and determine Manning's n value for the roughened section of culvert. Maintain LID = 1.1, increase D=4.5 ft and try h=0.32 ft D, = D—2h =4.5—2(0.32)= 3.86 ft(h/D =0.083) L= 1.1 D = 1.1(3.86)=4.25 ft For this design. vve will not have gaps in the rings, therefore. L-IP = 1. Now. we calculate Manning's n for the isolated roughness (Equation 7.17) and hyperturbulent flow(Equation 7.19)to determine flow regime and Manning's n- JD JD X rL h X 3.86 `XI 0.32 ' 'X n,R — D 111+67.2Co1 j� j) =0.013I I I 1+67.2(1.9 X'I =0.041 ` P .. L , , 4.5 4.25 n-R = aDy _ 0.0737(3.86)/ =0.087 21o4 L +1.75 21og1 1.93 +1.75 , L Since nn, < n r the roughness is characterized as isolated roughness and n = 0.041 7-23 Step 4 (2r° iteration). Compute trial of the mitigated depth and velocity. Check mitigated velocity against design criteria. With the internal diameter. D,, and the Manning's n values calculated in step 3,the normal depth for the roughened condition is calculated to be (by trial and error); y,= 3.07 ft V, = 9.9ft/s Compared with the design goal of 10 ft/s, this velocity is acceptable_ However, we must check the culvert capacity using Manning's Equation. We assume that the culvert is flowing full and estimate the wetted perimeter. A= :TD,=/4 = m3.86M= 11.70ft= P= -TD, = m3.86)= 12.13ft R=A/P= 11.70/12.13=0.964ft Using Manning's Equation, Q = 1.n 9 ARXSX = 1-0.04149 11.70(0.964)X,(0.06 ly = 102 ft 3 /s Since this flow is greater than the design flaw of 100 ft=1s we kno;v that the design is acceptable. If this had not been the case, a larger culvert barrel could be evaluated going back to step 3 or tumbling flow or another type of dissipator could be considered. Step 5. Complete sizing the element heights, element spacing, and other design features. Roughness height and spacing have been established as Nell as an oversized culvert section. For 5 rows of roughness elements, the length of the oversized section ith increased roughness is 17.0 ft_ Design summary(see figure below): • 5 rows of roughness elements, h =0.32 ft • length of roughened and enlarged section = 21.25 ft. (Roughened length considered from U2 before the first element and Mth the last roughness element no less than U2 from the culvert outlet.) • outlet velocity=9.9 ft/s. (Velocity reduction = 59%) D;-i&nfl 0-1N M3.s D-4301 r h-O l!It Roug►ERL4 secoun 6L-!N21)-M25A Sketch for Increased Resistance In a Circular Culvert Design Ekan-ipk- (CU1 7-24 24' 1 (600 mm) MULTIPLE OF RCP 4'-0" (1.2 m) TO NEXT VELOCITY VELOCITY CONTROL RING '` CONTROL RING, (PRECAST RCP) SEE NOTE 2 e A 2 N FLOW DRAINAGE NOTCH- '4,,,DETAIL "A2" Al -a. NOTE: _ PLATE AND ANCHOR BOLTS NOT SHOWN. DETAIL "A3" PRECAST RCP SECTION SECTION Al -Al LOOKING UPSTREAM FLOW 16 (40/mm) MI ( 16 5/mm) RCP INVERT DRAINAGE NOTCH 24" 600 mm PL 1/2 (15 mm) x 360 GAALVANIZING Q RCP NOT REQUIRED) 4- 45 is , —A / 3" 1/2" (15 mm) R oe •"�: NON-SHRINK HIGH GROUT 75 m ) (OPTIONAL) 1" (25 mm) MIN. 3/8"0 x 4" J-BOLT DETAIL "A2" (STUD ANCHOR OR ), HIGH STRENGTH, NON-SHRINK GROUT EQUIVALENT ® 18" (450 mm) OC, SEE NOTE 6 NOTE: PLATE AND ANCHOR BOLTS NOT SHOWN. DETAIL "A3" STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION c WORKS STANDARDS BY T}D VELOCITY CONTROL RING STANDARD PLAN PllBL2C M/CRKS STANOAROS INC- ` EENB°°"COMMITTEE PRECAST RCP SECTION 383-2 NE„ 1995, 2009 USE WITH STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION SHEE NOTES 1. DRAINAGE NOTCH OF VELOCITY CONTROL PRECAST SECTIONS SHALL BE PLACED ON THE RCP INVERT AND CENTERED ON THE RCP CENTERLINE. 2. THE LOCATION AND SPACING OF THE VELOCITY CONTROL RINGS ARE SHOWN ON THE PLANS. THE SPACING BETWEEN THE RINGS UPSTREAM TO DOWNSTREAM SHALL BE A MULTIPLE OF 4'-0" (1.2 m). 3. PRECAST RCP VELOCITY CONTROL RINGS SHALL BE MANUFACTURED PER SSPWC 207-2. REINFORCING STEEL CAGES SHALL BE THE SAME AS THAT OF THE ADJACENT RCP EXCEPT THAT AN ADDITIONAL CAGE MAY BE ADDED. THE RING NEED NOT BE D—LOAD TESTED. 4. VALUES D AND H ARE SHOWN ON THE PLANS. THE VALUE H SHALL BE A MULTIPLE OF 1 1/2" (37.5 mm). 5. THE MINIMUM INSIDE DIAMETER (D-2H) SHALL BE 36" (900 mm). 6. ##3 (#10M) REINFORCING STEEL BARS 12" (300 mm) LONG WELDED TO THE REINFORCING CAGES MAY BE USED IN PLACE OF THE J BOLTS OR STUD ANCHORS. 