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HomeMy WebLinkAboutBaker Industrial_Prelim Drainage_PC1 PRELIMINARY DRAINAGE REPORT Baker Industrial City of Lake Elsinore, County of Riverside, California M PREPARED FOR: PREPARED BY: 0&1002FNG�IME,ERS CIVIL ENGINEERS•PLANNERS•SURVEYORS RIVERSIDE LEGACY IV NICHOLS ROAD, KWC Engineers LLC 1880 Compton Avenue, Suite 100 1505 Bridgeway, Suite 107 Corona, CA 92881 Sausalito, CA 94965 Tel: (951) 734-2130 (617) 877-7637 www.kwcengineers.com August 2023 JN 2019.1995 R:\19\1994\PRELIM\REPORTS\HYDRO\1994 Prelim Hydrostudy.doc TABLE OF CONTENTS Section Name Page Number LISTOF TABLES..........................................................................................................3 LISTOF FIGURES........................................................................................................3 LIST OF APPENDICES.................................................................................................3 Section 1 - Introduction .................................................................................................4 1.1 Purpose of Study..........................................................................................4 1.2 Project Description........................................................................................4 1.3 Floodplain Mapping ......................................................................................5 1.4 Design Criteria..............................................................................................5 Section 2 — Hydrologic Data and Model Development..................................................6 2.1 Existing Condition Model ..............................................................................6 2.2 Proposed Condition Model ...........................................................................6 2.3 Onsite Drainage Facilities.............................................................................8 2.4 Street Capacity Analysis...............................................................................8 2.5 Outlet Analysis..............................................................................................8 Section 3 — Conclusions................................................................................................9 Section 4 — References...............................................................................................10 Preliminary Drainage Report 2 LIST OF TABLES Table 1. Existing Condition Peak Flow Summary .........................................................6 Table 2. Proposed Condition Peak Flow Summary ......................................................7 Table 3. Proposed vs Existing Condition Peak Flow Summary ....................................7 LIST OF FIGURES Figure 1: Vicinity Map Figure 2: Existing Condition Hydrology Key Map Figure 3: Proposed Condition Hydrology Key Map Figure 4: FEMA FIRM Panel LIST OF APPENDICES Appendix A: Vicinity Map Appendix B: RCFC Precipitation Data & NRCS Soils Report Appendix C: Existing Condition Hydrology Rational Method & Key Map Appendix D: Proposed Condition Hydrology Rational Method & Key Map Appendix E: FEMA Flood Insurance Rate Map Preliminary Drainage Report 3 Section INTRODUCTION 1.1 PURPOSE OF STUDY The purpose of this study is to hydrologically model the project site's onsite tributary watersheds to determine the existing and proposed peak runoffs. The hydrologic analysis was prepared using the Rational Method as specified in the Riverside County Hydrology Manual. The flows are used to estimate the size of the proposed drainage facilities that support the proposed project development. 1.2 PROJECT DESCRIPTION The Baker Industrial project is comprised of 66.23 acres of developed land along Baker Street in the City of Lake Elsinore in Riverside County, California, adjacent to Pierce Street. Appendix A shows a vicinity map of the area illustrating the location of the project. The Baker Industrial project is generally bounded to the northeast by Baker Street. Bounded on the northwest by Pierce Street. To the southeast and southwest of the site, the area is bounded by undeveloped hills. The project site existing conditions is generally flat with some hills coming onto the site along the southern boundary. The existing project gross acreage is 66.23 acres. The site's drainage area flows from the south and southwest to the north and northeast to the north side of Baker Street. Two new buildings are proposed,building 1 is 207,550 sf and building 2 is 778,720 sf, landscape areas, driveways, and parking lots. The proposed buildings will consist of a warehouse and connected office space with the necessary improvements to facilitate business. The offsite drainage areas will be captured with a flow-by basin and a debris basin routed through storm drain before discharging at their historical locations on the north side of baker street. The onsite drainage areas will be captured and treated by underground infiltration chambers. Baker Street will be improved on the project frontage. The full width drainage of the street will be captured within the catch basin at the low points of Baker Street. The flows will continue into MWS units within Baker Street. Preliminary Drainage Report 4 1.3 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 the flood damage within Other Flood Areas. The Federal Emergency Management Agency(FEMA) is the agency which administrates the National Flood Insurance Program. Other Flood Areas are defined as areas of 0.2% annual chance flood; areas of 1% annual chance flood with average depths of less than 1 foot or with drainage areas less than 1 square mile; and areas protected by levees from 1% annual chance 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: 06065C2028G MAP Revised: August 28, 2008 FEMA FIRM Panel (Figure 4) is attached in Appendix E shows the floodplain limits and mapped flood zones for the Baker Industrial project area. The project is located within Zone AE, which is an area within the flood hazard areas subject to inundation by the 1% annual chance flood. 1.4 DESIGN CRITERIA The following are design criteria for this project,based on the Riverside County Hydrology Manual. Protection Levels 1. The 100-year flood shall be contained F below the building pads. 2. The 10-year flood shall be contained within the top of curbs. 1) Loss rates are to be determined for the 2- and 5-year events using an AMC I condition, while an AMC II are used for the 10-year event and 100-year event. Preliminary Drainage Report 5 Section 2 HYDROLOGIC DATA AND MODEL DEVELOPMENT 2.1 EXISTING CONDITION MODEL The project site existing condition consists of undeveloped land and characterized by steep topography, generally decreasing in elevation from the south to the north. Several ravines are present which will convey natural drainage across the project site washing towards the north side of Baker Street. The site is comprised of four (4) major drainage areas and four (4) offsite drainage areas to describe the existing drainage conditions. Refer to Existing Condition Hydrology Key Map Figure 2 in Appendix C for locations of the drainage sub-areas and peak flows. Hydrologic calculations to evaluate surface water runoff associated with the 10-year and 100-year storm frequency were performed for the on-site drainage areas. 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. Precipitation point values for the 10-year and 100-year durations obtained from Riverside County Flood Control Plate D-4.3, D-4.4, and Plate D-4.6 (see Appendix B). In order to proceed with analysis of the proposed developed condition, it is necessary to first establish the pre-developed peak runoff rates. Table 1 summarizes the data and results for the 10-year and 100-year storm event for on-site and off-site flows. All calculations can be found in Appendix C of the report. Table 1. Existing Condition Peak Flow Summary Drainage Area Area AC Q100 CFS) Q10 CFS) QS CFS Q2 CFS A 168.50 332.50 197.59 132.10 84.23 B 29.87 77.05 46.47 32.46 21.19 C 24.19 58.01 35.01 24.29 15.83 D 194.30 428.57 258.99 166.04 106.37 2.2 PROPOSED CONDITION MODEL In the proposed condition, the proposed improvements are to add two large industrial/warehouse type buildings, parking area with asphalt pavements, concrete slabs, landscape areas, and improvements to Baker Street. Refer to Appendix B for a preliminary soils report demonstrating soil type and hydrologic group classification. Two new buildings are proposed, building 1 is Preliminary Drainage Report 6 207,550 sf and building 2 is 778,720 sf, landscape areas, driveways, and new drainage systems will all drain to Baker Street. Street improvements are proposed for Baker Street. The developed condition site consists of four (4) major drainage areas and four (4) offsite drainage areas. The project site runoff will be picked up by a system of gutters and inlets that will discharge through a storm drain system that outlets to Baker Street. The offsite flows will discharge and continue as it does in its current existing conditions. Offsite drainage area will not comingle with onsite flows. Refer to Proposed Condition Hydrology Key Map Figure 3 in Appendix D for locations of the drainage sub-areas and peak flows. Hydrologic calculations were evaluated for surface water runoff associated with the 10-year and 100-year storm frequency. The proposed condition watershed boundaries were delineated using the project's conceptual grading plan. Hydrologic land cover for the development is considered commercial. Table 2 summarizes the proposed condition 10 and 100-year rational method results. Proposed condition rational method calculations can be found in Appendix D of the report. Table 2. Proposed Condition Peak Flow Summary Drainage Area Area (AC) Q100 (CFS) Q10 (CFS) Q5 (CFS) Q2 (CFS) A 150.09 299.61 178.35 119.63 76.48 B 41.42 110.00 67.45 51.08 34.97 C 39.22 100.47 62.57 48.91 34.35 D 175.52 391.60 237.02 151.53 97.18 Table 3 summarizes the comparison between the Existing Condition and Proposed Condition Hydrology results. Table 3. Existingvs. Proposed Condition Peak Flow Summary Existing Condition Pro osed Condition Area Q100 Q10 Area Q100 Q10 Note Drainage Area Acres CFS CFS Acres (CFS) CFS 168.50 332.50 197.59 150.09 299.61 178.35 A Q100=32.89 A Q10= 19.24 A QProposed C QExisting QProposed C QExisting 29.87 77.05 46.47 41.42 110.00 67.45 AQ100=32.95 AQ10=20.98 B QProposed"'QExisting QProposed QExisting 24.19 58.01 35.01 39.22 100.47 62.57 AQ100=42.46 AQ10=27.56 C QProposed"'QExisting QProposed QExisting 194.30 428.57 258.99 175.52 391.60 237.02 AQ100=36.97 AQ10=21.97 D QProposed"'QExisting QProposed"'QExisting Preliminary Drainage Report 7 2.3 ONSITE DRAINAGE FACILITIES Preliminary onsite drainage facilities for the project were calculated utilizing the rational method hydrology program and are presented on the Proposed Condition Hydrology Key Maps. The approximate locations of drainage facilities are intended for conceptual purposes only and will be refined in the design review and final engineering process. Pipe sizes are based on the design criteria presented in Section 1.4. Pipes were designed as reinforced concrete pipe, with a roughness coefficient of 0.013. The proposed onsite storm drain system calculations will be performed in the Final Engineering phase. 2.4 STREET CAPACITY ANALYSIS Preliminary onsite street capacities for the proposed project were calculated by the rational method software. By reviewing street capacity analysis within the rational method, it's concluded that the street sections are sufficient to provide the level of protection required by Riverside County 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. 2.5 OUTLET ANALYSIS The proposed development will outlet at four (4) locations: Drainage Area A will outlet into a proposed two 36-inch CMP, Drainage Area B will outlet into a proposed 36-inch CMP, Area C will outlet into a proposed 36-inch CMP, and Area D will outlet into a proposed two 36-inch CMP. The outlet velocity shall be at or below the existing condition or to a non- erosive velocity. Preliminary Drainage Report 8 Section 3 CONCLUSIONS This preliminary drainage study has evaluated the potential effects of runoff on the proposed project. In addition, the report has addressed the methodology used to analyze the existing and proposed conditions, which was based on the Riverside County Hydrology Manual. This section provides a summary discussion that evaluates the potential effects of the proposed project. a The project is 66.23 acres of developed industrial land. Offsite tributary areas will be captured and moved into their original flow location along the north side of Baker Street. Baker Street full width improvements will be captured, treated, and discharged to the north side of Baker Street. Onsite tributary areas will be captured, treated, and discharged to the north side of Baker Street. Preliminary alignment and pipe sizes of storm drain lines were presented. All storm water runoff will be carried via gutters, catch basins, or onsite storm drain system that will outlet into the north side of Baker Street. 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. Preliminary Drainage Report 9 Section 4 REFERENCES Riverside County Flood Control and Water Conservation District. Hydrology Manual. April 1978 Riverside County Flood Control and Water Conservation District. Increased Runoff Mitigation Workshop. August 24, 1995 State of California—Department of Transportation, Interstate 91 Drainage Plans, December 1, 2008 Preliminary Drainage Report 10 Appendix A VICINITY MAP SHEET 1 OF 1 �O G� Q NICHOLS RD o COAL v AVE o �G� � tK S/TE GP E pR Sy R�v�Rs\D ST VICINITY MAP NOT TO SCALE PREPARED BY: VICINITY MAP BAKER INDUSTRIAL E/VG//VEERS CIVIL ENGINEERS•PLANNERS SURVEYORS 1880 COMPTON AVENUE, SURE 100•CORONA, CA. 92881-33700 951-734-2130 DATE DRAWN BY CHECKED BY J.N. 04128/2-7 1 AB I BB 19. 1994 R:\19\1994\PRELIM\REPORTS\HYDRO\Appendix A — Project Maps\1994 VICINITY MAP.dwg 08/07/23 4:10pm Appendix RCFC PRECIPITATION DATA & NRCS SOILS REPORT ry ME AN SAN Sc 1, Lj Mnml ula`§ on 11 95 fr0nn-t w 1 ".0 i, 4 OS RCFCa 'D Y, RIVERSIDE COUNTY SAN DIE% R. `0001 1W.1w it 5 rms' '`' "'�' .� �' ,� ���°i • .�,. ti�,.f r-o :`lia,, ,..-.JV Ra�rfl ,?'1 � � UN/� , 1 �yoo j l s,,(S.-\"�'�\°�. sNr IS `� 17�Z r( ! 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Y �''�'V,:•;,:�� , � �y rq�y,�r :.�� � `�. .'�., li�.jk �� �"' ��:� �� ��� i-. .l tom... �t. r' �� �. � , ,k•�''AfY •4�� ,.. i'•-1�.�Tr .nb ��1� .� .... ate. .���'�'i Lh1. h. ^•'� � /Ji,' ;Fy�l� /�I���� \ •:%-.L 1�� ��u� .J_ti:i`.- �. � ��� �� � �:a ) K��rA- ,.��"s���':,,,.���(!^_'✓i r�;, �, • �MY�W� � n ZIE.i � 1.K•�l�.�l� t �....."�� S 'mA1*+Ft"'�lia�....,g9"�'•s`rA� ,�� �:,� �!1 �Y. USDA United States A product of the National Custom Soil Resource Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for States Department of N RCS Agriculture and other Western Riverside Federal agencies, State Natural agencies including the Area, California Resources Agricultural Experiment Conservation Stations, and local Service participants Roles ra 40 OP MOM I a '. A Jy �p w6w 0 March 31, 2023 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/ portal/nres/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nres)or your NRCS State Soil Scientist(http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nres142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice)or(202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 SoilMap.................................................................................................................. 8 Soil Map (1994 SOIL MAP)..................................................................................9 Legend................................................................................................................10 Map Unit Legend (1994 SOIL MAP)...................................................................11 Map Unit Descriptions (1994 SOIL MAP)........................................................... 11 Western Riverside Area, California.................................................................14 AaD—Altamont clay, 5 to 15 percent slopes............................................... 14 AbF—Altamont cobbly clay, 8 to 35 percent slopes.................................... 15 AkC—Arbuckle loam, 2 to 8 percent slopes................................................16 AIC—Arbuckle gravelly loam, 2 to 9 percent slopes, dry, MLRA 19............18 AID—Arbuckle gravelly loam, 8 to 15 percent slopes................................. 19 CkF2—Cieneba rocky sandy loam, 15 to 50 percent slopes, eroded.........20 CIC—Cortina gravelly loamy sand, 2 to 8 percent slopes...........................22 CnC—Cortina gravelly coarse sandy loam, 2 to 8 percent slopes..............23 GaA—Garretson very fine sandy loam, 0 to 2 percent slopes....................24 GaC—Garretson very fine sandy loam, 2 to 8 percent slopes....................25 HcC—Hanford coarse sandy loam, 2 to 8 percent slopes.......................... 26 PID—Placentia fine sandy loam, 5 to 15 percent slopes.............................28 PmE—Placentia cobbly fine sandy loam, 8 to 25 percent slope s..............29 RaB2—Ramona sandy loam, 2 to 5 percent slopes, eroded......................31 RaD3—Ramona sandy loam, 8 to 15 percent slopes, severely eroded......32 RuF—Rough broken land............................................................................33 VsD2—Vista coarse sandy loam, 8 to 15 percent slopes, eroded..............34 Wg—Willows silty clay, saline-alkali............................................................35 References............................................................................................................37 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and 6 Custom Soil Resource Report identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 11 11 11 11 •11 11 11 ..11 11 :.11 11 it 11 11 cCRaD_3 - - AkC AIC j H tAbF - I RaD3; GaA AID ABC �I ` Ra02 -- � tea,• � C�m�C AID o;', z Hoff lgve r V IIIII�IIIII r Aa D V' r r AbF = RuF RuF lot a. RuF ,� 9`-► RuF. k i r, �I�VsD2 a•, .* PmE �'" ,:. AaD ,w�i ' • ' AaD QaD AaD 'WJ; '��` 11 11 •11 11 •11 11 �.iill 11 11 .•11 11 11 11 11 11 1 1 11 •11 •11 1 1 11 111 111 111 • Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) t� Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) 1:15,800. ® Stony Spot Soils Very Stony Spot Please rely on the bar scale on each map sheet for map 0 Soil Map Unit Polygons measurements. Wet Spot . � Soil Map Unit Lines C Other Source of Map: Natural Resources Conservation Service 0 Soil Map Unit Points Web Soil Survey LIRL: Special Line Features Special Point Features Coordinate System: Web Mercator(EPSG:3857) V Blowout Water Features Streams and Canals Maps from the Web Soil Survey are based on the Web Mercator Borrow Pit projection,which preserves direction and shape but distorts Transportation distance and area.A projection that preserves area,such as the Clay Spot Rails Albers equal-area conic projection,should be used if more Closed Depression ti Interstate Highways accurate calculations of distance or area are required. Gravel Pit US Routes This product is generated from the USDA-NRCS certified data as Gravelly Spot Major Roads of the version date(s)listed below. c Landfill Local Roads Soil Survey Area: Western Riverside Area,California Lava Flow Background Survey Area Data: Version 15,Sep 6,2022 Marsh or swamp Aerial Photography Soil map units are labeled(as space allows)for map scales Mine or Quarry 1:50,000 or larger. Miscellaneous Water Date(s)aerial images were photographed: Mar 14,2022—Mar l; Perennial Water 17,2022 Rock Outcrop The orthophoto or other base map on which the soil lines were Saline Spot compiled and digitized probably differs from the background Sandy Spot imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. Severely Eroded Spot Sinkhole Slide or Slip oa Sodic Spot 10 Custom Soil Resource Report Map Unit Legend (1994 SOIL MAP) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI AaD Altamont clay,5 to 15 percent 6.9 1.1% slopes AbF Altamont cobbly clay,8 to 35 293.1 47.1% percent slopes AkC Arbuckle loam,2 to 8 percent 0.8 0.1% slopes AIC Arbuckle gravelly loam,2 to 9 3.6 0.6% percent slopes,dry,MLRA 19 AID Arbuckle gravelly loam,8 to 15 14.2 2.3% percent slopes CkF2 Cieneba rocky sandy loam, 15 7.6 1.2% to 50 percent slopes,eroded CIC Cortina gravelly loamy sand,2 0.0 0.0% to 8 percent slopes CnC Cortina gravelly coarse sandy 15.9 2.5% loam,2 to 8 percent slopes GaA Garretson very fine sandy loam, 14.2 2.3% 0 to 2 percent slopes GaC Garretson very fine sandy loam, 13.9 2.2% 2 to 8 percent slopes HcC Hanford coarse sandy loam,2 0.7 0.1% to 8 percent slopes PID Placentia fine sandy loam,5 to 4.9 0.8% 15 percent slopes PmE Placentia cobbly fine sandy 5.1 0.8% loam,8 to 25 percent slope s RaB2 Ramona sandy loam,2 to 5 8.5 1.4% percent slopes,eroded RaD3 Ramona sandy loam,8 to 15 6.5 1.1% percent slopes,severely eroded RuF Rough broken land 113.4 18.2% VsD2 Vista coarse sandy loam,8 to 3.7 0.6% 15 percent slopes,eroded Wg Willows silty clay,saline-alkali 109.8 17.6% Totals for Area of Interest 622.9 100.0% Map Unit Descriptions (1994 SOIL MAP) The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. 11 Custom Soil Resource Report A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or Iandform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. 12 Custom Soil Resource Report The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 13 Custom Soil Resource Report Western Riverside Area, California AaD—Altamont clay, 5 to 15 percent slopes Map Unit Setting National map unit symbol: hcqg Elevation: 200 to 3,250 feet Mean annual precipitation: 9 to 25 inches Mean annual air temperature: 59 to 63 degrees F Frost-free period: 200 to 310 days Farmland classification: Farmland of statewide importance Map Unit Composition Altamont and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Altamont Setting Landform: Hills Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope Down-slope shape: Concave Across-slope shape: Linear Parent material: Residuum weathered from sedimentary rock Typical profile H1 - 0 to 18 inches: clay H2- 18 to 23 inches: silty clay H3- 23 to 27 inches: bedrock Properties and qualities Slope: 5 to 15 percent Depth to restrictive feature: 20 to 40 inches to paralithic bedrock Drainage class:Well drained Runoff class: Very high Capacity of the most limiting layer to transmit water(Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 1 percent Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Low(about 3.5 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: D Ecological site: R019XD001 CA- CLAYEY Hydric soil rating: No 14 Custom Soil Resource Report Minor Components Soper Percent of map unit: 5 percent Hydric soil rating: No Gaviota Percent of map unit: 5 percent Hydric soil rating: No Vallecitos Percent of map unit:2 percent Hydric soil rating: No Altamont Percent of map unit:2 percent Hydric soil rating: No Unnamed Percent of map unit: 1 percent Hydric soil rating: No AbF—Altamont cobbly clay, 8 to 35 percent slopes Map Unit Setting National map unit symbol: hcqk Elevation: 200 to 3,000 feet Mean annual precipitation: 12 to 25 inches Mean annual air temperature: 59 to 63 degrees F Frost-free period: 250 to 310 days Farmland classification: Not prime farmland Map Unit Composition Altamont and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Altamont Setting Landform: Hills Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope Down-slope shape: Concave Across-slope shape: Convex Parent material: Residuum weathered from sedimentary rock Typical profile H1 - 0 to 18 inches: cobbly clay H2- 18 to 23 inches: silty clay H3- 23 to 27 inches: bedrock 15 Custom Soil Resource Report Properties and qualities Slope: 8 to 35 percent Depth to restrictive feature: 20 to 40 inches to paralithic bedrock Drainage class:Well drained Runoff class: Very high Capacity of the most limiting layer to transmit water(Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 10 percent Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Very low(about 2.7 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 6e Hydrologic Soil Group: D Ecological site: R019XD001 CA- CLAYEY Hydric soil rating: No Minor Components Gaviota Percent of map unit: 5 percent Soper Percent of map unit: 5 percent Unnamed Percent of map unit: 3 percent Hydric soil rating: No Unnamed Percent of map unit:2 percent Hydric soil rating: No AkC—Arbuckle loam, 2 to 8 percent slopes Map Unit Setting National map unit symbol: hcqp Elevation: 100 to 1,600 feet Mean annual precipitation: 12 to 35 inches Mean annual air temperature: 57 to 64 degrees F Frost-free period: 200 to 280 days Farmland classification: Prime farmland if irrigated Map Unit Composition Arbuckle and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. 16 Custom Soil Resource Report Description of Arbuckle Setting Landform:Alluvial fans Landform position (three-dimensional):Tread Down-slope shape: Linear Across-slope shape: Linear Parent material:Alluvium derived from metasedimentary rock Typical profile H1 - 0 to 12 inches: loam H2- 12 to 26 inches: loam H3- 26 to 45 inches: gravelly loam H4 -45 to 68 inches: stratified sandy loam to very gravelly sandy clay loam Properties and qualities Slope: 2 to 8 percent Depth to restrictive feature: More than 80 inches Drainage class:Well drained Runoff class: High Capacity of the most limiting layer to transmit water(Ksat): Moderately high (0.20 to 0.57 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: Moderate (about 7.5 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: R019XD029CA- LOAMY Hydric soil rating: No Minor Components Garretson Percent of map unit: 5 percent Hydric soil rating: No Perkins Percent of map unit: 5 percent Hydric soil rating: No Cortina Percent of map unit: 5 percent Hydric soil rating: No 17 Custom Soil Resource Report AIC—Arbuckle gravelly loam, 2 to 9 percent slopes, dry, MLRA 19 Map Unit Setting National map unit symbol: 2w8cx Elevation: 690 to 1,470 feet Mean annual precipitation: 11 to 18 inches Mean annual air temperature: 64 to 65 degrees F Frost-free period: 325 to 359 days Farmland classification: Prime farmland if irrigated Map Unit Composition Arbuckle and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Arbuckle Setting Landform: Fan remnants Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread Down-slope shape: Linear Across-slope shape: Linear Parent material:Alluvium derived from igneous, metamorphic and sedimentary rock Typical profile Ap- 0 to 6 inches: gravelly loam A - 6 to 12 inches: gravelly very fine sandy loam Bw- 12 to 26 inches: gravelly loam Bt1 -26 to 30 inches: gravelly clay loam Bt2-30 to 45 inches: gravelly clay loam C-45 to 68 inches: very gravelly sandy loam Properties and qualities Slope: 2 to 9 percent Depth to restrictive feature: More than 80 inches Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Moderately high (0.20 to 0.60 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Maximum salinity: Nonsaline (0.2 to 0.5 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 6.7 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 3e 18 Custom Soil Resource Report Hydrologic Soil Group: C Ecological site: R019XD029CA- LOAMY Hydric soil rating: No Minor Components Perkins Percent of map unit: 5 percent Hydric soil rating: No Garretson Percent of map unit: 5 percent Hydric soil rating: No Cortina Percent of map unit: 5 percent Hydric soil rating: No AID—Arbuckle gravelly loam, 8 to 15 percent slopes Map Unit Setting National map unit symbol: hcqs Elevation: 100 to 1,600 feet Mean annual precipitation: 12 to 35 inches Mean annual air temperature: 57 to 64 degrees F Frost-free period: 200 to 280 days Farmland classification: Not prime farmland Map Unit Composition Arbuckle and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Arbuckle Setting Landform:Alluvial fans Landform position (three-dimensional):Tread Down-slope shape: Concave Across-slope shape: Linear Parent material:Alluvium derived from metasedimentary rock Typical profile H1 - 0 to 26 inches: gravelly loam H2- 26 to 45 inches: gravelly clay loam H3-45 to 68 inches: stratified very gravelly sandy loam to very gravelly sandy clay loam Properties and qualities Slope: 8 to 15 percent Depth to restrictive feature: More than 80 inches Drainage class:Well drained 19 Custom Soil Resource Report Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Moderately high (0.20 to 0.57 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: R019XD029CA- LOAMY Hydric soil rating: No Minor Components Perkins Percent of map unit: 5 percent Hydric soil rating: No Cortina Percent of map unit: 5 percent Hydric soil rating: No Garretson Percent of map unit: 5 percent Hydric soil rating: No CkF2—Cieneba rocky sandy loam, 15 to 50 percent slopes, eroded Map Unit Setting National map unit symbol: hcsf Elevation: 500 to 4,000 feet Mean annual precipitation: 12 to 35 inches Mean annual air temperature: 57 to 64 degrees F Frost-free period: 200 to 300 days Farmland classification: Not prime farmland Map Unit Composition Cieneba and similar soils: 75 percent Minor components: 25 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Cieneba Setting Landform: Hills Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope Down-slope shape: Concave 20 Custom Soil Resource Report Across-slope shape: Convex Parent material: Residuum weathered from igneous rock Typical profile H1 - 0 to 14 inches: sandy loam H2- 14 to 22 inches: weathered bedrock Properties and qualities Slope: 15 to 50 percent Depth to restrictive feature: 14 to 22 inches to paralithic bedrock Drainage class: Somewhat excessively drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat):Very low to moderately low(0.00 to 0.06 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: Very low(about 1.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: D Ecological site: R019XD060CA- SHALLOW LOAMY Hydric soil rating: No Minor Components Rock outcrop Percent of map unit: 10 percent Hydric soil rating: No Friant Percent of map unit: 3 percent Hydric soil rating: No Unnamed Percent of map unit: 3 percent Hydric soil rating: No Escondido Percent of map unit: 3 percent Hydric soil rating: No Vista Percent of map unit: 3 percent Hydric soil rating: No Fallbrook Percent of map unit: 3 percent Hydric soil rating: No 21 Custom Soil Resource Report CIC—Cortina gravelly loamy sand, 2 to 8 percent slopes Map Unit Setting National map unit symbol: hcsg Elevation: 30 to 2,400 feet Mean annual precipitation: 8 to 20 inches Mean annual air temperature: 61 to 63 degrees F Frost-free period: 240 to 270 days Farmland classification: Farmland of statewide importance Map Unit Composition Cortina and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Cortina Setting Landform:Alluvial fans Landform position (three-dimensional):Tread Down-slope shape: Concave Across-slope shape: Linear Parent material:Alluvium derived from metasedimentary rock Typical profile H1 - 0 to 23 inches: gravelly loamy sand H2- 23 to 38 inches: stratified very gravelly loamy sand to very gravelly loam H3-38 to 60 inches: stratified very gravelly sand to very gravelly loamy sand Properties and qualities Slope: 2 to 8 percent Depth to restrictive feature: More than 80 inches Drainage class: Somewhat excessively drained Runoff class: Very low Capacity of the most limiting layer to transmit water(Ksat): High (1.98 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: Rare Frequency of ponding: None Available water supply, 0 to 60 inches: Low(about 3.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7w Hydrologic Soil Group: A Ecological site: R019XD069CA- SANDY ALLUVIAL Hydric soil rating: No 22 Custom Soil Resource Report Minor Components Riverwash Percent of map unit: 10 percent Landform: Channels Hydric soil rating: Yes Garretson Percent of map unit: 5 percent Hydric soil rating: No CnC—Cortina gravelly coarse sandy loam, 2 to 8 percent slopes Map Unit Setting National map unit symbol: hcsj Elevation: 30 to 2,400 feet Mean annual precipitation: 8 to 20 inches Mean annual air temperature: 61 to 63 degrees F Frost-free period: 240 to 270 days Farmland classification: Farmland of statewide importance Map Unit Composition Cortina and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Cortina Setting Landform:Alluvial fans Landform position (two-dimensional):Toeslope Landform position (three-dimensional): Side slope Down-slope shape: Linear Across-slope shape: Linear Parent material:Alluvium derived from metasedimentary rock Typical profile H1 - 0 to 23 inches: gravelly sandy loam H2- 23 to 38 inches: stratified very gravelly loamy sand to very gravelly loam H3-38 to 60 inches: stratified very gravelly sand to very gravelly loamy sand Properties and qualities Slope: 2 to 8 percent Depth to restrictive feature: More than 80 inches Drainage class: Somewhat excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water(Ksat): High (1.98 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None 23 Custom Soil Resource Report Frequency of ponding: None Available water supply, 0 to 60 inches: Low(about 4.5 inches) Interpretive groups Land capability classification (irrigated): 3s Land capability classification (nonirrigated): 3e Hydrologic Soil Group: A Ecological site: R019XD035CA-SANDY Hydric soil rating: No Minor Components Arbuckle Percent of map unit: 10 percent Hydric soil rating: No Garretson Percent of map unit: 5 percent Hydric soil rating: No GaA—Garretson very fine sandy loam, 0 to 2 percent slopes Map Unit Setting National map unit symbol: hcv1 Elevation: 490 to 1,480 feet Mean annual precipitation: 12 to 25 inches Mean annual air temperature: 61 to 64 degrees F Frost-free period: 220 to 280 days Farmland classification: Prime farmland if irrigated Map Unit Composition Garretson and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Garretson Setting Landform:Alluvial fans Landform position (three-dimensional):Tread Down-slope shape: Linear Across-slope shape: Linear Parent material:Alluvium derived from metasedimentary rock Typical profile H1 - 0 to 10 inches: very fine sandy loam H2- 10 to 60 inches: loam Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Drainage class:Well drained 24 Custom Soil Resource Report Runoff class: Low Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: Moderate (about 9.0 inches) Interpretive groups Land capability classification (irrigated): 1 Land capability classification (nonirrigated): 3c Hydrologic Soil Group: B Ecological site: R019XD029CA- LOAMY Hydric soil rating: No Minor Components Perkins Percent of map unit: 5 percent Hydric soil rating: No Arbuckle Percent of map unit: 5 percent Hydric soil rating: No Cortina Percent of map unit: 5 percent Hydric soil rating: No GaC—Garretson very fine sandy loam, 2 to 8 percent slopes Map Unit Setting National map unit symbol: hcv2 Elevation: 430 to 1,740 feet Mean annual precipitation: 12 to 25 inches Mean annual air temperature: 61 to 64 degrees F Frost-free period: 220 to 280 days Farmland classification: Prime farmland if irrigated Map Unit Composition Garretson and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Garretson Setting Landform:Alluvial fans Landform position (three-dimensional):Tread Down-slope shape: Linear Across-slope shape: Linear 25 Custom Soil Resource Report Parent material:Alluvium derived from metasedimentary rock Typical profile H1 - 0 to 10 inches: very fine sandy loam H2- 10 to 60 inches: loam Properties and qualities Slope: 2 to 8 percent Depth to restrictive feature: More than 80 inches Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: Moderate (about 9.0 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: B Ecological site: R019XD029CA- LOAMY Hydric soil rating: No Minor Components Cortina Percent of map unit: 5 percent Hydric soil rating: No Arbuckle Percent of map unit: 5 percent Hydric soil rating: No Perkins Percent of map unit: 5 percent Hydric soil rating: No HcC—Hanford coarse sandy loam, 2 to 8 percent slopes Map Unit Setting National map unit symbol: 2y8tk Elevation: 680 to 2,930 feet Mean annual precipitation: 9 to 17 inches Mean annual air temperature: 63 to 65 degrees F Frost-free period: 290 to 365 days Farmland classification: Prime farmland if irrigated Map Unit Composition Hanford and similar soils: 85 percent Minor components: 15 percent 26 Custom Soil Resource Report Estimates are based on observations, descriptions, and transects of the mapunit. Description of Hanford Setting Landform:Alluvial fans Landform position (three-dimensional):Tread Down-slope shape: Linear Across-slope shape: Linear Parent material:Alluvium derived from granite Typical profile A -0 to 8 inches: coarse sandy loam C1 - 8 to 40 inches: fine sandy loam C2-40 to 60 inches: stratified loamy sand to coarse sandy loam Properties and qualities Slope: 2 to 8 percent Depth to restrictive feature: More than 80 inches Drainage class:Well drained Runoff class: Low Capacity of the most limiting layer to transmit water(Ksat): High (1.98 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 7.0 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: A Ecological site: R019XD012CA-SANDY Hydric soil rating: No Minor Components Greenfield Percent of map unit: 5 percent Landform:Alluvial fans Landform position (three-dimensional):Tread Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Ramona Percent of map unit: 5 percent Landform:Alluvial fans Landform position (three-dimensional):Tread Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Unnamed Percent of map unit:2 percent Hydric soil rating: No 27 Custom Soil Resource Report Tujunga Percent of map unit:2 percent Landform:Alluvial fans Landform position (three-dimensional):Tread Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Unnamed Percent of map unit: 1 percent Hydric soil rating: No PID—Placentia fine sandy loam, 5 to 15 percent slopes Map Unit Setting National map unit symbol: hcxw Elevation: 50 to 2,500 feet Mean annual precipitation: 12 to 18 inches Mean annual air temperature: 61 to 64 degrees F Frost-free period: 200 to 300 days Farmland classification: Not prime farmland Map Unit Composition Placentia and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Placentia Setting Landform:Terraces, alluvial fans Landform position (three-dimensional):Tread Down-slope shape: Linear Across-slope shape: Linear Parent material:Alluvium derived from granite Typical profile H1 - 0 to 18 inches: fine sandy loam H2- 18 to 39 inches: clay H3-39 to 57 inches: clay loam H4 - 57 to 60 inches: gravelly sandy loam Properties and qualities Slope: 5 to 15 percent Depth to restrictive feature: More than 80 inches Drainage class: Moderately well drained Runoff class: Very high Capacity of the most limiting layer to transmit water(Ksat):Very low to moderately low(0.00 to 0.06 in/hr) Depth to water table: More than 80 inches 28 Custom Soil Resource Report Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 5 percent Maximum salinity:Very slightly saline to moderately saline (2.0 to 8.0 mmhos/cm) Sodium adsorption ratio, maximum: 50.0 Available water supply, 0 to 60 inches: Low (about 4.8 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: D Ecological site: R019XD061 CA- CLAYPAN Hydric soil rating: No Minor Components Greenfield Percent of map unit: 5 percent Hydric soil rating: No Hanford Percent of map unit: 5 percent Hydric soil rating: No Ramona Percent of map unit:4 percent Hydric soil rating: No Unnamed, ponded Percent of map unit: 1 percent Landform: Depressions Hydric soil rating: Yes PmE—Placentia cobbly fine sandy loam, 8 to 25 percent slope s Map Unit Setting National map unit symbol: hcxx Elevation: 50 to 2,500 feet Mean annual precipitation: 12 to 18 inches Mean annual air temperature: 61 to 64 degrees F Frost-free period: 200 to 300 days Farmland classification: Not prime farmland Map Unit Composition Placentia and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Placentia Setting Landform:Terraces, alluvial fans 29 Custom Soil Resource Report Landform position (three-dimensional):Tread Down-slope shape: Linear, concave Across-slope shape: Linear, convex Parent material:Alluvium derived from granite Typical profile H1 - 0 to 18 inches: cobbly fine sandy loam H2- 18 to 39 inches: clay H3-39 to 57 inches: clay loam H4 - 57 to 60 inches: gravelly sandy loam Properties and qualities Slope: 8 to 25 percent Depth to restrictive feature: More than 80 inches Drainage class: Moderately well drained Runoff class: Very high Capacity of the most limiting layer to transmit water(Ksat):Very low to moderately low(0.00 to 0.06 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 5 percent Maximum salinity:Very slightly saline to moderately saline (2.0 to 8.0 mmhos/cm) Sodium adsorption ratio, maximum: 50.0 Available water supply, 0 to 60 inches: Low (about 4.