7. CONCRETE STRENGTH FOR VELOCITY RINGS SHALL BE 5,000 PSI (35 MPa) AT 28 DAYS. STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION STANDARD PLAN w t VELOCITY CONTROL RING 383-2 PREC AST RC B SECTION SHEET 2 OF 2 Appendix H MISCELLANEOUS DRAINAGE SYSTEM CALCULATIONS 5' TERRACE DRAIN WORKSHEET Project Description Friction Method Manning Formula Solve For Discharge Input Data Roughness Coefficient 0.015 Channel Slope 0.05000 ft/ft Normal Depth 1.50 ft Left Side Slope 3.00 ft/ft(H:V) Right Side Slope 2.00 ft/ft(H:V) Results Discharge 97.73 ft3/s Flow Area 5.63 ftz Wetted Perimeter 8.10 ft Hydraulic Radius 0.69 ft Top Width 7.50 ft Critical Depth 2.49 ft Critical Slope 0.00338 ft/ft Velocity 17.37 ft/s Velocity Head 4.69 ft Specific Energy 6.19 ft Froude Number 3.54 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.50 ft Critical Depth 2.49 ft Channel Slope 0.05000 ft/ft Critical Slope 0.00338 ft/ft Bentley Systems,Inc. Haestad Methods SoHBidte"1dwMaster V81(SELECTseries 1) [08.11.01.03] 11/21/2018 2:03:01 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 DOWNDRAIN WORKSHEET Project Description Friction Method Manning Formula Solve For Discharge Input Data Roughness Coefficient 0.015 Channel Slope 0.01000 ft/ft Normal Depth 1.50 ft Left Side Slope 1.00 ft/ft(H:V) Right Side Slope 1.00 ft/ft(H:V) Results Discharge 14.60 ft3/s Flow Area 2.25 ftz Wetted Perimeter 4.24 ft Hydraulic Radius 0.53 ft Top Width 3.00 ft Critical Depth 1.68 ft Critical Slope 0.00552 ft/ft Velocity 6.49 ft/s Velocity Head 0.65 ft Specific Energy 2.15 ft Froude Number 1.32 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.50 ft Critical Depth 1.68 ft Channel Slope 0.01000 ft/ft Critical Slope 0.00552 ft/ft Bentley Systems,Inc. Haestad Methods SoHBidte"1dwMaster V81(SELECTseries 1) [08.11.01.03] 11/21/2018 2:01:30 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 PKWY CULVERT WORKSHEET Project Description Friction Method Manning Formula Solve For Discharge Input Data Roughness Coefficient 0.015 Channel Slope 0.02000 ft/ft Normal Depth 0.50 ft Bottom Width 3.00 ft Results Discharge 10.93 ft3/s Flow Area 1.50 ftz Wetted Perimeter 4.00 ft Hydraulic Radius 0.38 ft Top Width 3.00 ft Critical Depth 0.74 ft Critical Slope 0.00619 ft/ft Velocity 7.29 ft/s Velocity Head 0.82 ft Specific Energy 1.32 ft Froude Number 1.82 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.50 ft Critical Depth 0.74 ft Channel Slope 0.02000 ft/ft Critical Slope 0.00619 ft/ft Bentley Systems,Inc. Haestad Methods SoHBidte"1dwMaster V81(SELECTseries 1) [08.11.01.03] 11/21/2018 1:55:23 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Appendix TEMPORARY DESILTING BASIN CALCULATIONS & INLET CALCULATIONS Sediment / Desilting Basin Design A Sediment basin is a controlled stormwater release structure formed by excavation or by construction of an embankment of compacted soil across a drainage way, or other suitable location. It is intended to trap sediment before it leaves the site. Based on State of California Water Resource Control Board, Sediment Basin Sizing Guideline, following sediment design steps are used to calculate the minimum / maximum parameters needed for proposed sediment basins. Step A: Sediment Basin Volume Sizing The sediment basin shall contain at least 2,700 cubic feet of runoff per acre of watershed. Storage Req. Volume (CF) = Watershed Area x 2,700 CF/AC. Actual storage volume shall be equal or greater than storage req. volume. Step B: Determine Number of Orifices Required The basin outlet should be design to drain the basin within 24 to 72 hours (also referred to as "drawdown time"). The 24-hour limit is specified to provide adequate settling time and the 72- hour limit is specified to mitigate vector control concerns. Total Orifice Req. (Min.) <Total Orifice Provided <Total Orifice Req. (Max.) Step C: Sediment Basin Peak Runoff Design Sediment basin shall design to handle runoff not less than the 20-year/ 1-hour storm event per CCR 3706. However, typical minimum flood protection criteria by Riverside County Flood Control & Conservation Water District (RCFC&WCD) is for a 100-year/1-hour storm event. Therefore, outlet shall be design to RCFC&WCD criteria which is more stringent. Q for Orifice Control (cfs) > 100-YR Storm Runoff Q100 See attached Sediment / Desilting Basin Calculations. TRACT 28214-9 to 12 DESILTING BASIN DESIGN Desilting Contributory Storage Req. Storage Req. Prop. Basin Top Prop. Basin Bot. Actual Storage Storage Basin No. Area (Ac) Volume (CF) Volume (CY) Area (A, in Ft) Area (AZ in Ft) Storage Depth (ft) Volume (CF) Volume (CY) 1 4.59 12,393 459 9,721 7,317 2 17,038 631 Total 17,038 631 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total Area of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Orifices Required Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity("g") Elev. ("A" in ft2) (hmex in ft) (hcentroid in ft) (ft2) Req. (max) 1 0.60 24 32.2 8,519 2.5 0.5 0.07 6 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Total Area of Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity("g") Elev. ("A" in