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: D Ecological site: R019XD061 CA- CLAYPAN Hydric soil rating: No Minor Components Greenfield Percent of map unit: 5 percent Hydric soil rating: No Hanford Percent of map unit: 5 percent Hydric soil rating: No Ramona Percent of map unit:4 percent Hydric soil rating: No Unnamed, ponded Percent of map unit: 1 percent Landform: Depressions Hydric soil rating: Yes 30 Custom Soil Resource Report RaB2—Ramona sandy loam, 2 to 5 percent slopes, eroded Map Unit Setting National map unit symbol: hcy5 Elevation: 250 to 3,500 feet Mean annual precipitation: 10 to 20 inches Mean annual air temperature: 63 degrees F Frost-free period: 230 to 320 days Farmland classification: Prime farmland if irrigated Map Unit Composition Ramona and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ramona Setting Landform:Terraces, alluvial fans Landform position (three-dimensional):Tread Down-slope shape: Linear Across-slope shape: Linear Parent material:Alluvium derived from granite Typical profile H1 - 0 to 14 inches: sandy loam H2- 14 to 23 inches: fine sandy loam H3- 23 to 68 inches: sandy clay loam H4 - 68 to 74 inches: gravelly sandy loam Properties and qualities Slope: 2 to 5 percent Depth to restrictive feature: More than 80 inches Drainage class:Well drained Runoff class: Low Capacity of the most limiting layer to transmit water(Ksat): Moderately high (0.20 to 0.57 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 1 percent Available water supply, 0 to 60 inches: Moderate (about 8.1 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: R019XD029CA- LOAMY Hydric soil rating: No 31 Custom Soil Resource Report Minor Components Hanford Percent of map unit:4 percent Hydric soil rating: No Arlington Percent of map unit:4 percent Hydric soil rating: No Greenfield Percent of map unit:4 percent Hydric soil rating: No Tujunga Percent of map unit: 3 percent Hydric soil rating: No RaD3—Ramona sandy loam, 8 to 15 percent slopes, severely eroded Map Unit Setting National map unit symbol: hcyb Elevation: 250 to 3,500 feet Mean annual precipitation: 10 to 20 inches Mean annual air temperature: 63 degrees F Frost-free period: 230 to 320 days Farmland classification: Not prime farmland Map Unit Composition Ramona and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ramona Setting Landform:Terraces, alluvial fans Landform position (three-dimensional):Tread Down-slope shape: Linear, concave Across-slope shape: Linear Parent material:Alluvium derived from granite Typical profile H1 - 0 to 8 inches: sandy loam H2- 8 to 17 inches: fine sandy loam H3- 17 to 68 inches: sandy clay loam H4 - 68 to 74 inches: gravelly sandy loam Properties and qualities Slope: 8 to 15 percent Depth to restrictive feature: More than 80 inches 32 Custom Soil Resource Report Drainage class:Well drained Runoff class: High Capacity of the most limiting layer to transmit water(Ksat): Moderately high (0.20 to 0.57 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 1 percent Available water supply, 0 to 60 inches: Moderate (about 8.4 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: C Ecological site: R019XD029CA- LOAMY Hydric soil rating: No Minor Components Greenfield Percent of map unit: 5 percent Hydric soil rating: No Hanford Percent of map unit: 5 percent Hydric soil rating: No Tujunga Percent of map unit: 5 percent Hydric soil rating: No RuF—Rough broken land Map Unit Composition Rough broken land: 100 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Rough Broken Land Setting Down-slope shape: Concave Across-slope shape: Convex Parent material: Residuum derived from mixed sources Typical profile H1 - 0 to 60 inches: unweathered bedrock Properties and qualities Slope: 30 to 50 percent Depth to restrictive feature: 0 to 3 inches to paralithic bedrock Runoff class: Very high 33 Custom Soil Resource Report Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydric soil rating: No VsD2—Vista coarse sandy loam, 8 to 15 percent slopes, eroded Map Unit Setting National map unit symbol: hczy Elevation: 400 to 3,900 feet Mean annual precipitation: 10 to 18 inches Mean annual air temperature: 59 to 64 degrees F Frost-free period: 210 to 300 days Farmland classification: Not prime farmland Map Unit Composition Vista and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Vista Setting Landform: Hills Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope Down-slope shape: Concave Across-slope shape: Convex Parent material: Residuum weathered from granite and/or residuum weathered from granodiorite Typical profile H1 - 0 to 15 inches: coarse sandy loam H2- 15 to 24 inches: coarse sandy loam H3- 24 to 28 inches: weathered bedrock Properties and qualities Slope: 8 to 15 percent Depth to restrictive feature: 20 to 40 inches to paralithic bedrock Drainage class:Well drained Runoff class: Low Capacity of the most limiting layer to transmit water(Ksat):Very low to moderately low(0.00 to 0.06 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: Very low(about 2.4 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Ecological site: R019XD029CA- LOAMY 34 Custom Soil Resource Report Hydric soil rating: No Minor Components Bonsall Percent of map unit: 5 percent Hydric soil rating: No Cieneba Percent of map unit: 5 percent Hydric soil rating: No Fallbrook Percent of map unit: 5 percent Hydric soil rating: No Wg—Willows silty clay, saline-alkali Map Unit Setting National map unit symbol: hd08 Elevation: 0 to 1,700 feet Mean annual precipitation: 19 inches Mean annual air temperature: 61 degrees F Frost-free period: 210 to 250 days Farmland classification: Farmland of statewide importance Map Unit Composition Willows and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Willows Setting Landform: Basin floors Landform position (three-dimensional):Talf Down-slope shape: Linear Across-slope shape: Linear Parent material:Alluvium derived from mixed sources Typical profile H1 - 0 to 10 inches: silty clay H2- 10 to 60 inches: clay Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Drainage class: Poorly drained Runoff class: Very high Capacity of the most limiting layer to transmit water(Ksat):Very low to moderately low(0.00 to 0.06 in/hr) Depth to water table:About 0 inches 35 Custom Soil Resource Report Frequency of flooding: Rare Frequency of ponding: None Calcium carbonate, maximum content. 5 percent Maximum salinity: Slightly saline to strongly saline (4.0 to 16.0 mmhos/cm) Sodium adsorption ratio, maximum: 2.0 Available water supply, 0 to 60 inches: Low (about 5.1 inches) Interpretive groups Land capability classification (irrigated): 3w Land capability classification (nonirrigated): 4w Hydrologic Soil Group: D Ecological site: R019XD068CA-SILTY BASIN Hydric soil rating: No Minor Components Madera Percent of map unit. 5 percent Hydric soil rating: No Chino Percent of map unit. 5 percent Hydric soil rating: No Domino Percent of map unit. 5 percent Hydric soil rating: No 36 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/ nres/detail/national/soils/?cid=nres 142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nresl42p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=nres142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 37 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/ nres/detail/soils/scientists/?cid=nres142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nres142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl 42p2_052290.pdf 38 Appendix EXISTING CONDITION HYDROLOGY RATIONAL METHOD & KEY MAP DRAINAGE AREA A TRIBUTARY \\ \ NODE 10-YR STORM RUNOFF TC (MIN.) 100-YR STORM RUNOFF TC (MIN.) AREA AC. 102 Q10 = 13.35 CFS 13.39 Q100 = 22.29 CFS 13.39 9.75 103 Q10 = 56.67 CFS 16.31 Q100 = 93.93 CFS 15.85 41.88 104 Q10 = 178.35 CFS 24.92 Q100 = 299.61 CFS 23.14 150.09 106 Q10 = 14.55 CFS 11.10 Q100 = 23.59 CFS 11.10 8.91 107 Q10 = 197.59 CFS 27.49 Q100 = 332.50 CPS 25.31 1 168.50 S R�A�, I \ DRAINAGE AREA B TRIBUTARY L vNODE 1 O-YR STORM RUNOFF TC (MIN.) 100-YR STORM RUNOFF TC (MIN.) AREA(AC.) - - - - - ----- 202 Q10_ _ _ 2.67 CFS 8.42 Q100 4.44 CFS 8.42 1.43 203 6 10 = 17.23 CFS 11.14 Q700 = 29.25 CFS 10.72 10.36 __ __ -- -- - - ------- 204 Q70 = 46.47 CFS 13.24 Q700 = 77.05 CFS 12.56 29.87 \ DRAINAGE AREA C TRIBUTARY \ \\\ \\ \ NODE 10-YR STORM RUNOFF TC (MIN.) 100-YR STORM RUNOFF TC (MIN.) AREA(AC.) 302 Q10 = 6.26 CFS 10.42 Q100 = 10.47 CFS 10.42 3.72 303 010 = 35.01 CFS 15.12 0100 = 60.15 CFS 14.39 24.19 SOIL SOIEg // soil oc` \ \\ i\JS 'S�� ' DRAINAGE AREA D TRIBUTARY NODE 10-YR STORM RUNOFF TC (MIN.) 100-YR STORM RUNOFF TC (MIN.) AREA(AC. 401 Q10 = 180.10 CFS 14.20 Q100 = 297.40 CFS 14.20 131.40 I \� \ ` ��` ' y 402 Q10 = 213.90 CFS 17.43 Q100 = 352.73 CFS 16.94 155.68 ma SOIL C / \ ` q� r 404 010 = 11.39 CFS 9.25 0100 = 18.44 CFS 9.25 6.39 I SOIL O \ \ 405 Q10 = 234.91 CFS 19.69 Q100 = 387.78 CFS 18.86 172.71 _ •�Gf3'406 / \ `� 406 010 = 258.99 CFS 23.79 0100 = 428.57 CPS 22.33 194.30 OLm=42857 \ ELEY. I.W..0 / \ \ O \ \ / Ds SOIL B \ \ SOIL O \ `\ / ZZLV 12590 D1 \ - - - - -- -- --- 405 \ / F \q \ \ PLm 297.4 CFS 6 - --- \ TO=142 ANW \' � \ \\ 20.47 / \ \ \\ \ • tf J6557 bYm xY \ ` !1 \ • d ` ' �..I A P=IJL 4 AG IR \ o,•,=nay \ . 7258o 302 Rzy 1J28o W17 \ 14Q7.0 / i TERRA CINA 6.39 \ TRACT J6557 �'15Z.0 Euv>1�so \ \\ o \i � =197r59 CfS,ol ZLY A6 11670 \ \ \ \ _ 14GYL EZEV \ \ 40 18.4 za y l,S�, �L -1 1 \ I � 146 I 1.43 104 =77835 4x3' v'�j O�m=299.61 Q's•/ - - EZEP f275o Y� \ • � � fir- - �"" mo • A5 L=758' \\ I < ms 1170 loft mz>J94o f I \ e 4r+ ! r Al \\ LEGEND r• ` I \ `y/ t,�, i - `, aa� auN�Rr0 o MINOR A ea SOW GROUP BOUNp4RY •� ._ ` I \ � �.• 'Y A 7R/BWW AREA&'9 W47KW .4 �"• • _ 7RLauTARYAVE4 ACAE46F ZZZ�-EEEYAIXkV®NODE XX NOL74L PO/NT REffhfW,' or EX/ST/NG COND/AON � HYDROGOLY KEY MAP g 200' 0 200' 400' 600' BM(ER/NDUS7RM SCALE IN FEET COUN OF RIVERSIDE - FILE ro: ne - c�cw:ee 7 - 100 YEAR EXISTING CONDITION Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/10/23 File:1994E100A.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA A EXISTING CONDITION RCFC&WCD 100-YR STORM BY: AB ------------------------------------------------------------------------ ********* 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 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.450(In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 439.000 (Ft.) Top (of initial area) elevation = 1399.000(Ft.) Bottom (of initial area) elevation = 1394.000 (Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.01139 s(percent)= 1.14 TC = k(0.480)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 13.394 min. Rainfall intensity = 2.847 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.803 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 = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 22.286(CFS) Total initial stream area = 9.750 (Ac.) Pervious area fraction = 0.800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1394.000(Ft.) End of natural channel elevation = 1340.000(Ft.) Length of natural channel = 816.000 (Ft.) Estimated mean flow rate at midpoint of channel = 59.005(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 5.53(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0662 Corrected/adjusted channel slope = 0.0662 Travel time = 2.46 min. TC = 15.85 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.845 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.040 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.960 RI index for soil(AMC 2) = 88.56 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.639(In/Hr) for a 100.0 year storm Subarea runoff = 71.646(CFS) for 32.130(Ac.) Total runoff = 93.931(CFS) Total area = 41.880 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1340.000(Ft.) End of natural channel elevation = 1275.000(Ft.) Length of natural channel = 2280.000 (Ft.) Estimated mean flow rate at midpoint of channel = 172.959(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 5.21(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0285 Corrected/adjusted channel slope = 0.0285 Travel time = 7.29 min. TC = 23.14 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea 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) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.226(In/Hr) for a 100.0 year storm Subarea runoff = 131.461(CFS) for 70.470(Ac.) Total runoff = 225.393(CFS) Total area = 112.350 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 112.350(Ac.) Runoff from this stream = 225.393(CFS) Time of concentration = 23.14 min. Rainfall intensity = 2.226(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 106.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 758.000 (Ft.) Top (of initial area) elevation = 1435.000(Ft.) Bottom (of initial area) elevation = 1327.000 (Ft.) Difference in elevation = 108.000(Ft.) Slope = 0.14248 s(percent)= 14.25 TC = k(0.530) *[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 11.102 min. Rainfall intensity = 3.098(In/Hr) for a 100.0 year storm 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 = 23.590(CFS) Total initial stream area = 8.910 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 104.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1327.000(Ft.) End of natural channel elevation = 1275.000(Ft.) Length of natural channel = 1246.000 (Ft.) Estimated mean flow rate at midpoint of channel = 61.754 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 4.48(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0417 Corrected/adjusted channel slope = 0.0417 Travel time = 4.64 min. TC = 15.74 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea 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) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.648(In/Hr) for a 100.0 year storm Subarea runoff = 64.676(CFS) for 28.830(Ac.) Total runoff = 88.266(CFS) Total area = 37.740 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 37.740(Ac.) Runoff from this stream = 88.266(CFS) Time of concentration = 15.74 min. Rainfall intensity = 2.648 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 225.393 23.14 2.226 2 88.266 15.74 2.648 Largest stream flow has longer time of concentration Qp = 225.393 + sum of Qb Ia/Ib 88.266 * 0.841 = 74.213 Qp = 299.605 Total of 2 main streams to confluence: Flow rates before confluence point: 225.393 88.266 Area of streams before confluence: 112.350 37.740 Results of confluence: Total flow rate = 299.605(CFS) Time of concentration = 23.141 min. Effective stream area after confluence = 150.090 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 107.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1275.000(Ft.) End of natural channel elevation = 1267.000(Ft.) Length of natural channel = 580.000 (Ft.) Estimated mean flow rate at midpoint of channel = 317.980 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 4.46(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0138 Corrected/adjusted channel slope = 0.0138 Travel time = 2.17 min. TC = 25.31 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea 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) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.138(In/Hr) for a 100.0 year storm Subarea runoff = 32.894 (CFS) for 18.410(Ac.) Total runoff = 332.500(CFS) Total area = 168.500 (Ac.) End of computations, total study area = 168.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.988 Area averaged RI index number = 88.1 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/10/23 File:1994E100B.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA B EXISTING CONDITION RCFC&WCD 100-YR STORM BY: AB ------------------------------------------------------------------------ ********* 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 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.450(In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 511.000 (Ft.) Top (of initial area) elevation = 1532.000(Ft.) Bottom (of initial area) elevation = 1400.000 (Ft.) Difference in elevation = 132.000(Ft.) Slope = 0.25832 s(percent)= 25.83 TC = k(0.530)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 8.418 min. Rainfall intensity = 3.509(In/Hr) for a 100.0 year storm 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 Initial subarea runoff = 4.314 (CFS) Total initial stream area = 1.430 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1400.000(Ft.) End of natural channel elevation = 1299.000(Ft.) Length of natural channel = 719.000 (Ft.) Estimated mean flow rate at midpoint of channel = 17.782 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 5.16(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.1405 Corrected/adjusted channel slope = 0.1283 Travel time = 2.32 min. TC = 10.74 min. Adding area flow to channel 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 Rainfall intensity = 3.145(In/Hr) for a 100.0 year storm Subarea runoff = 24.015(CFS) for 8.930(Ac.) Total runoff = 28.328(CFS) Total area = 10.360 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1299.000(Ft.) End of natural channel elevation = 1258.000(Ft.) Length of natural channel = 918.000 (Ft.) Estimated mean flow rate at midpoint of channel = 55.003(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity(ft/s) _ (7 + 8 (q(English Units) ^.352) (slope^0.5) Velocity using mean channel flow = 8.41(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0447 Corrected/adjusted channel slope = 0.0447 Travel time = 1.82 min. TC = 12.56 min. Adding area flow to channel 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 = 2.931(In/Hr) for a 100.0 year storm Subarea runoff = 48.722 (CFS) for 19.510(Ac.) Total runoff = 77.050(CFS) Total area = 29.870 (Ac.) End of computations, total study area = 29.87 (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 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/10/23 File:1994E100C.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA C EXISTING CONDITION RCFC&WCD 100-YR STORM BY: AB ------------------------------------------------------------------------ ********* 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 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.450(In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 846.000 (Ft.) Top (of initial area) elevation = 1532.000(Ft.) Bottom (of initial area) elevation = 1326.000 (Ft.) Difference in elevation = 206.000(Ft.) Slope = 0.24350 s(percent)= 24.35 TC = k(0.530)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 10.421 min. Rainfall intensity = 3.188(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea 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 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 10.148(CFS) Total initial stream area = 3.720 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1326.000(Ft.) End of natural channel elevation = 1259.000(Ft.) Length of natural channel = 1104.000 (Ft.) Estimated mean flow rate at midpoint of channel = 38.067 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 4.59(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0607 Corrected/adjusted channel slope = 0.0607 Travel time = 4.01 min. TC = 14.43 min. Adding area flow to channel 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 Rainfall intensity = 2.753(In/Hr) for a 100.0 year storm Subarea runoff = 47.858(CFS) for 20.470(Ac.) Total runoff = 58.006(CFS) Total area = 24.190 (Ac.) End of computations, total study area = 24.19 (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 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/10/23 File:1994E100D.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA D EXISTING CONDITION RCFC&WCD 100-YR STORM BY: AB ------------------------------------------------------------------------ ********* 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 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.450(In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 401.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.773(In/Hr) for a 100.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.801 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 = 0.800; Impervious fraction = 0.200 User specified values are as follows: TC = 14.20 min. Rain intensity = 2.77 (In/Hr) Total area = 131.40(Ac.) Total runoff = 297.40 (CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1283.000(Ft.) End of natural channel elevation = 1276.000(Ft.) Length of natural channel = 646.000 (Ft.) Estimated mean flow rate at midpoint of channel = 310.482 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 3.93(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0108 Corrected/adjusted channel slope = 0.0108 Travel time = 2.74 min. TC = 16.94 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea 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) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.562 (In/Hr) for a 100.0 year storm Subarea runoff = 25.041(CFS) for 11.560(Ac.) Total runoff = 322.441(CFS) Total area = 142.960 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 402.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 142.960(Ac.) Runoff from this stream = 322.441 (CFS) Time of concentration = 16.94 min. Rainfall intensity = 2.562 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 404.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 470.000 (Ft.) Top (of initial area) elevation = 1464.000(Ft.) Bottom (of initial area) elevation = 1400.000 (Ft.) Difference in elevation = 64.000(Ft.) Slope = 0.13617 s(percent)= 13.62 TC = k(0.530) *[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 9.253 min. Rainfall intensity = 3.363(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 Initial subarea runoff = 18.436(CFS) Total initial stream area = 6.390 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 402.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1400.000(Ft.) End of natural channel elevation = 1276.000(Ft.) Length of natural channel = 1250.000 (Ft.) Estimated mean flow rate at midpoint of channel = 27.567 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 5.25(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0992 Corrected/adjusted channel slope = 0.0992 Travel time = 3.97 min. TC = 13.22 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea 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) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.864 (In/Hr) for a 100.0 year storm Subarea runoff = 15.429(CFS) for 6.330(Ac.) Total runoff = 33.865(CFS) Total area = 12.720 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 402.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 12.720(Ac.) Runoff from this stream = 33.865(CFS) Time of concentration = 13.22 min. Rainfall intensity = 2.864 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 322.441 16.94 2.562 2 33.865 13.22 2.864 Largest stream flow has longer time of concentration Qp = 322.441 + sum of Qb Ia/Ib 33.865 * 0.894 = 30.289 Qp = 352.730 Total of 2 main streams to confluence: Flow rates before confluence point: 322.441 33.865 Area of streams before confluence: 142.960 12.720 Results of confluence: Total flow rate = 352.730 (CFS) Time of concentration = 16.940 min. Effective stream area after confluence = 155.680 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 405.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1276.000(Ft.) End of natural channel elevation = 1272.000(Ft.) Length of natural channel = 440.000 (Ft.) Estimated mean flow rate at midpoint of channel = 372.023(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 3.83(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0091 Corrected/adjusted channel slope = 0.0091 Travel time = 1.92 min. TC = 18.86 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea 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) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.441(In/Hr) for a 100.0 year storm Subarea runoff = 35.048(CFS) for 17.030(Ac.) Total runoff = 387.777 (CFS) Total area = 172.710 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 406.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1272.000(Ft.) End of natural channel elevation = 1261.000(Ft.) Length of natural channel = 936.000 (Ft.) Estimated mean flow rate at midpoint of channel = 412.015(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 4.49(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0118 Corrected/adjusted channel slope = 0.0118 Travel time = 3.47 min. TC = 22.33 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.835 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.030 Decimal fraction soil group C = 0.100 Decimal fraction soil group D = 0.870 RI index for soil(AMC 2) = 88.37 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.262 (In/Hr) for a 100.0 year storm Subarea runoff = 40.792 (CFS) for 21.590(Ac.) Total runoff = 428.569(CFS) Total area = 194.300 (Ac.) End of computations, total study area = 194.30 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.865 Area averaged RI index number = 79.5 10 YEAR EXISTING CONDITION Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/10/23 File:1994E10A.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA A EXISTING CONDITION RCFC&WCD 10-YR STORM BY: AB ------------------------------------------------------------------------ ********* 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 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.920(In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 439.000 (Ft.) Top (of initial area) elevation = 1399.000(Ft.) Bottom (of initial area) elevation = 1394.000 (Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.01139 s(percent)= 1.14 TC = k(0.480)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 13.394 min. Rainfall intensity = 1.807 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.758 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 = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 13.353(CFS) Total initial stream area = 9.750 (Ac.) Pervious area fraction = 0.800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1394.000(Ft.) End of natural channel elevation = 1340.000(Ft.) Length of natural channel = 816.000 (Ft.) Estimated mean flow rate at midpoint of channel = 35.354 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 4.67 (Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0662 Corrected/adjusted channel slope = 0.0662 Travel time = 2.91 min. TC = 16.31 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.815 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.040 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.960 RI index for soil(AMC 2) = 88.56 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.654 (In/Hr) for a 10.0 year storm Subarea runoff = 43.318(CFS) for 32.130(Ac.) Total runoff = 56.671(CFS) Total area = 41.880 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1340.000(Ft.) End of natural channel elevation = 1275.000(Ft.) Length of natural channel = 2280.000 (Ft.) Estimated mean flow rate at midpoint of channel = 104.349(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 4.41(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0285 Corrected/adjusted channel slope = 0.0285 Travel time = 8.61 min. TC = 24.92 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.803 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 = 1.367 (In/Hr) for a 10.0 year storm Subarea runoff = 77.352 (CFS) for 70.470(Ac.) Total runoff = 134.022 (CFS) Total area = 112.350 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 112.350(Ac.) Runoff from this stream = 134.022 (CFS) Time of concentration = 24.92 min. Rainfall intensity = 1.367 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 106.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 758.000 (Ft.) Top (of initial area) elevation = 1435.000(Ft.) Bottom (of initial area) elevation = 1327.000 (Ft.) Difference in elevation = 108.000(Ft.) Slope = 0.14248 s(percent)= 14.25 TC = k(0.530) *[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 11.102 min. Rainfall intensity = 1.966(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea 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) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 14.549(CFS) Total initial stream area = 8.910 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 104.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1327.000(Ft.) End of natural channel elevation = 1275.000(Ft.) Length of natural channel = 1246.000 (Ft.) Estimated mean flow rate at midpoint of channel = 38.086(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 3.82 (Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0417 Corrected/adjusted channel slope = 0.0417 Travel time = 5.44 min. TC = 16.54 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea 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) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.643(In/Hr) for a 10.0 year storm Subarea runoff = 38.752 (CFS) for 28.830(Ac.) Total runoff = 53.301(CFS) Total area = 37.740 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 37.740(Ac.) Runoff from this stream = 53.301 (CFS) Time of concentration = 16.54 min. Rainfall intensity = 1.643(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 134.022 24.92 1.367 2 53.301 16.54 1.643 Largest stream flow has longer time of concentration Qp = 134.022 + sum of Qb Ia/Ib 53.301 * 0.832 = 44.329 Qp = 178.351 Total of 2 main streams to confluence: Flow rates before confluence point: 134.022 53.301 Area of streams before confluence: 112.350 37.740 Results of confluence: Total flow rate = 178.351 (CFS) Time of concentration = 24.916 min. Effective stream area after confluence = 150.090 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 107.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1275.000(Ft.) End of natural channel elevation = 1267.000(Ft.) Length of natural channel = 580.000 (Ft.) Estimated mean flow rate at midpoint of channel = 189.289(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 3.76(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0138 Corrected/adjusted channel slope = 0.0138 Travel time = 2.57 min. TC = 27.49 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.799 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 = 1.308(In/Hr) for a 10.0 year storm Subarea runoff = 19.240(CFS) for 18.410(Ac.) Total runoff = 197.591(CFS) Total area = 168.500 (Ac.) End of computations, total study area = 168.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.988 Area averaged RI index number = 88.1 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/10/23 File:1994E1OB.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA B EXISTING CONDITION RCFC&WCD 10-YR STORM BY: AB ------------------------------------------------------------------------ ********* 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 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.920(In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 511.000 (Ft.) Top (of initial area) elevation = 1532.000(Ft.) Bottom (of initial area) elevation = 1400.000 (Ft.) Difference in elevation = 132.000(Ft.) Slope = 0.25832 s(percent)= 25.83 TC = k(0.530)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 8.418 min. Rainfall intensity = 2.227 (In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea 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) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 2.669(CFS) Total initial stream area = 1.430 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1400.000(Ft.) End of natural channel elevation = 1299.000(Ft.) Length of natural channel = 719.000 (Ft.) Estimated mean flow rate at midpoint of channel = 11.002 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 4.40(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.1405 Corrected/adjusted channel slope = 0.1283 Travel time = 2.72 min. TC = 11.14 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea 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) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.963(In/Hr) for a 10.0 year storm Subarea runoff = 14.557 (CFS) for 8.930(Ac.) Total runoff = 17.226(CFS) Total area = 10.360 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1299.000(Ft.) End of natural channel elevation = 1258.000(Ft.) Length of natural channel = 918.000 (Ft.) Estimated mean flow rate at midpoint of channel = 33.446(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity(ft/s) _ (7 + 8 (q(English Units) ^.352) (slope^0.5) Velocity using mean channel flow = 7.30(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0447 Corrected/adjusted channel slope = 0.0447 Travel time = 2.10 min. TC = 13.24 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea 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) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.817 (In/Hr) for a 10.0 year storm Subarea runoff = 29.246(CFS) for 19.510(Ac.) Total runoff = 46.472 (CFS) Total area = 29.870 (Ac.) End of computations, total study area = 29.87 (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 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 04/10/23 File:1994E1OC.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA C EXISTING CONDITION RCFC&WCD 10-YR STORM BY: AB ------------------------------------------------------------------------ ********* 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 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.920(In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 846.000 (Ft.) Top (of initial area) elevation = 1532.000(Ft.) Bottom (of initial area) elevation = 1326.000 (Ft.) Difference in elevation = 206.000(Ft.) Slope = 0.24350 s(percent)= 24.35 TC = k(0.530)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 10.421 min. Rainfall intensity = 2.023(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea 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) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 6.263(CFS) Total initial stream area = 3.720 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1326.000(Ft.) End of natural channel elevation = 1259.000(Ft.) Length of natural channel = 1104.000 (Ft.) Estimated mean flow rate at midpoint of channel = 23.495(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 3.91(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0607 Corrected/adjusted channel slope = 0.0607 Travel time = 4.70 min. TC = 15.12 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea 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 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 = 1.711(In/Hr) for a 10.0 year storm Subarea runoff = 28.751 (CFS) for 20.470(Ac.) Total runoff = 35.014 (CFS) Total area = 24.190 (Ac.) End of computations, total study area = 24.19 (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 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/10/23 File:1994E1OD.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA D EXISTING CONDITION RCFC&WCD 10-YR STORM BY: AB ------------------------------------------------------------------------ ********* 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 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.920(In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 401.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 1.760(In/Hr) for a 10.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.755 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 = 0.800; Impervious fraction = 0.200 User specified values are as follows: TC = 14.20 min. Rain intensity = 1.76(In/Hr) Total area = 131.40(Ac.) Total runoff = 180.10 (CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1283.000(Ft.) End of natural channel elevation = 1276.000(Ft.) Length of natural channel = 646.000 (Ft.) Estimated mean flow rate at midpoint of channel = 188.022 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 3.33(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0108 Corrected/adjusted channel slope = 0.0108 Travel time = 3.23 min. TC = 17.43 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea 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) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.605(In/Hr) for a 10.0 year storm Subarea runoff = 15.143(CFS) for 11.560(Ac.) Total runoff = 195.243(CFS) Total area = 142.960 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 402.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 142.960(Ac.) Runoff from this stream = 195.243(CFS) Time of concentration = 17.43 min. Rainfall intensity = 1.605(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 404.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 470.000 (Ft.) Top (of initial area) elevation = 1464.000(Ft.) Bottom (of initial area) elevation = 1400.000 (Ft.) Difference in elevation = 64.000(Ft.) Slope = 0.13617 s(percent)= 13.62 TC = k(0.530) *[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 9.253 min. Rainfall intensity = 2.134 (In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea 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) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 11.394 (CFS) Total initial stream area = 6.390 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 402.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1400.000(Ft.) End of natural channel elevation = 1276.000(Ft.) Length of natural channel = 1250.000 (Ft.) Estimated mean flow rate at midpoint of channel = 17.038 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 4.48(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0992 Corrected/adjusted channel slope = 0.0992 Travel time = 4.65 min. TC = 13.90 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea 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) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.777 (In/Hr) for a 10.0 year storm Subarea runoff = 9.265(CFS) for 6.330(Ac.) Total runoff = 20.659(CFS) Total area = 12.720 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 402.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 12.720(Ac.) Runoff from this stream = 20.659(CFS) Time of concentration = 13.90 min. Rainfall intensity = 1.777 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 195.243 17.43 1.605 2 20.659 13.90 1.777 Largest stream flow has longer time of concentration Qp = 195.243 + sum of Qb Ia/Ib 20.659 * 0.903 = 18.658 Qp = 213.901 Total of 2 main streams to confluence: Flow rates before confluence point: 195.243 20.659 Area of streams before confluence: 142.960 12.720 Results of confluence: Total flow rate = 213.901 (CFS) Time of concentration = 17.433 min. Effective stream area after confluence = 155.680 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 405.