ft2) (hmax in ft) (hcentroid in ft) Orifices (ft) Req. (min) 1 0.60 1 72 32.2 8,519 2.5 0.5 0.02 2 Reference: California Stormwater BMP Handbook Jan. 2011 - Sediment Basin SE-3 IV ove Rainfall Top of Grate Desilting Runoff Coef. Intensity "I" Contributory 100-YR Storm Diameter of Riser Circumference of Required (ft) (Weir Basin No. "C" (in/hr) Area (Ac) Runoff Q100 (cfs) Inlet (ft) Riser Inlet (ft) Control) 1 0.77 3.54 4.59 12.51 3 9.42 0.29 in. Length o 100-YR Storm Spillway Desilting Weir Coef. Runoff Q100 Head above Required (ft) Basin No. "C" (cfs) Spillway (ft) (Weir Control) 1 1 3.367 1 12.51 1 0.55 9.11 R:\15\1500\FINAL\REPORTS\HYDRO\SEDBASIN\PHASE 9-12\PHASE 9-12 Sedbasin 1 TRACT 28214-9 to 12 DESILTING BASIN DESIGN Desilting Contributory Storage Req. Storage Req. Prop. Basin Top Prop. Basin Bot. Actual Storage Storage Basin No. Area (Ac) Volume (CF) Volume (CY) Area (A, in Ft) Area (AZ in Ft) Storage Depth (ft) Volume (CF) Volume (CY) 2 2.64 7,128 264 5,215 3,460 2 8,675 321 Total 8,675 321 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total Area of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Orifices Required Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity("g") Elev. ("A" in ft2) (hmax in ft) (hcentroid in ft) (ft2) Req. (max) 2 0.60 24 32.2 4,338 2.5 0.5 0.04 3 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Total Area of Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity("g") Elev. ("A" in ft2) (hmax in ft) (hcentroid in ft) Orifices (ft) Req. (min) 2 0.60 1 72 32.2 4,338 2.5 0.5 0.01 1 Reference: California Stormwater BMP Handbook Jan. 2011 - Sediment Basin SE-3 IV ove Rainfall Top of Grate Desilting Runoff Coef. Intensity "I" Contributory 100-YR Storm Diameter of Riser Circumference of Required (ft) (Weir Basin No. "C" (in/hr) Area (Ac) Runoff Q100 (cfs) Inlet (ft) Riser Inlet (ft) Control) 2 0.77 3.54 2.64 7.20 3 9.42 0.13 in. Length o 100-YR Storm Spillway Desilting Weir Coef. Runoff 0100 Head above Required (ft) Basin No. "C" (cfs) Spillway (ft) (Weir Control) 2 1 3.367 1 7.20 1 0.55 5.24 R:\15\1500\FINAL\REPORTS\HYDRO\SEDBASIN\PHASE 9-12\PHASE 9-12 Sedbasin 2 TRACT 28214-9 to 12 DESILTING BASIN DESIGN Desilting Contributory Storage Req. Storage Req. Prop. Basin Top Prop. Basin Bot. Actual Storage Storage Basin No. Area (Ac) Volume (CF) Volume (CY) Area (A, in Ft) Area (AZ in Ft) Storage Depth (ft) Volume (CF) Volume (CY) 3A 7.26 19,602 726 4,403 2,016 3.5 11,233 416 3B 3,876 1,581 3.5 9,550 354 Total 20,783 770 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total Area of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Orifices Required Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity("g") Elev. ("A" in ft2) (hmax in ft) (hcentroid in ft) (ft2) Req. (max) 3A 0.60 24 32.2 3,210 2.5 0.5 0.03 2 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Total Area of Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity("g") Elev. ("A" in ft2) (hmax in ft) (hcentroid in ft) Orifices (ft) Req. (min) 3A 0.60 72 32.2 3,210 2.5 0.5 0.01 1 Reference: California Stormwater BMP Handbook Jan. 2011 - Sediment Basin SE-3 -IV Min. Fleau Move Rainfall Top of Grate Desilting Runoff Coef. Intensity "I" Contributory 100-YR Storm Diameter of Riser Circumference of Required (ft) (Weir Basin No. "C" (in/hr) Area (Ac) Runoff Q100 (cfs) Inlet (ft) Riser Inlet (ft) Control) 3A 0.77 3.54 7.26 19.79 4 12.56 0.38 Min. Length o 100-YR Storm Spillway Desilting Weir Coef. Runoff Q100 Head above Required (ft) Basin No. "C" (cfs) Spillway (ft) (Weir Control) 3A 3.367 1 19.79 1 0.55 1 14.41 R:\15\1500\FINAL\REPORTS\HYDRO\SEDBASIN\PHASE 9-12\PHASE 9-12 Sedbasin 3 TRACT 28214-9 to 12 DESILTING BASIN DESIGN Desilting Contributory Storage Req. Storage Req. Prop. Basin Top Prop. Basin Bot. Actual Storage Storage Basin No. Area (Ac) Volume (CF) Volume (CY) Area (A, in Ft) Area (AZ in Ft) Storage Depth (ft) Volume (CF) Volume (CY) 4A 9.2 24,840 920 4,853 1,894 4 13,494 500 4B 4,058 1,462 4 11,040 409 Total 24,534 909 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total Area of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Orifices Required Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity("g") Elev. ("A" in ft2) (hmax in ft) (hcentroid in ft) (ft) Req. (max) 4A 0.60 24 32.2 3,374 2.5 0.5 0.03 2 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Total Area of Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity("g") Elev. ("A" in ft2) (hmax in ft) (hcentroid in ft) Orifices (ft) Req. (min) 4 0.60 72 32.2 3,374 2.5 0.5 0.01 1 Reference: California Stormwater BMP Handbook Jan. 2011 - Sediment Basin