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1276.000(Ft.) End of natural channel elevation = 1272.000(Ft.) Length of natural channel = 440.000 (Ft.) Estimated mean flow rate at midpoint of channel = 225.601 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 3.24 (Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0091 Corrected/adjusted channel slope = 0.0091 Travel time = 2.26 min. TC = 19.69 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.812 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 = 1.519(In/Hr) for a 10.0 year storm Subarea runoff = 21.007 (CFS) for 17.030(Ac.) Total runoff = 234.908(CFS) Total area = 172.710 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 406.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1272.000(Ft.) End of natural channel elevation = 1261.000(Ft.) Length of natural channel = 936.000 (Ft.) Estimated mean flow rate at midpoint of channel = 249.591 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 3.81(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0118 Corrected/adjusted channel slope = 0.0118 Travel time = 4.10 min. TC = 23.79 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.799 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.030 Decimal fraction soil group C = 0.100 Decimal fraction soil group D = 0.870 RI index for soil(AMC 2) = 88.37 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.395(In/Hr) for a 10.0 year storm Subarea runoff = 24.084 (CFS) for 21.590(Ac.) Total runoff = 258.992 (CFS) Total area = 194.300 (Ac.) End of computations, total study area = 194.30 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.865 Area averaged RI index number = 79.5 5 YEAR EXISTING CONDITION Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/10/23 File:1994E5A.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA A EXISTING CONDITION RCFC&WCD 5-YR STORM BY: AB ------------------------------------------------------------------------ ********* 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) = 5.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 5.0 Calculated rainfall intensity data: 1 hour intensity = 0.761 (In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 439.000 (Ft.) Top (of initial area) elevation = 1399.000(Ft.) Bottom (of initial area) elevation = 1394.000 (Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.01139 s(percent)= 1.14 TC = k(0.480)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 13.394 min. Rainfall intensity = 1.494 (In/Hr) for a 5.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.610 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 1) = 57.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 8.889(CFS) Total initial stream area = 9.750 (Ac.) Pervious area fraction = 0.800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1394.000(Ft.) End of natural channel elevation = 1340.000(Ft.) Length of natural channel = 816.000 (Ft.) Estimated mean flow rate at midpoint of channel = 23.536(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 4.09(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0662 Corrected/adjusted channel slope = 0.0662 Travel time = 3.33 min. TC = 16.72 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.684 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.040 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.960 RI index for soil(AMC 1) = 75.70 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.352 (In/Hr) for a 5.0 year storm Subarea runoff = 29.691 (CFS) for 32.130(Ac.) Total runoff = 38.580(CFS) Total area = 41.880 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1340.000(Ft.) End of natural channel elevation = 1275.000(Ft.) Length of natural channel = 2280.000 (Ft.) Estimated mean flow rate at midpoint of channel = 71.039(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 3.89(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0285 Corrected/adjusted channel slope = 0.0285 Travel time = 9.78 min. TC = 26.50 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.655 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.099(In/Hr) for a 5.0 year storm Subarea runoff = 50.699(CFS) for 70.470(Ac.) Total runoff = 89.279(CFS) Total area = 112.350 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 112.350(Ac.) Runoff from this stream = 89.279(CFS) Time of concentration = 26.50 min. Rainfall intensity = 1.099(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 106.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 758.000 (Ft.) Top (of initial area) elevation = 1435.000(Ft.) Bottom (of initial area) elevation = 1327.000 (Ft.) Difference in elevation = 108.000(Ft.) Slope = 0.14248 s(percent)= 14.25 TC = k(0.530) *[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 11.102 min. Rainfall intensity = 1.626(In/Hr) for a 5.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.718 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 10.401(CFS) Total initial stream area = 8.910 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 104.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1327.000(Ft.) End of natural channel elevation = 1275.000(Ft.) Length of natural channel = 1246.000 (Ft.) Estimated mean flow rate at midpoint of channel = 27.227 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 3.42 (Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0417 Corrected/adjusted channel slope = 0.0417 Travel time = 6.08 min. TC = 17.18 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.688 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.336(In/Hr) for a 5.0 year storm Subarea runoff = 26.487 (CFS) for 28.830(Ac.) Total runoff = 36.888(CFS) Total area = 37.740 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 37.740(Ac.) Runoff from this stream = 36.888 (CFS) Time of concentration = 17.18 min. Rainfall intensity = 1.336(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 89.279 26.50 1.099 2 36.888 17.18 1.336 Largest stream flow has longer time of concentration Qp = 89.279 + sum of Qb Ia/Ib 36.888 * 0.823 = 30.352 Qp = 119.631 Total of 2 main streams to confluence: Flow rates before confluence point: 89.279 36.888 Area of streams before confluence: 112.350 37.740 Results of confluence: Total flow rate = 119.631 (CFS) Time of concentration = 26.499 min. Effective stream area after confluence = 150.090 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 107.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1275.000(Ft.) End of natural channel elevation = 1267.000(Ft.) Length of natural channel = 580.000 (Ft.) Estimated mean flow rate at midpoint of channel = 126.968 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 3.29(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0138 Corrected/adjusted channel slope = 0.0138 Travel time = 2.93 min. TC = 29.43 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.646 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.048(In/Hr) for a 5.0 year storm Subarea runoff = 12.469(CFS) for 18.410(Ac.) Total runoff = 132.100(CFS) Total area = 168.500 (Ac.) End of computations, total study area = 168.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.988 Area averaged RI index number = 88.1 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/10/23 File:1994E5B.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA B EXISTING CONDITION RCFC&WCD 5-YR STORM BY: AB ------------------------------------------------------------------------ ********* 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) = 5.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 5.0 Calculated rainfall intensity data: 1 hour intensity = 0.761 (In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 511.000 (Ft.) Top (of initial area) elevation = 1532.000(Ft.) Bottom (of initial area) elevation = 1400.000 (Ft.) Difference in elevation = 132.000(Ft.) Slope = 0.25832 s(percent)= 25.83 TC = k(0.530)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 8.418 min. Rainfall intensity = 1.841(In/Hr) for a 5.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.735 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 1.936(CFS) Total initial stream area = 1.430 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1400.000(Ft.) End of natural channel elevation = 1299.000(Ft.) Length of natural channel = 719.000 (Ft.) Estimated mean flow rate at midpoint of channel = 7.983(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 3.96(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.1405 Corrected/adjusted channel slope = 0.1283 Travel time = 3.03 min. TC = 11.44 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.716 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.604 (In/Hr) for a 5.0 year storm Subarea runoff = 10.254 (CFS) for 8.930(Ac.) Total runoff = 12.191(CFS) Total area = 10.360 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1299.000(Ft.) End of natural channel elevation = 1258.000(Ft.) Length of natural channel = 918.000 (Ft.) Estimated mean flow rate at midpoint of channel = 23.669(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity(ft/s) _ (7 + 8 (q(English Units) ^.352) (slope^0.5) Velocity using mean channel flow = 6.63(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0447 Corrected/adjusted channel slope = 0.0447 Travel time = 2.31 min. TC = 13.75 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.704 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.476(In/Hr) for a 5.0 year storm Subarea runoff = 20.268(CFS) for 19.510(Ac.) Total runoff = 32.459(CFS) Total area = 29.870 (Ac.) End of computations, total study area = 29.87 (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 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 07/10/23 File:1994E5C.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA C EXISTING CONDITION RCFC&WCD 5-YR STORM BY: P.S ------------------------------------------------------------------------ ********* 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) = 5.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 5.0 Calculated rainfall intensity data: 1 hour intensity = 0.761 (In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 846.000 (Ft.) Top (of initial area) elevation = 1532.000(Ft.) Bottom (of initial area) elevation = 1326.000 (Ft.) Difference in elevation = 206.000(Ft.) Slope = 0.24350 s(percent)= 24.35 TC = k(0.530)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 10.421 min. Rainfall intensity = 1.673(In/Hr) for a 5.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.722 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 4.493(CFS) Total initial stream area = 3.720 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1326.000(Ft.) End of natural channel elevation = 1259.000(Ft.) Length of natural channel = 1104.000 (Ft.) Estimated mean flow rate at midpoint of channel = 16.855(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 3.51(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0607 Corrected/adjusted channel slope = 0.0607 Travel time = 5.25 min. TC = 15.67 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.695 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.392 (In/Hr) for a 5.0 year storm Subarea runoff = 19.792 (CFS) for 20.470(Ac.) Total runoff = 24.285(CFS) Total area = 24.190 (Ac.) End of computations, total study area = 24.19 (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 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/10/23 File:1994E5D.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA D EXISTING CONDITION RCFC&WCD 5-YR STORM BY: AB ------------------------------------------------------------------------ ********* 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) = 5.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 5.0 Calculated rainfall intensity data: 1 hour intensity = 0.761 (In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 401.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 1.455(In/Hr) for a 5.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.606 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 1) = 57.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 User specified values are as follows: TC = 14.20 min. Rain intensity = 1.46(In/Hr) Total area = 131.40(Ac.) Total runoff = 112.60 (CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1283.000(Ft.) End of natural channel elevation = 1276.000(Ft.) Length of natural channel = 646.000 (Ft.) Estimated mean flow rate at midpoint of channel = 117.553(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 2.85(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0108 Corrected/adjusted channel slope = 0.0108 Travel time = 3.78 min. TC = 17.98 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.685 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.309(In/Hr) for a 5.0 year storm Subarea runoff = 10.356(CFS) for 11.560(Ac.) Total runoff = 122.956(CFS) Total area = 142.960 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 402.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 142.960(Ac.) Runoff from this stream = 122.956(CFS) Time of concentration = 17.98 min. Rainfall intensity = 1.309(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 404.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 470.000 (Ft.) Top (of initial area) elevation = 1464.000(Ft.) Bottom (of initial area) elevation = 1400.000 (Ft.) Difference in elevation = 64.000(Ft.) Slope = 0.13617 s(percent)= 13.62 TC = k(0.530) *[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 9.253 min. Rainfall intensity = 1.764 (In/Hr) for a 5.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.730 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 8.227 (CFS) Total initial stream area = 6.390 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 402.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1400.000(Ft.) End of natural channel elevation = 1276.000(Ft.) Length of natural channel = 1250.000 (Ft.) Estimated mean flow rate at midpoint of channel = 12.302 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 4.02 (Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0992 Corrected/adjusted channel slope = 0.0992 Travel time = 5.18 min. TC = 14.43 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.700 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.445(In/Hr) for a 5.0 year storm Subarea runoff = 6.405(CFS) for 6.330(Ac.) Total runoff = 14.631(CFS) Total area = 12.720 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 402.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 12.720(Ac.) Runoff from this stream = 14.631 (CFS) Time of concentration = 14.43 min. Rainfall intensity = 1.445(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 122.956 17.98 1.309 2 14.631 14.43 1.445 Largest stream flow has longer time of concentration Qp = 122.956 + sum of Qb Ia/Ib 14.631 * 0.906 = 13.254 Qp = 136.210 Total of 2 main streams to confluence: Flow rates before confluence point: 122.956 14.631 Area of streams before confluence: 142.960 12.720 Results of confluence: Total flow rate = 136.210 (CFS) Time of concentration = 17.975 min. Effective stream area after confluence = 155.680 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 405.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1276.000(Ft.) End of natural channel elevation = 1272.000(Ft.) Length of natural channel = 440.000 (Ft.) Estimated mean flow rate at midpoint of channel = 143.660 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 2.79(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0091 Corrected/adjusted channel slope = 0.0091 Travel time = 2.62 min. TC = 20.60 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.674 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.231(In/Hr) for a 5.0 year storm Subarea runoff = 14.135(CFS) for 17.030(Ac.) Total runoff = 150.345(CFS) Total area = 172.710 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 406.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1272.000(Ft.) End of natural channel elevation = 1261.000(Ft.) Length of natural channel = 936.000 (Ft.) Estimated mean flow rate at midpoint of channel = 159.743(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 3.28(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0118 Corrected/adjusted channel slope = 0.0118 Travel time = 4.75 min. TC = 25.35 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.648 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.030 Decimal fraction soil group C = 0.100 Decimal fraction soil group D = 0.870 RI index for soil(AMC 1) = 75.39 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.121(In/Hr) for a 5.0 year storm Subarea runoff = 15.693(CFS) for 21.590(Ac.) Total runoff = 166.038(CFS) Total area = 194.300 (Ac.) End of computations, total study area = 194.30 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.865 Area averaged RI index number = 79.5 2 YEAR EXISTING CONDITION Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/10/23 File:1994E2A.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA A EXISTING CONDITION RCFC&WCD 2-YR STORM BY: AB ------------------------------------------------------------------------ ********* 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) = 2.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 2.0 Calculated rainfall intensity data: 1 hour intensity = 0.550(In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 439.000 (Ft.) Top (of initial area) elevation = 1399.000(Ft.) Bottom (of initial area) elevation = 1394.000 (Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.01139 s(percent)= 1.14 TC = k(0.480)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 13.394 min. Rainfall intensity = 1.080(In/Hr) for a 2.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.553 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 1) = 57.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 5.821(CFS) Total initial stream area = 9.750 (Ac.) Pervious area fraction = 0.800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1394.000(Ft.) End of natural channel elevation = 1340.000(Ft.) Length of natural channel = 816.000 (Ft.) Estimated mean flow rate at midpoint of channel = 15.412 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 3.55(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0662 Corrected/adjusted channel slope = 0.0662 Travel time = 3.83 min. TC = 17.22 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.623 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.040 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.960 RI index for soil(AMC 1) = 75.70 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 0.964 (In/Hr) for a 2.0 year storm Subarea runoff = 19.316(CFS) for 32.130(Ac.) Total runoff = 25.137 (CFS) Total area = 41.880 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1340.000(Ft.) End of natural channel elevation = 1275.000(Ft.) Length of natural channel = 2280.000 (Ft.) Estimated mean flow rate at midpoint of channel = 46.285(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 3.37 (Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0285 Corrected/adjusted channel slope = 0.0285 Travel time = 11.26 min. TC = 28.48 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.586 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 0.769(In/Hr) for a 2.0 year storm Subarea runoff = 31.765(CFS) for 70.470(Ac.) Total runoff = 56.902 (CFS) Total area = 112.350 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 112.350(Ac.) Runoff from this stream = 56.902 (CFS) Time of concentration = 28.48 min. Rainfall intensity = 0.769(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 106.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 758.000 (Ft.) Top (of initial area) elevation = 1435.000(Ft.) Bottom (of initial area) elevation = 1327.000 (Ft.) Difference in elevation = 108.000(Ft.) Slope = 0.14248 s(percent)= 14.25 TC = k(0.530) *[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 11.102 min. Rainfall intensity = 1.175(In/Hr) for a 2.