SE-3 Desilting Runoff Coef. Rainfall Contributory 100-YR Storm Diameter of Riser Circumference of Top of Grate Basin No. "C" Intensity "I" Area (Ac) Runoff Q100 (cfs) Inlet (ft) Riser Inlet (ft) Required (ft) (Weir 4 0.77 3.54 9.2 25.08 4 12.56 0.54 in. Length o 100-YR Storm Spillway Desilting Weir Coef. Runoff 0100 Head above Required (ft) Basin No. "C" (cfs) Spillway (ft) (Weir Control) 4 1 3.367 1 25.08 1 0.55 1 18.26 R:\15\1500\FINAL\REPORTS\HYDRO\SEDBASIN\PHASE 9-12\PHASE 9-12 Sedbasin 4 TRACT 28214-9 to 12 DESILTING BASIN DESIGN Desilting Contributory Storage Req. Storage Req. Prop. Basin Top Prop. Basin Bot. Actual Storage Storage Basin No. Area (Ac) Volume (CF) Volume (CY) Area (A, in Ft) Area (AZ in Ft) Storage Depth (ft) Volume (CF) Volume (CY) 5 6.65 17,955 665 7,738 4,773 3 18,767 695 Total 18,767 695 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total Area of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Orifices Required Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity("g") Elev. ("A" in ft2) (hmax in ft) (hcentroid in ft) (ft) Req. (max) 5 0.60 24 32.2 6,256 2.5 0.5 0.05 4 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Total Area of Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity("g") Elev. ("A" in ft2) (hmax in ft) (hcentroid in ft) Orifices (ft) Req. (min) 5 0.60 1 72 32.2 6,256 2.5 0.5 0.02 1 Reference: California Stormwater BMP Handbook Jan. 2011 - Sediment Basin SE-3 Desilting U Contributory Storm I T Circu -enceI v Basin No. "C" Rainfall Area (Ac) Runoff Q,00 (cfs) Inlet (ft) Riser Inlet (ft) Top of Grate 5 0.77 3.54 6.65 18.13 3 9.42 0.51 in. Length o 100-YR Storm Spillway Desilting Weir Coef. Runoff 0100 Head above Required (ft) Basin No. "C" (cfs) Spillway (ft) (Weir Control) 5 1 3.367 18.13 0.55 13.20 R:\15\1500\FINAL\REPORTS\HYDRO\SEDBASIN\PHASE 9-12\PHASE 9-12 Sedbasin 5 TRACT 28214-9 to 12 DESILTING BASIN DESIGN Desilting Contributory Storage Req. Storage Req. Prop. Basin Top Prop. Basin Bot. Actual Storage Storage Basin No. Area (Ac) Volume (CF) Volume (CY) Area (A, in Ft) Area (AZ in Ft) Storage Depth (ft) Volume (CF) Volume (CY) 6A 6.27 16,929 627 4,252 2,204 3 9,684 359 6B 4,066 2,027 3 9,140 339 Total 18,824 697 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total Area of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Orifices Required Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity("g") Elev. ("A" in ft2) (hmax in ft) (hcentroid in ft) (ft2) Req. (max) 6 0.60 24 32.2 3,228 2.5 0.5 0.03 2 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Total Area of Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity("g") Elev. ("A" in ft2) (hmax in ft) (hcentroid in ft) Orifices (ft) Req. (min) 6 0.60 72 32.2 3,228 2.5 0.5 0.01 1 Reference: California Stormwater BMP Handbook Jan. 2011 - Sediment Basin SE-3 -IV Min. Fleau Move Rainfall Top of Grate Desilting Runoff Coef. Intensity "I" Contributory 100-YR Storm Diameter of Riser Circumference of Required (ft) (Weir Basin No. "C" (in/hr) Area (Ac) Runoff Q100 (cfs) Inlet (ft) Riser Inlet (ft) Control) 6 0.77 3.54 6.27 17.09 3 9.42 0.47 Min. Length o 100-YR Storm Spillway Desilting Weir Coef. Runoff Q100 Head above Required (ft) Basin No. "C" (cfs) Spillway (ft) (Weir Control) 6 1 3.367 1 17.09 1 0.55 1 12.44 R:\15\1500\FINAL\REPORTS\HYDRO\SEDBASIN\PHASE 9-12\PHASE 9-12 Sedbasin 6 TRACT 28214-9 to 12 DESILTING BASIN DESIGN Desilting Contributory Storage Req. Storage Req. Prop. Basin Top Prop. Basin Bot. Actual Storage Storage Basin No. Area (Ac) Volume (CF) Volume (CY) Area (A, in Ft) Area (AZ in Ft) Storage Depth (ft) Volume (CF) Volume (CY) 7A 8.74 23,598 874 6,938 4,244 3 16,773 621 7B 3,933 1,963 3 8,844 328 Total 25,617 949 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total Area of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Orifices Required Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity("g") Elev. ("A" in ft2) (hmax in ft) (hcentroid in ft) (ft2) Req. (max) 7 0.60 24 32.2 5,591 2.5 0.5 0.05 4 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Total Area of Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity("g") Elev. ("A" in ft2) (hmax in ft) (hcentroid in ft) Orifices (ft) Req. (min) 7 0.60 72 32.2 5,591 2.5 0.5 0.02 1 Reference: California Stormwater BMP Handbook Jan. 2011 - Sediment Basin SE-3 -IV Min. Fleau Move Rainfall Top of Grate Desilting Runoff Coef. Intensity "I" Contributory 100-YR Storm Diameter of Riser Circumference of Required (ft) (Weir Basin No. "C" (in/hr) Area (Ac) Runoff Q100 (cfs) Inlet (ft) Riser Inlet (ft) Control) 7 0.77 3.54 8.74 23.82 4 12.56 0.50 Min. Length o 100-YR Storm