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.666 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 6.978(CFS) Total initial stream area = 8.910 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 104.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1327.000(Ft.) End of natural channel elevation = 1275.000(Ft.) Length of natural channel = 1246.000 (Ft.) Estimated mean flow rate at midpoint of channel = 18.268 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 3.00(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0417 Corrected/adjusted channel slope = 0.0417 Travel time = 6.93 min. TC = 18.04 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.627 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 0.945(In/Hr) for a 2.0 year storm Subarea runoff = 17.069(CFS) for 28.830(Ac.) Total runoff = 24.047 (CFS) Total area = 37.740 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 37.740(Ac.) Runoff from this stream = 24.047 (CFS) Time of concentration = 18.04 min. Rainfall intensity = 0.945(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 56.902 28.48 0.769 2 24.047 18.04 0.945 Largest stream flow has longer time of concentration Qp = 56.902 + sum of Qb Ia/Ib 24.047 * 0.814 = 19.577 Qp = 76.479 Total of 2 main streams to confluence: Flow rates before confluence point: 56.902 24.047 Area of streams before confluence: 112.350 37.740 Results of confluence: Total flow rate = 76.479(CFS) Time of concentration = 28.483 min. Effective stream area after confluence = 150.090 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 107.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1275.000(Ft.) End of natural channel elevation = 1267.000(Ft.) Length of natural channel = 580.000 (Ft.) Estimated mean flow rate at midpoint of channel = 81.170 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 2.84 (Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0138 Corrected/adjusted channel slope = 0.0138 Travel time = 3.40 min. TC = 31.88 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.576 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 0.731(In/Hr) for a 2.0 year storm Subarea runoff = 7.747 (CFS) for 18.410(Ac.) Total runoff = 84.226(CFS) Total area = 168.500 (Ac.) End of computations, total study area = 168.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.988 Area averaged RI index number = 88.1 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/10/23 File:1994E2B.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA B EXISTING CONDITION RCFC&WCD 2-YR STORM BY: AB ------------------------------------------------------------------------ ********* 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) = 2.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 2.0 Calculated rainfall intensity data: 1 hour intensity = 0.550(In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 511.000 (Ft.) Top (of initial area) elevation = 1532.000(Ft.) Bottom (of initial area) elevation = 1400.000 (Ft.) Difference in elevation = 132.000(Ft.) Slope = 0.25832 s(percent)= 25.83 TC = k(0.530)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 8.418 min. Rainfall intensity = 1.331(In/Hr) for a 2.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.687 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 1.308(CFS) Total initial stream area = 1.430 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1400.000(Ft.) End of natural channel elevation = 1299.000(Ft.) Length of natural channel = 719.000 (Ft.) Estimated mean flow rate at midpoint of channel = 5.393(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 3.48(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.1405 Corrected/adjusted channel slope = 0.1283 Travel time = 3.44 min. TC = 11.86 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.661 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.141(In/Hr) for a 2.0 year storm Subarea runoff = 6.736(CFS) for 8.930(Ac.) Total runoff = 8.044 (CFS) Total area = 10.360 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1299.000(Ft.) End of natural channel elevation = 1258.000(Ft.) Length of natural channel = 918.000 (Ft.) Estimated mean flow rate at midpoint of channel = 15.618 (CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity(ft/s) _ (7 + 8 (q(English Units) ^.352) (slope^0.5) Velocity using mean channel flow = 5.93(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0447 Corrected/adjusted channel slope = 0.0447 Travel time = 2.58 min. TC = 14.44 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.645 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.044 (In/Hr) for a 2.0 year storm Subarea runoff = 13.145(CFS) for 19.510(Ac.) Total runoff = 21.189(CFS) Total area = 29.870 (Ac.) End of computations, total study area = 29.87 (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 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 07/10/23 File:1994E2C.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA C EXISTING CONDITION RCFC&WCD 2-YR STORM BY: P.S ------------------------------------------------------------------------ ********* 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) = 2.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 2.0 Calculated rainfall intensity data: 1 hour intensity = 0.550(In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 846.000 (Ft.) Top (of initial area) elevation = 1532.000(Ft.) Bottom (of initial area) elevation = 1326.000 (Ft.) Difference in elevation = 206.000(Ft.) Slope = 0.24350 s(percent)= 24.35 TC = k(0.530)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 10.421 min. Rainfall intensity = 1.209(In/Hr) for a 2.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.671 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 3.020(CFS) Total initial stream area = 3.720 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1326.000(Ft.) End of natural channel elevation = 1259.000(Ft.) Length of natural channel = 1104.000 (Ft.) Estimated mean flow rate at midpoint of channel = 11.327 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 3.08(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0607 Corrected/adjusted channel slope = 0.0607 Travel time = 5.98 min. TC = 16.40 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.635 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 0.986(In/Hr) for a 2.0 year storm Subarea runoff = 12.810(CFS) for 20.470(Ac.) Total runoff = 15.830(CFS) Total area = 24.190 (Ac.) End of computations, total study area = 24.19 (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 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/10/23 File:1994E2D.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA D EXISTING CONDITION RCFC&WCD 2-YR STORM BY: AB ------------------------------------------------------------------------ ********* 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) = 2.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 2.0 Calculated rainfall intensity data: 1 hour intensity = 0.550(In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 401.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 1.052 (In/Hr) for a 2.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.548 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 1) = 57.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 User specified values are as follows: TC = 14.20 min. Rain intensity = 1.05(In/Hr) Total area = 131.40(Ac.) Total runoff = 71.90 (CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1283.000(Ft.) End of natural channel elevation = 1276.000(Ft.) Length of natural channel = 646.000 (Ft.) Estimated mean flow rate at midpoint of channel = 75.063(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 2.46(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0108 Corrected/adjusted channel slope = 0.0108 Travel time = 4.38 min. TC = 18.58 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.624 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 0.932 (In/Hr) for a 2.0 year storm Subarea runoff = 6.726(CFS) for 11.560(Ac.) Total runoff = 78.626(CFS) Total area = 142.960 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 402.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 142.960(Ac.) Runoff from this stream = 78.626(CFS) Time of concentration = 18.58 min. Rainfall intensity = 0.932 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 404.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 470.000 (Ft.) Top (of initial area) elevation = 1464.000(Ft.) Bottom (of initial area) elevation = 1400.000 (Ft.) Difference in elevation = 64.000(Ft.) Slope = 0.13617 s(percent)= 13.62 TC = k(0.530) *[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 9.253 min. Rainfall intensity = 1.276(In/Hr) for a 2.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.680 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 5.545(CFS) Total initial stream area = 6.390 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 402.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1400.000(Ft.) End of natural channel elevation = 1276.000(Ft.) Length of natural channel = 1250.000 (Ft.) Estimated mean flow rate at midpoint of channel = 8.292 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 3.53(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0992 Corrected/adjusted channel slope = 0.0992 Travel time = 5.90 min. TC = 15.15 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.641 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.022 (In/Hr) for a 2.0 year storm Subarea runoff = 4.149(CFS) for 6.330(Ac.) Total runoff = 9.694 (CFS) Total area = 12.720 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 402.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 12.720(Ac.) Runoff from this stream = 9.694 (CFS) Time of concentration = 15.15 min. Rainfall intensity = 1.022 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 78.626 18.58 0.932 2 9.694 15.15 1.022 Largest stream flow has longer time of concentration Qp = 78.626 + sum of Qb Ia/Ib 9.694 * 0.912 = 8.844 Qp = 87.470 Total of 2 main streams to confluence: Flow rates before confluence point: 78.626 9.694 Area of streams before confluence: 142.960 12.720 Results of confluence: Total flow rate = 87.470 (CFS) Time of concentration = 18.578 min. Effective stream area after confluence = 155.680 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 405.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1276.000(Ft.) End of natural channel elevation = 1272.000(Ft.) Length of natural channel = 440.000 (Ft.) Estimated mean flow rate at midpoint of channel = 92.254 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 2.41(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0091 Corrected/adjusted channel slope = 0.0091 Travel time = 3.04 min. TC = 21.61 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.611 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 0.871(In/Hr) for a 2.0 year storm Subarea runoff = 9.060(CFS) for 17.030(Ac.) Total runoff = 96.530(CFS) Total area = 172.710 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 406.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1272.000(Ft.) End of natural channel elevation = 1261.000(Ft.) Length of natural channel = 936.000 (Ft.) Estimated mean flow rate at midpoint of channel = 102.563(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 2.84 (Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0118 Corrected/adjusted channel slope = 0.0118 Travel time = 5.50 min. TC = 27.11 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.579 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.030 Decimal fraction soil group C = 0.100 Decimal fraction soil group D = 0.870 RI index for soil(AMC 1) = 75.39 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 0.786(In/Hr) for a 2.0 year storm Subarea runoff = 9.835(CFS) for 21.590(Ac.) Total runoff = 106.365(CFS) Total area = 194.300 (Ac.) End of computations, total study area = 194.30 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.865 Area averaged RI index number = 79.5 Appendix PROPOSED CONDITION HYDROLOGY RATIONAL METHOD & KEY MAP FOR O/VS/TE SEE SHEET 2 DRAINAGE AREA A TRIBUTARY NODE 10-YR STORM RUNOFF TC (MIN.) 100-YR STORM RUNOFF TC (MIN.) AREA AC.) - - - - - - - - - - - - - - - - - - - � ' 102 Q10 = 13.35CFS 13.39 Q100 = 22.29 CFS 13.39 9.75 BB '.� ` 103 Q10 = 56.67 CFS 16.31 0100 = 93.93 CFS 15.85 41.88 1.48 I J , _ 104 Q10 = 178.35 CFS 16.54 Q100 = 299.61 CFS 23.14 150.09 83 Ba 107 Q10 = 14.55 CFS 11.10 Q100 = 23.59 CFS 11.10 8.91 I I I / s.57 ,• 105 Q10 = 178.35 CFS 25.85 Q100 = 299.61 CFS 23.94 150.09 C8 I - ° ° ,.11Az ° 1 ` DRAINAGE AREA 1 TRIBUTARY 12150 I / \ 1 .� � NODE 10-YR STORM RUNOFF TC (MIN.) 100-YR STORM RUNOFF TC (MIN.) AREA(AC. °-° /.X7'� 202 Q70 = 2.67 CFS 8.42 Q700 = 4.31 CFS 8.42 1.43 ROW-BY 10 203 Q10 = 36.31 CFS 11.33 Q100 = 59.45 CFS 10.91 21.82 BASIN � a 1P7& \, DESILDNG 8'91 204 010 = 65.40 CFS 14.37 0100 = 106.67 CFS 13.63 40.05 } /NV 12b22 •1 �1 BASIN I 208 010 = 6.66 CFS 6.80 Q100 = 10.73 CFS 6.80 3.22 . >27Q0 \ � ✓ - 209 Q10 = 16.53 CFS 10.66 Q100 = 26.67 CFS 10.25 8.80 12916 3o2/M!1267E / \ ` `` �1`� - 205 Q10 = 67.45 CFS 15.64 Q700 = 110.00 CFS 14.78 41.42 / 2 6 Q70 = 7.4 CFS 9..7 Q700 = 10.0 CFS 9..8 1.37 206 Q10 = 67.45 CFS 15.74 Q100 = 110.00 CFS 14.87 41.42 9.7 / 3.8 f F- -..f - roe raz �: ) ' 1.527.0 ' DRAINAGE AREA C TRIBUTARY NODE 10-YR STORM RUNOFF TC (MIN.) 100-YR STORM RUNOFF TC (MIN.) AREA AC. 8 8 ' 302 Q10 = 25.03 CFS 10.80 Q100 = 40.27 CFS 10.80 14.82 / '/ _ , I l 303 Q10 45.36 CFS 14.21 Q100 72.89 CFS 13.82 27.87 lao _ 307 Q70 = 1.42 CFS 9.51 Q700 = 2.26 CFS 9.51 0.76 309 010 = 4.08 CFS 11.02 0100 = 6.47 CFS 11.02 2.34 \ '� � hj ` 304 Q10 = 62.57 CFS 14.65 0100 = 100.47 CFS 14.22 39.22 l\ L,51'1� 1 0(( 311 Q10 = 6.60 CFS 8.05 Q100 = 10.45 CFS 8.05 3.28 Gx5 I `� 6.33 / // 61 I 312 Q10 = 19.05 CFS 11.01 Q100 = 30.54 CFS 10.71 11.35 314 010 = 0.88 CFS 8.48 Q100 = 1.40 CFS 8.48 0.45 / /�`�- 4Gx3' � 301>5720 `�1.43� ` 315 Q10 = 3.09 CFS 17.41 0100 = 4.98 CFS 16.53 2.01 / ' 305 Q10 = 62.57 CFS 15.00 0100 = 100.47 CFS 14.52 39.22 rDl ✓ l\ sos 14LCl0 ..� D2 1572 101 A3 T -.i � 39 DRAINAGE AREA D TRIBUTARY /'/' / `�\\\� I IXACT,T&557/1YAfCCG♦;Y P 10-YR STORM RUNOFF TC (MIN.) 100-YR STORM RUNOFF TC (MIN.) AREA AC. 010 = 180.10 CFS 14.20 0100 = 297.40 CFS 14.20 131.40 \ / Al =W.4AC \ J 14 Q10 = 214.03 CFS 17.43 Q100 = 352.95 CFS 13.22 155.78 Q10 = 11.39 CFS 9.25 Q100 = 18.44 CFS 9.25 6.39 / 010 = 237.02 CFS 22.13 0100 = 391.60 CFS 20.92 175.52 Q10 = 237.02 CFS 23.52 0100 = 391.60 CFS 22.18 175.52 Igo TERRA CINA _40;. �1 4 TRACT J6557dr .01 * ,� ,i • / \\ / Pak it / - 'I /100, r 100, \ J i /� -- v -� t�.. F ,�. 10, ,► o. LEGEND AIIAVRMAJOR AREA BOUNARr W,' \ - R0#1 AREA /NDARY I I - FLOIK/NE � PROPOSED sroRM avuN ,L JL I 'i / r 'r, ` _ l --. • SO/L GROUP 6a1NDARY 7R/BUTA AREA AnRma,� ZZZ�-2EEWAN®NODE XX AMC PMNT REFERENCE Y ro pF R Q PROPOSED COND177ON HYDROGOLY KEY MAP g 150' O 150' 300' 450' B4KER INDUVRM SC,4LE/N FEET COU- o' 11--DE _ tll///1 1 Y _ 4pw I U m / O O I =67.45 LKS' 0 �57 OS 0 237.07 CYT I10Q7 CfS D5 aoa Qim- 0 =17d.75Q3'vas /r Ov[n=JQ247 as H.,v 159. Ofl!12520 B8 0 799.61 /J 3oa i ELLI!1259.0 1.7E M 175s.0 .S9 IX//LE//1 ELY. 126.70 12599 .m aluTl1 '�Ly/RET 2 151264.4 svv 1.37 .m GY/ILfT14 - v= - L - --- - - - - - L=172 - - - -- - - - - - - - - - - - - - - - - - --- - - ILL --- --- - - - - - - ---- ------ - - - - - - - BAKERSTR£ET _.�_�..�_ L=50 '�4 o EZ 1272.J y kw 1261. L=848' 1261.IhV 3/1 CS 125RJ _ 7261.E 0.49 L=645' EL 12755 t l000 0 8.78 7.95 EL 127d , / I I Do I �C12 �: 1^ 234 it it - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1.5E iJi I C3 66 ti e, 0.7E C2 1.48 h } � 6.57 I 5.58 ° \ 3.22 / C8 I 18 0.65 I 1 I 127E 6 61, I J ooll 8127J7 12750 104 FLOW-BY �. / E1! 1276.0 1 DESlL7/NG ` J } BASIN ? O3/MC 12692 / BASIN DRAINAGE AREA A TRIBUTARY FOR OFFS/TE SEE SHEET 1 NODE 10-YR STORM RUNOFF TC (MIN.) 100-YR STORM RUNOFF TC (MIN.) AREA AC. 102 Q10 = 13.35 CFS 13.39 Q100 = 22.29 CFS 13.39 9.75 103 Q10 = 56.67 CFS 16.31 Q100 = 93.93 CFS 15.85 41.88 LEGEND 104 Q10 = 178.35 CFS 16.54 Q100 = 299.61 CFS 23.14 150.09 ,VA/OR AREA DODNWr 107 010 = 14.55 CFS 11.10 Q100 = 23.59 CFS 11.10 8.91 - - - MINOR MEA BOUNQ4RY 105 Q10 = 178.35 CFS 25.85 Q100 = 299.61 CFS 23.94 150.09 ------ FTOXIAIF 59L OHODP 90(/NL WY A IR/BNTARYARFA OES/ONAIX/N DRAINAGE AREA B TRIBUTARY 8.98 7R/6WARYAQ9 ACRFAOE NODE 10-YR STORM RUNOFF TC (MIN.) 100-YR STORM RUNOFF TC (MIN.) AREA AC. ZZZ�"-ETEYAAW 0 NODE 202 Q10 = 2.67 CFS 8.42 Q100 = 4.31 CFS 8.42 1.43 Avm Paw REFERENCE 203 Q10 = 36.31 CFS 11.33 Q100 = 59.45 CFS 10.91 21.82 204 Q10 = 65.40 CFS 14.37 Q100 = 106.67 CFS 13.63 40.05 208 Q10 = 6.66 CFS 6.80 Q100 = 10.73 CFS 6.80 3.22 209 010 = 16.53 CFS 10.66 0100 = 26.67 CFS 10.25 8.80 205 Q10 = 67.45 CFS 15.64 Q100 = 110.00 CFS 14.78 41.42 211 Q10 = 2.57 CFS 9.42 Q100 = 4.07 CFS 9.42 1.37 206 Q10 = 67.45 CFS 15.74 I Q100 = 110.00 CFS 14.87 41.42 DRAINAGE AREA C TRIBUTARY NODE 10-YR STORM RUNOFF TC (MIN.) 100-YR STORM RUNOFF TC (MIN.) AREA AC. 302 Q10 = 25.03 CFS 10.80 Q100 = 40.27 CFS 10.80 14.82 303 010 = 45.36 CFS 14.21 0100 = 72.89 CFS 13.82 27.87 307 Q10 = 1.42 CFS 9.51 Q100 = 2.26 CFS 9.51 0.76 309 Q10 = 4.08 CFS 11.02 Q100 = 6.47 CFS 11.02 2.34 Y 304 Q10 = 62.57 CFS 14.65 Q100 = 100.47 CFS 14.22 39.22 311 Q10 = 6.60 CFS 8.05 0100 = 10.45 CFS 8.05 3.28 312 Q10 = 19.05 CFS 11.01 Q100 = 30.54 CFS 10.71 11.35 100' 0 100' 200' 300' o 314 Q10 = 0.88 CFS 8.48 Q100 = 1.40 CFS 8.48 0.45 m 315 Q10 = 3.09 CFS 1-.41 Q100 = 4.98 CFS 16.53 2.01 SCALE/N FEET 305 010 = 62.57 CFS 15.00 Q100 = 100.47 CFS 14.52 39.22 pF R DRAINAGE AREA D TRIBUTARY NODE 10-YR STORM RUNOFF TC (MIN.) 100-YR STORM RUNOFF TC (MIN.) AREA AC. 401 Q10 = 180.10 CFS 14.20 Q100 = 297.40 CFS 14.20 131.40 PROPOSED COND177ON 402 Q10 = 214.03 CFS 17.43 Q100 = 352.95 CFS 13.22 155.78 HYDROGOLY KEY MAP g 406 Q10 = 11.39 CFS 9.25 Q100 = 18.44 CFS 9.25 6.39 '°' 403 Q10 = 237.02 CFS 22.13 Q100 = 391.60 CFS 20.92 175.52 MATR/NDUS7AW W cou Nrr 01 111/1-DE 404 Q10 = 237.02 CFS 23.52 Q100 = 391.60 CFS 22.18 175.52 � s 2 2 _ 100 YEAR PROPOSED CONDITION Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/04/23 File:1994D100A.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA A PROPOSED CONDITION RCFC&WCD 100-YR STORM BY: P.S ------------------------------------------------------------------------ ********* 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 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.450(In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 439.000 (Ft.) Top (of initial area) elevation = 1399.000(Ft.) Bottom (of initial area) elevation = 1394.000 (Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.01139 s(percent)= 1.14 TC = k(0.480)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 13.394 min. Rainfall intensity = 2.847 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.803 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 = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 22.286(CFS) Total initial stream area = 9.750 (Ac.) Pervious area fraction = 0.800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1394.000(Ft.) End of natural channel elevation = 1340.000(Ft.) Length of natural channel = 816.000 (Ft.) Estimated mean flow rate at midpoint of channel = 59.005(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 5.53(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0662 Corrected/adjusted channel slope = 0.0662 Travel time = 2.46 min. TC = 15.85 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.845 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.040 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.960 RI index for soil(AMC 2) = 88.56 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.639(In/Hr) for a 100.0 year storm Subarea runoff = 71.646(CFS) for 32.130(Ac.) Total runoff = 93.931(CFS) Total area = 41.880 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1340.000(Ft.) End of natural channel elevation = 1275.000(Ft.) Length of natural channel = 2280.000 (Ft.) Estimated mean flow rate at midpoint of channel = 172.959(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 5.21(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0285 Corrected/adjusted channel slope = 0.0285 Travel time = 7.29 min. TC = 23.14 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea 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) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.226(In/Hr) for a 100.0 year storm Subarea runoff = 131.461(CFS) for 70.470(Ac.) Total runoff = 225.393(CFS) Total area = 112.350 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 112.350(Ac.) Runoff from this stream = 225.393(CFS) Time of concentration = 23.14 min. Rainfall intensity = 2.226(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 107.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 758.000 (Ft.) Top (of initial area) elevation = 1435.000(Ft.) Bottom (of initial area) elevation = 1327.000 (Ft.) Difference in elevation = 108.000(Ft.) Slope = 0.14248 s(percent)= 14.25 TC = k(0.530) *[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 11.102 min. Rainfall intensity = 3.098(In/Hr) for a 100.0 year storm 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 = 23.590(CFS) Total initial stream area = 8.910 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 104.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1327.000(Ft.) End of natural channel elevation = 1275.000(Ft.) Length of natural channel = 1246.000 (Ft.) Estimated mean flow rate at midpoint of channel = 61.754 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 4.48(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0417 Corrected/adjusted channel slope = 0.0417 Travel time = 4.64 min. TC = 15.74 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea 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) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.648(In/Hr) for a 100.0 year storm Subarea runoff = 64.676(CFS) for 28.830(Ac.) Total runoff = 88.266(CFS) Total area = 37.740 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 37.740(Ac.) Runoff from this stream = 88.266(CFS) Time of concentration = 15.74 min. Rainfall intensity = 2.648 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 225.393 23.14 2.226 2 88.266 15.74 2.648 Largest stream flow has longer time of concentration Qp = 225.393 + sum of Qb Ia/Ib 88.266 * 0.841 = 74.213 Qp = 299.605 Total of 2 main streams to confluence: Flow rates before confluence point: 225.393 88.266 Area of streams before confluence: 112.350 37.740 Results of confluence: Total flow rate = 299.605(CFS) Time of concentration = 23.141 min. Effective stream area after confluence = 150.090 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1275.000 (Ft.) Downstream point/station elevation = 1263.000 (Ft.) Pipe length = 856.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 299.605(CFS) Nearest computed pipe diameter = 60.00(In.) Calculated individual pipe flow = 299.605(CFS) Normal flow depth in pipe = 47.72 (In.) Flow top width inside pipe = 48.42 (In.) Critical Depth = 56.02 (In.) Pipe flow velocity = 17.90 (Ft/s) Travel time through pipe = 0.80 min. Time of concentration (TC) = 23.94 min. End of computations, total study area = 150.09 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.987 Area averaged RI index number = 88.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/10/23 File:1994D100B.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA B PROPOSED CONDITION RCFC&WCD 100-YR STORM BY: P.S ------------------------------------------------------------------------ ********* 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 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.450(In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 511.000 (Ft.) Top (of initial area) elevation = 1532.000(Ft.) Bottom (of initial area) elevation = 1400.000 (Ft.) Difference in elevation = 132.000(Ft.) Slope = 0.25832 s(percent)= 25.83 TC = k(0.530)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 8.418 min. Rainfall intensity = 3.509(In/Hr) for a 100.0 year storm 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 Initial subarea runoff = 4.314 (CFS) Total initial stream area = 1.430 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1400.000(Ft.) End of natural channel elevation = 1276.000(Ft.) Length of natural channel = 869.000 (Ft.) Estimated mean flow rate at midpoint of channel = 25.157 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 5.82 (Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.1427 Corrected/adjusted channel slope = 0.1299 Travel time = 2.49 min. TC = 10.91 min. Adding area flow to channel 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 Rainfall intensity = 3.123(In/Hr) for a 100.0 year storm Subarea runoff = 36.897 (CFS) for 13.820(Ac.) Total runoff = 41.210(CFS) Total area = 15.250 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 203.000 **** SUBAREA FLOW ADDITION **** 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 Time of concentration = 10.91 min. Rainfall intensity = 3.123(In/Hr) for a 100.0 year storm Subarea runoff = 18.236(CFS) for 6.570(Ac.) Total runoff = 59.446(CFS) Total area = 21.820 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1268.200 (Ft.) Downstream point/station elevation = 1261.600 (Ft.) Pipe length = 1312.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 59.446(CFS) Nearest computed pipe diameter = 39.00(In.) Calculated individual pipe flow = 59.446(CFS) Normal flow depth in pipe = 32.53(In.) Flow top width inside pipe = 29.01 (In.) Critical Depth = 29.52 (In.) Pipe flow velocity = 8.04 (Ft/s) Travel time through pipe = 2.72 min. Time of concentration (TC) = 13.63 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 204.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 21.820(Ac.) Runoff from this stream = 59.446(CFS) Time of concentration = 13.63 min. Rainfall intensity = 2.825(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 208.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 336.000 (Ft.) Top (of initial area) elevation = 1401.000(Ft.) Bottom (of initial area) elevation = 1292.200 (Ft.) Difference in elevation = 108.800(Ft.) Slope = 0.32381 s(percent)= 32.38 TC = k(0.530)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 6.804 min. Rainfall intensity = 3.862 (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 = 10.734 (CFS) Total initial stream area = 3.220 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 209.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1292.200(Ft.) End of street segment elevation = 1272.300(Ft.) Length of street segment = 871.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(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 [2] side(s) of the street Distance from curb to property line = 10.000 (Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 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 = 18.788(CFS) Depth of flow = 0.417 (Ft.) , Average velocity = 4.215(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.499(Ft.) Flow velocity = 4.21 (Ft/s) Travel time = 3.44 min. TC = 10.25 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 = 3.212 (In/Hr) for a 100.0 year storm Subarea runoff = 15.934 (CFS) for 5.580(Ac.) Total runoff = 26.667 (CFS) Total area = 8.800 (Ac.) Street flow at end of street = 26.667 (CFS) Half street flow at end of street = 13.334 (CFS) Depth of flow = 0.460(Ft.) , Average velocity = 4.587 (Ft/s) Flow width (from curb towards crown)= 16.673(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 209.000 to Point/Station 204.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1261.900 (Ft.) Downstream point/station elevation = 1261.600 (Ft.) Pipe length = 49.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 26.667 (CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 26.667 (CFS) Normal flow depth in pipe = 20.88(In.) Flow top width inside pipe = 27.60 (In.) Critical Depth = 21.12 (In.) Pipe flow velocity = 7.31 (Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 10.36 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 204.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 8.800(Ac.) Runoff from this stream = 26.667 (CFS) Time of concentration = 10.36 min. Rainfall intensity = 3.196(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 59.446 13.63 2.825 2 26.667 10.36 3.196 Largest stream flow has longer time of concentration Qp = 59.446 + sum of Qb Ia/Ib 26.667 * 0.884 = 23.573 Qp = 83.020 Total of 2 main streams to confluence: Flow rates before confluence point: 59.446 26.667 Area of streams before confluence: 21.820 8.800 Results of confluence: Total flow rate = 83.020 (CFS) Time of concentration = 13.626 min. Effective stream area after confluence = 30.620 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 204.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.888 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 Time of concentration = 13.63 min. Rainfall intensity = 2.825(In/Hr) for a 100.0 year storm Subarea runoff = 3.712 (CFS) for 1.480(Ac.) Total runoff = 86.732 (CFS) Total area = 32.100 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 204.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.888 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 Time of concentration = 13.63 min. Rainfall intensity = 2.825(In/Hr) for a 100.0 year storm Subarea runoff = 19.941(CFS) for 7.950(Ac.) Total runoff = 106.672 (CFS) Total area = 40.050 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1261.600 (Ft.) Downstream point/station elevation = 1258.300 (Ft.) Pipe length = 645.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 106.672 (CFS) Nearest computed pipe diameter = 48.00(In.) Calculated individual pipe flow = 106.672 (CFS) Normal flow depth in pipe = 41.25(In.) Flow top width inside pipe = 33.37 (In.) Critical Depth = 37.50 (In.) Pipe flow velocity = 9.29(Ft/s) Travel time through pipe = 1.16 min. Time of concentration (TC) = 14.78 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 205.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 40.050(Ac.) Runoff from this stream = 106.672 (CFS) Time of concentration = 14.78 min. Rainfall intensity = 2.724 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 211.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 504.000 (Ft.) Top (of initial area) elevation = 1268.600(Ft.) Bottom (of initial area) elevation = 1264.400 (Ft.) Difference in elevation = 4.200(Ft.) Slope = 0.00833 s(percent)= 0.83 TC = k(0.300) *[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 9.417 min. Rainfall intensity = 3.336(In/Hr) for a 100.0 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 = 4.065(CFS) Total initial stream area = 1.370 (Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 211.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1258.500 (Ft.) Downstream point/station elevation = 1258.300 (Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.065(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 4.065(CFS) Normal flow depth in pipe = 9.28(In.) Flow top width inside pipe = 14.57 (In.) Critical Depth = 9.79(In.) Pipe flow velocity = 5.10 (Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 9.50 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 205.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.370(Ac.) Runoff from this stream = 4.065(CFS) Time of concentration = 9.50 min. Rainfall intensity = 3.323(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 106.672 14.78 2.724 2 4.065 9.50 3.323 Largest stream flow has longer time of concentration Qp = 106.672 + sum of Qb Ia/Ib 4.065 * 0.820 = 3.332 Qp = 110.004 Total of 2 main streams to confluence: Flow rates before confluence point: 106.672 4.065 Area of streams before confluence: 40.050 1.370 Results of confluence: Total flow rate = 110.004 (CFS) Time of concentration = 14.784 min. Effective stream area after confluence = 41.420 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 206.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1258.300 (Ft.) Downstream point/station elevation = 1258.000 (Ft.) Pipe length = 52.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 110.004 (CFS) Nearest computed pipe diameter = 48.00(In.) Calculated individual pipe flow = 110.004 (CFS) Normal flow depth in pipe = 39.75(In.) Flow top width inside pipe = 36.22 (In.) Critical Depth = 38.06(In.) Pipe flow velocity = 9.89(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 14.87 min. End of computations, total study area = 41.42 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.501 Area averaged RI index number = 81.2 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/10/23 File:1994D100C.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA C PROPOSED CONDITION RCFC&WCD 100-YR STORM BY: P.S ------------------------------------------------------------------------ ********* 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 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.450(In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 966.000 (Ft.) Top (of initial area) elevation = 1532.000(Ft.) Bottom (of initial area) elevation = 1276.000 (Ft.) Difference in elevation = 256.000(Ft.) Slope = 0.26501 s(percent)= 26.50 TC = k(0.530)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 10.805 min. Rainfall intensity = 3.136(In/Hr) for a 100.0 year storm 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 = 26.522 (CFS) Total initial stream area = 9.890 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 302.000 **** SUBAREA FLOW ADDITION **** 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 Time of concentration = 10.80 min. Rainfall intensity = 3.136(In/Hr) for a 100.0 year storm Subarea runoff = 13.743(CFS) for 4.930(Ac.) Total runoff = 40.265(CFS) Total area = 14.820 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1267.800 (Ft.) Downstream point/station elevation = 1261.000 (Ft.) Pipe length = 1358.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 40.265(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 40.265(CFS) Normal flow depth in pipe = 25.57 (In.) Flow top width inside pipe = 32.66(In.) Critical Depth = 24.78 (In.) Pipe flow velocity = 7.50 (Ft/s) Travel time through pipe = 3.02 min. Time of concentration (TC) = 13.82 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 14.820(Ac.) Runoff from this stream = 40.265(CFS) Time of concentration = 13.82 min. Rainfall intensity = 2.807 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 306.000 to Point/Station 307.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 491.000 (Ft.) Top (of initial area) elevation = 1276.700(Ft.) Bottom (of initial area) elevation = 1273.000 (Ft.) Difference in elevation = 3.700(Ft.) Slope = 0.00754 s(percent)= 0.75 TC = k(0.300)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 9.509 min. Rainfall intensity = 3.322 (In/Hr) for a 100.0 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 = 2.245(CFS) Total initial stream area = 0.760 (Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 307.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1261.800 (Ft.) Downstream point/station elevation = 1261.000 (Ft.) Pipe length = 143.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.245(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.245(CFS) Normal flow depth in pipe = 8.44 (In.) Flow top width inside pipe = 10.97 (In.) Critical Depth = 7.69(In.) Pipe flow velocity = 3.80 (Ft/s) Travel time through pipe = 0.63 min. Time of concentration (TC) = 10.14 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.760(Ac.) Runoff from this stream = 2.245(CFS) Time of concentration = 10.14 min. Rainfall intensity = 3.228 (In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 308.000 to Point/Station 309.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 712.000 (Ft.) Top (of initial area) elevation = 1276.600(Ft.) Bottom (of initial area) elevation = 1271.200 (Ft.) Difference in elevation = 5.400(Ft.) Slope = 0.00758 s(percent)= 0.76 TC = k(0.300)*[ (length^3)/ (elevation change) ] ^0.2 Initial area time of concentration = 11.019 min. Rainfall intensity = 3.109(In/Hr) for a 100.0 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 = 6.465(CFS) Total initial stream area = 2.340 (Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 309.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1261.300 (Ft.) Downstream point/station elevation = 1261.000 (Ft.) Pipe length = 52.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.465(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 6.465(CFS) Normal flow depth in pipe = 12.29(In.) Flow top width inside pipe = 16.75(In.) Critical Depth = 11.80 (In.) Pipe flow velocity = 5.03(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 11.19 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2.340(Ac.) Runoff from this stream = 6.465(CFS) Time of concentration = 11.19 min. Rainfall intensity = 3.087 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 40.265 13.82 2.807 2 2.245 10.14 3.228 3 6.465 11.19 3.087 Largest stream flow has longer time of concentration Qp = 40.265 + sum of Qb Ia/Ib 2.245 * 0.870 = 1.953 Qb Ia/Ib 6.465 * 0.909 = 5.879 Qp = 48.096 Total of 3 main streams to confluence: Flow rates before confluence point: 40.265 2.245 6.465 Area of streams before confluence: 14.820 0.760 2.340 Results of confluence: Total flow rate = 48.096(CFS) Time of concentration = 13.823 min. Effective stream area after confluence = 17.920 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.888 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 Time of concentration = 13.82 min. Rainfall intensity = 2.807 (In/Hr) for a 100.0 year storm Subarea runoff = 1.221(CFS) for 0.490(Ac.) Total runoff = 49.318(CFS) Total area = 18.410 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.888 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 Time of concentration = 13.82 min. Rainfall intensity = 2.807 (In/Hr) for a 100.0 year storm Subarea runoff = 1.695(CFS) for 0.680(Ac.) Total runoff = 51.012 (CFS) Total area = 19.090 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.888 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 Time of concentration = 13.82 min. Rainfall intensity = 2.807 (In/Hr) for a 100.0 year storm Subarea runoff = 21.879(CFS) for 8.780(Ac.) Total runoff = 72.891(CFS) Total area = 27.870 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 304.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1261.000 (Ft.) Downstream point/station elevation = 1259.900 (Ft.) Pipe length = 207.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 72.891(CFS) Nearest computed pipe diameter = 42.00(In.) Calculated individual pipe flow = 72.891 (CFS) Normal flow depth in pipe = 34.22 (In.) Flow top width inside pipe = 32.64 (In.) Critical Depth = 32.09(In.) Pipe flow velocity = 8.69(Ft/s) Travel time through pipe = 0.40 min. Time of concentration (TC) = 14.22 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 304.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 27.870(Ac.) Runoff from this stream = 72.891 (CFS) Time of concentration = 14.22 min. Rainfall intensity = 2.772 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 311.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 298.000 (Ft.) Top (of initial area) elevation = 1283.100(Ft.) Bottom (of initial area) elevation = 1281.200 (Ft.) Difference in elevation = 1.900(Ft.) Slope = 0.00638 s(percent)= 0.64 TC = k(0.300)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 8.052 min. Rainfall intensity = 3.580(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.890 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 = 2.071(CFS) Total initial stream area = 0.650 (Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 311.000 to Point/Station 311.