Spillway Desilting Weir Coef. Runoff Q100 Head above Required (ft) Basin No. "C" (cfs) Spillway (ft) (Weir Control) 7 1 3.367 1 23.82 1 0.55 1 17.35 R:\15\1500\FINAL\REPORTS\HYDRO\SEDBASIN\PHASE 9-12\PHASE 9-12 Sedbasin 7 TRACT 28214-9 to 12 DESILTING BASIN DESIGN Desilting Contributory Storage Req. Storage Req. Prop. Basin Top Prop. Basin Bot. Actual Storage Storage Basin No. Area (Ac) Volume (CF) Volume (CY) Area (A, in Ft) Area (AZ in Ft) Storage Depth (ft) Volume (CF) Volume (CY) 8 2.34 6,318 234 4,434 2,962 2 7,396 274 Total 7,396 274 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total Area of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Orifices Required Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity("g") Elev. ("A" in ft2) (hmax in ft) (hcentroid in ft) (ft2) Req. (max) 8 0.60 24 32.2 3,698 2.5 0.5 0.03 3 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Total Area of Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity("g") Elev. ("A" in ft2) (hmax in ft) (hcentroid in ft) Orifices (ft) Req. (min) 8 0.60 1 72 32.2 3,698 2.5 0.5 0.01 1 Reference: California Stormwater BMP Handbook Jan. 2011 - Sediment Basin SE-3 IV ove Rainfall Top of Grate Desilting Runoff Coef. Intensity "I" Contributory 100-YR Storm Diameter of Riser Circumference of Required (ft) (Weir Basin No. "C" (in/hr) Area (Ac) Runoff Q100 (cfs) Inlet (ft) Riser Inlet (ft) Control) 8 0.77 3.54 2.34 6.38 3 9.42 0.11 in. Length o 100-YR Storm Spillway Desilting Weir Coef. Runoff 0100 Head above Required (ft) Basin No. "C" (cfs) Spillway (ft) (Weir Control) 8 1 3.367 1 6.38 1 0.55 4.64 R:\15\1500\FINAL\REPORTS\HYDRO\SEDBASIN\PHASE 9-12\PHASE 9-12 Sedbasin 8 TRACT 28214-9 to 12 DESILTING BASIN DESIGN Desilting Contributory Storage Req. Storage Req. Prop. Basin Top Prop. Basin Bot. Actual Storage Storage Basin No. Area (Ac) Volume (CF) Volume (CY) Area (A, in Ft) Area (AZ in Ft) Storage Depth (ft) Volume (CF) Volume (CY) 9A 8.06 21,762 806 6,679 4,037 3 16,074 595 9B 2,921 1,106 3 6,041 224 Total 22,115 819 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total Area of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Orifices Required Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity("g") Elev. ("A" in ft2) (hmax in ft) (hcentroid in ft) (ft2) Req. (max) 9 0.60 24 32.2 5,358 2.5 0.5 0.05 4 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Total Area of Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity("g") Elev. ("A" in ft2) (hmax in ft) (hcentroid in ft) Orifices (ft) Req. (min) 9 0.60 72 32.2 5,358 2.5 0.5 0.02 1 Reference: California Stormwater BMP Handbook Jan. 2011 - Sediment Basin SE-3 -IV Min. Fleau Move Rainfall Top of Grate Desilting Runoff Coef. Intensity "I" Contributory 100-YR Storm Diameter of Riser Circumference of Required (ft) (Weir Basin No. "C" (in/hr) Area (Ac) Runoff Q100 (cfs) Inlet (ft) Riser Inlet (ft) Control) 9 0.77 3.54 8.06 21.97 4 12.56 0.45 Min. Length o 100-YR Storm Spillway Desilting Weir Coef. Runoff Q100 Head above Required (ft) Basin No. "C" (cfs) Spillway (ft) (Weir Control) 9 1 3.367 1 21.97 1 0.55 1 16.00 R:\15\1500\FINAL\REPORTS\HYDRO\SEDBASIN\PHASE 9-12\PHASE 9-12 Sedbasin 9 TRACT 28214-9 to 12 DESILTING BASIN DESIGN Desilting Contributory Storage Req. Storage Req. Prop. Basin Top Prop. Basin Bot. Actual Storage Storage Basin No. Area (Ac) Volume (CF) Volume (CY) Area (A, in Ft) Area (AZ in Ft) Storage Depth (ft) Volume (CF) Volume (CY) 10 0.93 2,511 93 2,169 834 2 3,003 111 Total 3,003 111 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total Area of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Orifices Required Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity("g") Elev. ("A" in ft2) (hmax in ft) (hcentroid in ft) (ft2) Req. (max) 10 0.60 24 32.2 1,502 2.5 0.5 0.01 1 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Total Area of Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity("g") Elev. ("A" in ft2) (hmax in ft) (hcentroid in ft) Orifices (ft) Req. (min) 10 0.60 1 72 32.2 1,502 2.5 0.5 0.00 0 Reference: California Stormwater BMP Handbook Jan. 2011 - Sediment Basin SE-3 IV ove Rainfall Top of Grate Desilting Runoff Coef. Intensity "I" Contributory 100-YR Storm Diameter of Riser Circumference of Required (ft) (Weir Basin No. "C" (in/hr) Area (Ac) Runoff Q100 (cfs) Inlet (ft) Riser Inlet (ft) Control) 10 0.77 3.54 0.93 2.53 1 3.14 0.14 in. Length o 100-YR Storm Spillway Desilting Weir Coef. Runoff 0100 Head above Required (ft) Basin No. "C" (cfs) Spillway (ft) (Weir Control) 10 1 3.367 1 2.53 1 0.55 1.85 R:\15\1500\FINAL\REPORTS\HYDRO\SEDBASIN\PHASE 9-12\PHASE 9-12 Sedbasin 10 TRACT 28214-13 and 17 DESILTING BASIN DESIGN Desilting Contributory Storage Req. Storage Req. Prop. Basin Top Prop. Basin Bot. Actual Storage Storage Basin No. Area (Ac) Volume (CF) Volume (CY) Area (A, in Ft) Area (AZ in Ft) Storage Depth (ft) Volume (CF) Volume (CY) 11 A 8.03 21,681 803 4,105 1,394 4 10,998 407 11 B 3,998 1,354 4 10,704 396 Total 21,702 804 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total Area of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Orifices Required Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity ("g") Elev. ("A" in ft2) (hmax in ft) (hcentroid in ft) (ft2) Req. (max) 11 0.60 24 32.2 2,750 2.5 0.5 0.02 2 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Total Area of Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity ("g") Elev. ("A" in ft2) (hmax in ft) (hcentroid in ft) Orifices (ft) Req. (min) 11 0.60 72 32.2 2,750 2.5 0.5 0.01 1 Reference: California Stormwater BMP Handbook Jan. 2011 - Sediment Basin SE-3 -IV Min. Fleau Move Rainfall Top of Grate Desilting Runoff Coef. Intensity"I" Contributory 100-YR Storm Diameter of Riser Circumference of Required (ft) (Weir Basin No. "C" (in/hr) Area (Ac) Runoff Q100 (cfs) Inlet (ft) Riser Inlet (ft) Control) 11 0.77 3.54 8.03 21.89 4 12.56 0.44 Min. Length o 100-YR Storm Spillway Desilting Weir Coef. Runoff Q100 Head above Required (ft) Basin No. "C" (cfs) Spillway (ft) (Weir Control) 11 1 3.367 1 21.89 1 0.55 1 15.94 R:\15\1500\FINAL\REPORTS\HYDRO\SEDBASIN\PHASE 13-17\PHASE 13-17 Sedbasin 11 TRACT 28214-13 and 17 DESILTING BASIN DESIGN Desilting Contributory Storage Req. Storage Req. Prop. Basin Top Prop. Basin Bot. Actual Storage Storage Basin No. Area (Ac) Volume (CF) Volume (CY) Area (A, in Ft) Area (AZ in Ft) Storage Depth (ft) Volume (CF) Volume (CY) 12A 9.26 25,002 926 4,342 2,227 3 9,854 365 12B 3,948 1,916 3 8,796 326 12C 4,769 2,531 3 10,950 406 Total 29,600 1,096 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total Area of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Orifices Required Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity("g") Elev. ("A" in ft2) (hmex in ft) (hcentroid in ft) (ft2) Req. (max) 12 0.60 24 32.2 3,285 2.5 0.5 0.03 2 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Total Area of Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity("g") Elev. ("A" in ft2) (hmax in ft) (hcentroid in ft) Orifices (ft) Req. (min) 12 0.60 1 72 32.2 3,285 2.5 0.5 0.01 1 Reference: California Stormwater BMP Handbook Jan. 2011 - Sediment Basin SE-3 IV ove Rainfall Top of Grate Desilting Runoff Coef. Intensity "I" Contributory 100-YR Storm Diameter of Riser Circumference of Required (ft) (Weir Basin No. "C" (in/hr) Area (Ac) Runoff Q100 (cfs) Inlet (ft) Riser Inlet (ft) Control) 12 0.77 3.54 9.26 25.24 4 12.56 0.55 in. Length o 100-YR Storm Spillway Desilting Weir Coef. Runoff Q100 Head above Required (ft) Basin No. "C" (cfs) Spillway (ft) (Weir Control) 12 1 3.367 1 25.24 1 0.55 18.38 R:\15\1500\FINAL\REPORTS\HYDRO\SEDBASIN\PHASE 13-17\PHASE 13-17 Sedbasin 12 TRACT 28214-13 and 17 DESILTING BASIN DESIGN Desilting Contributory Storage Req. Storage Req. Prop. Basin Top Prop. Basin Bot. Actual Storage Storage Basin No. Area (Ac) Volume (CF) Volume (CY) Area (A, in Ft) Area (AZ in Ft) Storage Depth (ft) Volume (CF) Volume (CY) 13A 8.72 23,544 872 4,655 2,152 3.5 11,912 441 13B 4,598 2,094 3.5 11,711 434 Total 23,623 875 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total Area of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Orifices Required Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity ("g") Elev. ("A" in ft2) (hmax in ft) (hcentroid in ft) (ft2) Req. (max) 13 0.60 24 32.2 3,404 2.5 0.5 0.03 2 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Total Area of Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity ("g") Elev. ("A" in ft2) (hmax in ft) (hcentroid in ft) Orifices (ft) Req. (min) 13 0.60 72 32.2 3,404 2.5 0.5 0.01 1 Reference: California Stormwater BMP Handbook Jan. 2011 - Sediment Basin SE-3 -IV Min. Fleau Move Rainfall Top of Grate Desilting Runoff Coef. Intensity"I" Contributory 100-YR Storm Diameter of Riser Circumference of Required (ft) (Weir Basin No. "C" (in/hr) Area (Ac) Runoff Q100 (cfs) Inlet (ft) Riser Inlet (ft) Control) 13 0.77 3.54 8.72 23.77 4 12.56 0.50 Min. Length o 100-YR Storm Spillway Desilting Weir Coef. Runoff Q100 Head above Required (ft) Basin No. "C" (cfs) Spillway (ft) (Weir Control) 13 1 3.367 1 23.77 1 0.55 1 17.31 R:\15\1500\FINAL\REPORTS\HYDRO\SEDBASIN\PHASE 13-17\PHASE 13-17 Sedbasin 13 TRACT 28214-13 and 17 DESILTING BASIN DESIGN Desilting Contributory Storage Req. Storage Req. Prop. Basin Top Prop. Basin Bot. Actual Storage Storage Basin No. Area (Ac) Volume (CF) Volume (CY) Area (A, in Ft) Area (AZ in Ft) Storage Depth (ft) Volume (CF) Volume (CY) 14 8.93 24,111 893 11,697 8,082 3 29,669 1,099 Total 29,669 1,099 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total Area of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Orifices Required Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity("g") Elev. ("A" in ft2) (hmax in ft) (hcentroid in ft) (ft2) Req. (max) 14 0.60 24 32.2 9,890 2.5 0.5 0.08 7 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Total Area of Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity("g") Elev. ("A" in ft2) (hmax in ft) (hcentroid in ft) Orifices (ft) Req. (min) 14 0.60 1 72 32.2 9,890 2.5 0.5 0.03 2 Reference: California Stormwater BMP Handbook Jan. 2011 - Sediment Basin SE-3 IV ove Rainfall Top of Grate Desilting Runoff Coef. Intensity "I" Contributory 100-YR Storm Diameter of Riser Circumference of Required (ft) (Weir Basin No. "C" (in/hr) Area (Ac) Runoff Q100 (cfs) Inlet (ft) Riser Inlet (ft) Control) 14 0.77 3.54 8.93 24.34 4 12.56 0.52 in. Length o 100-YR Storm Spillway Desilting Weir Coef. Runoff 0100 Head above Required (ft) Basin No. "C" (cfs) Spillway (ft) (Weir Control) 14 1 3.367 1 24.34 1 0.55 17.72 R:\15\1500\FINAL\REPORTS\HYDRO\SEDBASIN\PHASE 13-17\PHASE 13-17 Sedbasin 14 TRACT 28214-13 and 17 DESILTING BASIN DESIGN Desilting Contributory Storage Req. Storage Req. Prop. Basin Top Prop. Basin Bot. Actual Storage Storage Basin No. Area (Ac) Volume (CF) Volume (CY) Area (A, in Ft) Area (AZ in Ft) Storage Depth (ft) Volume (CF) Volume (CY) 15 8.18 22,086 818 11,427 8,424 2.5 24,814 919 Total 24,814 919 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total Area of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Orifices Required Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity("g") Elev. ("A" in ft2) (hmax in ft) (hcentroid in ft) (ft2) Req. (max) 15 0.60 24 32.2 9,926 2.5 0.5 0.08 7 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Total Area of Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity("g") Elev. ("A" in ft2) (hmax in ft) (hcentroid in ft) Orifices (ft) Req. (min) 15 0.60 1 72 32.2 9,926 2.5 0.5 0.03 2 Reference: California Stormwater BMP Handbook Jan. 2011 - Sediment Basin SE-3 Basin No. Rainfall Area c Runoff Q100 (cfs) Inlet tRiser Inlet t op of Grate 15 0.77 3.54 8.18 22.30 4 12.56 0.46 Min. Length o 100-YR Storm Spillway Desilting Weir Coef. Runoff Q100 Head above Required (ft) Basin No. "C" (cfs) Spillway (ft) (Weir Control) 15 1 3.367 1 22.30 1 0.55 16.24 R:\15\1500\FINAL\REPORTS\HYDRO\SEDBASIN\PHASE 13-17\PHASE 13-17 Sedbasin 15 TRACT 28214-13 and 17 DESILTING BASIN DESIGN Desilting Contributory Storage Req. Storage Req. Prop. Basin Top Prop. Basin Bot. Actual Storage Storage Basin No. Area (Ac) Volume (CF) Volume (CY) Area (A, in Ft) Area (AZ in Ft) Storage Depth (ft) Volume (CF) Volume (CY) 16A 10.48 28,296 1,048 5,991 2,488 4 16,958 628 16B 5,353 2,138 4 14,982 555 Total 31,940 1,183 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total Area of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Orifices Required Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity ("g") Elev. ("A" in ft2) (hmax in ft) (hcentroid in ft) (ft2) Req. (max) 16 0.60 24 32.2 4,240 2.5 0.5 0.04 3 Max. Height from Max. Height from Lowest Orifice to Surface Area of Lowest Orifice to Centroid of Total (1.5" Desilting Orifice Coef. Drawdown Basin @ Mid. Max. water surface Orifices Config. Total Area of Dia.) Orifices Basin No. "C" Time "T" (hrs) Gravity ("g") Elev. ("A" in ft2) (hmax in ft) (hcentroid in ft) Orifices (ft) Req. (min) 16 0.60 72 32.2 4,240 2.5 0.5 0.01 1 Reference: California Stormwater BMP Handbook Jan. 2011 - Sediment Basin SE-3 -IV Min. Fleau Move Rainfall Top of Grate Desilting Runoff Coef. Intensity"I" Contributory 100-YR Storm Diameter of Riser Circumference of Required (ft) (Weir Basin No. "C" (in/hr) Area (Ac) Runoff Q100 (cfs) Inlet (ft) Riser Inlet (ft) Control) 16 0.77 3.54 10.48 28.57 4 12.56 0.66 Min. Length o 100-YR Storm Spillway Desilting Weir Coef. Runoff Q100 Head above Required (ft) Basin No. "C" (cfs) Spillway (ft) (Weir Control) 16 1 3.367 1 28.57 1 0.55 20.80 R:\15\1500\FINAL\REPORTS\HYDRO\SEDBASIN\PHASE 13-17\PHASE 13-17 Sedbasin 16 L BERHIZ L RANCH PHASES 9- 12 EXH151T TRSUTAR Y AREA TO OESIZ TING Bpi SIMS I � I II I g ,I I. � I k II // II - II I I 1 I ti � I I I DES/L T BASIN 1 RISER DIA.=i36" VOL=17 038 CF 12.51 CFS A=4.59 AC s I I O OR/F. AREA I I �� E T. \ -- - I _ II I I DES/L T BASIN A2 / I I SE R/ R DIA.=36 / I i I I VOL=8 675 CF -------- ' 0,,o=7.20 CFS I I � TR/B. A 2.64 AC / -------- __ i TOT. OR/F. AREA \ --- -- ----- ---- - Y ----------- I I i REO. = 0.04 SF --- ---�---_-- -------- -- I I I ----- -- �0I'v II I / — � E _ II \ - I DESIL T RAS/N RISER DIA.-48" VOL=2,115 CF 2/.Y CFS TR/ . A=8.06 C - - TO,T O AEA ' 0. = 0.0 SF ' — - - o DESIL T RASIN W8 - ---- RISER DIA.=36'CF VOL # 7,3 6 � ° -" - O�=6.3 FS - - ,woe _; DES/L T BAS/N Al3 \ TR/B. A=2. C , - I RISER DIA.=48'" -�_ TO. OR/F. A _ I VOL=20,783 CF � REQ. O. SF -� a` _ 0,0,=19.79 CFS -' _ NO.. A=7.26 AC , TOT. ORIF. AREA REQ. = 0.03 SF _ I - - I - I --- - —�— � r DESIL T BASIN 01O \ omb� \ RISER DIA.�12" r. VOL=j 00i CF Oo,=2.53 C�5 TO T OR/F. ARE4C \ REO. = 0.01 SF\\ RISER DIA.=48" � \ t/OL=25 0 TRIG 8 C TOT O 1P � \ V L=188 4 - =17.109 CF / . =6.27 AC - - \ AREA .- � -1Ct---�C�E- / �~ L ° DF&ZI T SA 51N 14 /SER DIA.=48" VOL=24,534 CF 0,0,=25.08 CFS TR/B. A=9.2 AC TOT. OR/F. AREA REO. = 0.03 SF BASIN A5 RISER DIA.=36"` VOL=18,767 CF \ /' 0,0,=18.13 CFS TR/B. A=6.65 AC TOT. OR/F. AREA \ / REQ. = 0.05 SF \ o R z \� 2 f o / o \ 80, O 80' 160' 240' / A SCALE/N FEET ���ENG/NEERS CIVIL ENGINEERS•PLANNERS SURVEYORS 1880 COMMON AVENUE,SUITE 1001CORONA,CA.92881-33701951-734-2130 L BERHL L RANCH PHASES 15- 17 EXH191T TROUT%R Y AREA TO DES/L TING B%S//VS \ � I BASIN 72 40, CFS / = AC A R � I ° I g� r � I I I I i D/A.=48" I 23,62J CF —2 .77 CFS A=8.72 AC OR/F. AREA ♦ ja I I i I I a / I I I e I I I I 3 i - I I e r � # / � 80' 0 80" 760" 240' I t v DES/L T BASIN iO14 SCALE /N FEET RISER D/A.=48" VOL=29,669 CF �\ Qw=24J4 CFS TR/B. A=8.93 AC `� , TOT. OR/F. AREA \ REO. = 0.08 SF \ \ o I \ \ o DES/L T BAS/N.4915 \ DES/L T SA SIN �16 � �" RISER D/A.=48" RISER D/A.=48"' \ VOL=24,814 CF VOL=31,940 CF Oloo=22 JO CFS 0..=28.57 CFS TR/B. A=8.18 AC o TR/B. A=10.48 AC TOT. OR/F. AREA a . OR/F. AREA R REO. = 0.08 SF 1 EQ. = 0.04 SF I TRACT SOU RY A' W ry O N R We, NG/NEERS Cl-ENGINEERS•PIANNERS 5ORVEYORS 1B80 COMMON-NOE,SORE 1001CORONq Ck 92881-33701951-734-2130 Appendix REFERENCE PLANS ONSITE/OFFSITE HYDROLOGY STUDY FOR Tract No. 28214-8, -9, Offsite Tributary Area, & Tract No. 30836 Main Line & In-Tract Storm Drain System In the City of Lake Elsinore, County of Riverside, California ALBERHILL RANCH PREPARED BY: G. 0ff0Z1VG11VEA=_RS 188 'OM'TON AVENUE. E•1 0-CORONA.CA.9 881-3370•511-RS C -7334-2130OF 1� W� PREPARED: September 22, 2010 BY: ike C. Taing, R.C.E. 64263 J.N. 04.867.3.10 R:\04\867\REPORTS\HYDRO\867HYDRO-STUDY.DOC TABLE OF CONTENTS Section Introduction and Narrative ............................................................................................. Exhibit 1 — Vicinity Map Exhibit 2 — Developed Hydrology Summary Tables Exhibit 3 — Hydrologic Soils Group Map for Elsinore Exhibit 4 —Tributary Watershed to Nichols Road Storm Drain Exhibit 5 —Tributary Area Diversion to Temescal Creek Rational Method Tr. 28214-8, -9, & Offsite Tributary Area Hydrology (Developed Condition) ................................................................................................. II 100-Year Developed Hydrology Results 10-Year Developed Hydrology Results Developed Onsite/Offsite Hydrology Key Map Rational Method Tr. 28214-7 Onsite Hydrology (Developed Condition) ..................... III 100-Year Developed Hydrology Results 10-Year Developed Hydrology Results 5-Year Proposed Hydrology Results 2-Year Proposed Hydrology Results Developed Onsite/Offsite Hydrology Key Map Rational Method Tr. 28214-7 Onsite Hydrology (Existing Condition) .........................IV 100-Year Existing Hydrology Results 10-Year Existing Hydrology Results 5-Year Existing Hydrology Results 2-Year Existing Hydrology Results Existing Hydrology Key Map from Preliminary Hydrology Study of Tentative Tract 28214 prepared by Hunsaker & Associates dated March 12, 2003. Rational Method Tr. 30836 Onsite/Offsite Hydrology (Developed Condition)...............V Drainage Area "B" 100-Year Developed Hydrology Results 10-Year Developed Hydrology Results Drainage Area "C" 100-Year Developed Hydrology Results 10-Year Developed Hydrology Results Developed Onsite/Offsite Hydrology Key Map References .................................................................................................................VI Existing and Developed Condition Hydrology Key Maps from Tract 32786 Onsite/Offsite Hydrology Study dated January 30, 2007. City of Lake Elsinore Master Plan Hydrology Map PRELIMINARY DRAINAGE REPORT for the SKYLINE HEIGHTS PROJECT By Richland Communities, Inc. E/VG//VEERS CIVIL ENGINEERS* PLANNERS•SURVEYORS 1880 COMPTON AVENUE,SUITE 100•CORONA.CA.92881-3370.951-734-2130