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.890 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.070 Decimal fraction soil group D = 0.930 RI index for soil(AMC 2) = 74.58 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 8.05 min. Rainfall intensity = 3.580(In/Hr) for a 100.0 year storm Subarea runoff = 8.378(CFS) for 2.630(Ac.) Total runoff = 10.450(CFS) Total area = 3.280 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 311.000 to Point/Station 312.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1265.500 (Ft.) Downstream point/station elevation = 1261.200 (Ft.) Pipe length = 848.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.450(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 10.450 (CFS) Normal flow depth in pipe = 15.96(In.) Flow top width inside pipe = 17.94 (In.) Critical Depth = 14.45(In.) Pipe flow velocity = 5.33(Ft/s) Travel time through pipe = 2.65 min. Time of concentration (TC) = 10.71 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 312.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.887 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.050 Decimal fraction soil group C = 0.390 Decimal fraction soil group D = 0.560 RI index for soil(AMC 2) = 71.71 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 10.71 min. Rainfall intensity = 3.149(In/Hr) for a 100.0 year storm Subarea runoff = 6.007 (CFS) for 2.150(Ac.) Total runoff = 16.456(CFS) Total area = 5.430 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 312.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 5.430(Ac.) Runoff from this stream = 16.456(CFS) Time of concentration = 10.71 min. Rainfall intensity = 3.149(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 313.000 to Point/Station 314.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 394.000 (Ft.) Top (of initial area) elevation = 1283.100(Ft.) Bottom (of initial area) elevation = 1279.700 (Ft.) Difference in elevation = 3.400(Ft.) Slope = 0.00863 s(percent)= 0.86 TC = k(0.300)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 8.475 min. Rainfall intensity = 3.498(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.890 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 = 1.401(CFS) Total initial stream area = 0.450 (Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 314.000 to Point/Station 315.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1279.700(Ft.) End of street segment elevation = 1275.500(Ft.) Length of street segment = 779.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(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 [2] side(s) of the street Distance from curb to property line = 10.000 (Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 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 = 3.276(CFS) Depth of flow = 0.315(Ft.) , Average velocity = 1.611 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.436(Ft.) Flow velocity = 1.61 (Ft/s) Travel time = 8.06 min. TC = 16.53 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.887 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 = 2.590(In/Hr) for a 100.0 year storm Subarea runoff = 3.583(CFS) for 1.560(Ac.) Total runoff = 4.984 (CFS) Total area = 2.010 (Ac.) Street flow at end of street = 4.984 (CFS) Half street flow at end of street = 2.492 (CFS) Depth of flow = 0.353(Ft.) , Average velocity = 1.774 (Ft/s) Flow width (from curb towards crown)= 11.306(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 315.000 to Point/Station 312.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1262.000 (Ft.) Downstream point/station elevation = 1261.200 (Ft.) Pipe length = 135.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.984 (CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 4.984 (CFS) Normal flow depth in pipe = 10.22 (In.) Flow top width inside pipe = 17.83(In.) Critical Depth = 10.31 (In.) Pipe flow velocity = 4.81 (Ft/s) Travel time through pipe = 0.47 min. Time of concentration (TC) = 17.00 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 312.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.010(Ac.) Runoff from this stream = 4.984 (CFS) Time of concentration = 17.00 min. Rainfall intensity = 2.557 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 16.456 10.71 3.149 2 4.984 17.00 2.557 Largest stream flow has longer or shorter time of concentration Qp = 16.456 + sum of Qa Tb/Ta 4.984 * 0.630 = 3.138 Qp = 19.594 Total of 2 streams to confluence: Flow rates before confluence point: 16.456 4.984 Area of streams before confluence: 5.430 2.010 Results of confluence: Total flow rate = 19.594 (CFS) Time of concentration = 10.706 min. Effective stream area after confluence = 7.440(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 312.000 **** SUBAREA FLOW ADDITION **** 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 Time of concentration = 10.71 min. Rainfall intensity = 3.149(In/Hr) for a 100.0 year storm Subarea runoff = 5.067 (CFS) for 1.810(Ac.) Total runoff = 24.661(CFS) Total area = 9.250 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 312.000 **** SUBAREA FLOW ADDITION **** 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 Time of concentration = 10.71 min. Rainfall intensity = 3.149(In/Hr) for a 100.0 year storm Subarea runoff = 5.879(CFS) for 2.100(Ac.) Total runoff = 30.539(CFS) Total area = 11.350 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 304.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1261.200 (Ft.) Downstream point/station elevation = 1259.900 (Ft.) Pipe length = 255.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 30.539(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 30.539(CFS) Normal flow depth in pipe = 25.97 (In.) Flow top width inside pipe = 20.46(In.) Critical Depth = 22.62 (In.) Pipe flow velocity = 6.77 (Ft/s) Travel time through pipe = 0.63 min. Time of concentration (TC) = 11.33 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 304.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 11.350(Ac.) Runoff from this stream = 30.539(CFS) Time of concentration = 11.33 min. Rainfall intensity = 3.070 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 72.891 14.22 2.772 2 30.539 11.33 3.070 Largest stream flow has longer time of concentration Qp = 72.891 + sum of Qb Ia/Ib 30.539 * 0.903 = 27.575 Qp = 100.467 Total of 2 main streams to confluence: Flow rates before confluence point: 72.891 30.539 Area of streams before confluence: 27.870 11.350 Results of confluence: Total flow rate = 100.467 (CFS) Time of concentration = 14.220 min. Effective stream area after confluence = 39.220 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 305.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1259.900 (Ft.) Downstream point/station elevation = 1259.000 (Ft.) Pipe length = 172.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 100.467 (CFS) Nearest computed pipe diameter = 48.00(In.) Calculated individual pipe flow = 100.467 (CFS) Normal flow depth in pipe = 37.97 (In.) Flow top width inside pipe = 39.03(In.) Critical Depth = 36.41 (In.) Pipe flow velocity = 9.42 (Ft/s) Travel time through pipe = 0.30 min. Time of concentration (TC) = 14.52 min. End of computations, total study area = 39.22 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.327 Area averaged RI index number = 78.3 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/04/23 File:1994D100D.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA D PROPOSED CONDITION RCFC&WCD 100-YR STORM BY: P.S ------------------------------------------------------------------------ ********* 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 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.450(In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 401.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.773(In/Hr) for a 100.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.801 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 = 0.800; Impervious fraction = 0.200 User specified values are as follows: TC = 14.20 min. Rain intensity = 2.77 (In/Hr) Total area = 131.40(Ac.) Total runoff = 297.40 (CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1283.000(Ft.) End of natural channel elevation = 1276.000(Ft.) Length of natural channel = 646.000 (Ft.) Estimated mean flow rate at midpoint of channel = 310.595(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 3.93(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0108 Corrected/adjusted channel slope = 0.0108 Travel time = 2.74 min. TC = 16.94 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea 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) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.562 (In/Hr) for a 100.0 year storm Subarea runoff = 25.258(CFS) for 11.660(Ac.) Total runoff = 322.658(CFS) Total area = 143.060 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 402.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 143.060(Ac.) Runoff from this stream = 322.658 (CFS) Time of concentration = 16.94 min. Rainfall intensity = 2.562 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 406.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 470.000 (Ft.) Top (of initial area) elevation = 1464.000(Ft.) Bottom (of initial area) elevation = 1400.000 (Ft.) Difference in elevation = 64.000(Ft.) Slope = 0.13617 s(percent)= 13.62 TC = k(0.530) *[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 9.253 min. Rainfall intensity = 3.363(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 Initial subarea runoff = 18.436(CFS) Total initial stream area = 6.390 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station 402.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1400.000(Ft.) End of natural channel elevation = 1276.000(Ft.) Length of natural channel = 1250.000 (Ft.) Estimated mean flow rate at midpoint of channel = 27.567 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 5.25(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0992 Corrected/adjusted channel slope = 0.0992 Travel time = 3.97 min. TC = 13.22 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea 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) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.864 (In/Hr) for a 100.0 year storm Subarea runoff = 15.429(CFS) for 6.330(Ac.) Total runoff = 33.865(CFS) Total area = 12.720 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 402.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 12.720(Ac.) Runoff from this stream = 33.865(CFS) Time of concentration = 13.22 min. Rainfall intensity = 2.864 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 322.658 16.94 2.562 2 33.865 13.22 2.864 Largest stream flow has longer time of concentration Qp = 322.658 + sum of Qb Ia/Ib 33.865 * 0.894 = 30.289 Qp = 352.947 Total of 2 main streams to confluence: Flow rates before confluence point: 322.658 33.865 Area of streams before confluence: 143.060 12.720 Results of confluence: Total flow rate = 352.947 (CFS) Time of concentration = 16.940 min. Effective stream area after confluence = 155.780 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 403.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1276.000(Ft.) End of natural channel elevation = 1270.000(Ft.) Length of natural channel = 823.000 (Ft.) Estimated mean flow rate at midpoint of channel = 375.309(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 3.44 (Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0073 Corrected/adjusted channel slope = 0.0073 Travel time = 3.99 min. TC = 20.92 min. Adding area flow to channel 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 Rainfall intensity = 2.329(In/Hr) for a 100.0 year storm Subarea runoff = 38.649(CFS) for 19.740(Ac.) Total runoff = 391.596(CFS) Total area = 175.520 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 404.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1263.800 (Ft.) Downstream point/station elevation = 1259.000 (Ft.) Pipe length = 954.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 391.596(CFS) Nearest computed pipe diameter = 78.00(In.) Calculated individual pipe flow = 391.596(CFS) Normal flow depth in pipe = 68.44 (In.) Flow top width inside pipe = 51.16(In.) Critical Depth = 63.44 (In.) Pipe flow velocity = 12.68 (Ft/s) Travel time through pipe = 1.25 min. Time of concentration (TC) = 22.18 min. End of computations, total study area = 175.52 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.850 Area averaged RI index number = 78.5 10 YEAR PROPOSED CONDITION Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/08/23 File:1994D10A.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA A PROPOSED CONDITION RCFC&WCD 10-YR STORM BY: P.S ------------------------------------------------------------------------ ********* 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 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.920(In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 439.000 (Ft.) Top (of initial area) elevation = 1399.000(Ft.) Bottom (of initial area) elevation = 1394.000 (Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.01139 s(percent)= 1.14 TC = k(0.480)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 13.394 min. Rainfall intensity = 1.807 (In/Hr) for a 10.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.758 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 = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 13.353(CFS) Total initial stream area = 9.750 (Ac.) Pervious area fraction = 0.800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1394.000(Ft.) End of natural channel elevation = 1340.000(Ft.) Length of natural channel = 816.000 (Ft.) Estimated mean flow rate at midpoint of channel = 35.354 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 4.67 (Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0662 Corrected/adjusted channel slope = 0.0662 Travel time = 2.91 min. TC = 16.31 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.815 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.040 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.960 RI index for soil(AMC 2) = 88.56 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.654 (In/Hr) for a 10.0 year storm Subarea runoff = 43.318(CFS) for 32.130(Ac.) Total runoff = 56.671(CFS) Total area = 41.880 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1340.000(Ft.) End of natural channel elevation = 1275.000(Ft.) Length of natural channel = 2280.000 (Ft.) Estimated mean flow rate at midpoint of channel = 104.349(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 4.41(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0285 Corrected/adjusted channel slope = 0.0285 Travel time = 8.61 min. TC = 24.92 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.803 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 = 1.367 (In/Hr) for a 10.0 year storm Subarea runoff = 77.352 (CFS) for 70.470(Ac.) Total runoff = 134.022 (CFS) Total area = 112.350 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 112.350(Ac.) Runoff from this stream = 134.022 (CFS) Time of concentration = 24.92 min. Rainfall intensity = 1.367 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 107.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 758.000 (Ft.) Top (of initial area) elevation = 1435.000(Ft.) Bottom (of initial area) elevation = 1327.000 (Ft.) Difference in elevation = 108.000(Ft.) Slope = 0.14248 s(percent)= 14.25 TC = k(0.530) *[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 11.102 min. Rainfall intensity = 1.966(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea 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) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 14.549(CFS) Total initial stream area = 8.910 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 104.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1327.000(Ft.) End of natural channel elevation = 1275.000(Ft.) Length of natural channel = 1246.000 (Ft.) Estimated mean flow rate at midpoint of channel = 38.086(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 3.82 (Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0417 Corrected/adjusted channel slope = 0.0417 Travel time = 5.44 min. TC = 16.54 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea 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) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.643(In/Hr) for a 10.0 year storm Subarea runoff = 38.752 (CFS) for 28.830(Ac.) Total runoff = 53.301(CFS) Total area = 37.740 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 37.740(Ac.) Runoff from this stream = 53.301 (CFS) Time of concentration = 16.54 min. Rainfall intensity = 1.643(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 134.022 24.92 1.367 2 53.301 16.54 1.643 Largest stream flow has longer time of concentration Qp = 134.022 + sum of Qb Ia/Ib 53.301 * 0.832 = 44.329 Qp = 178.351 Total of 2 main streams to confluence: Flow rates before confluence point: 134.022 53.301 Area of streams before confluence: 112.350 37.740 Results of confluence: Total flow rate = 178.351 (CFS) Time of concentration = 24.916 min. Effective stream area after confluence = 150.090 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1275.000 (Ft.) Downstream point/station elevation = 1263.000 (Ft.) Pipe length = 856.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 178.351(CFS) Nearest computed pipe diameter = 48.00(In.) Calculated individual pipe flow = 178.351 (CFS) Normal flow depth in pipe = 41.81(In.) Flow top width inside pipe = 32.17 (In.) Critical Depth = 45.19(In.) Pipe flow velocity = 15.34 (Ft/s) Travel time through pipe = 0.93 min. Time of concentration (TC) = 25.85 min. End of computations, total study area = 150.09 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.987 Area averaged RI index number = 88.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/10/23 File:1994D10B.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA B PROPOSED CONDITION RCFC&WCD 10-YR STORM BY: P.S ------------------------------------------------------------------------ ********* 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 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.920(In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 511.000 (Ft.) Top (of initial area) elevation = 1532.000(Ft.) Bottom (of initial area) elevation = 1400.000 (Ft.) Difference in elevation = 132.000(Ft.) Slope = 0.25832 s(percent)= 25.83 TC = k(0.530)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 8.418 min. Rainfall intensity = 2.227 (In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea 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) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 2.669(CFS) Total initial stream area = 1.430 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1400.000(Ft.) End of natural channel elevation = 1276.000(Ft.) Length of natural channel = 869.000 (Ft.) Estimated mean flow rate at midpoint of channel = 15.565(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 4.97 (Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.1427 Corrected/adjusted channel slope = 0.1299 Travel time = 2.92 min. TC = 11.33 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea 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) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.948(In/Hr) for a 10.0 year storm Subarea runoff = 22.340(CFS) for 13.820(Ac.) Total runoff = 25.009(CFS) Total area = 15.250 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 203.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.883 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 Time of concentration = 11.33 min. Rainfall intensity = 1.948(In/Hr) for a 10.0 year storm Subarea runoff = 11.305(CFS) for 6.570(Ac.) Total runoff = 36.314 (CFS) Total area = 21.820 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1268.200 (Ft.) Downstream point/station elevation = 1261.600 (Ft.) Pipe length = 1312.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 36.314 (CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 36.314 (CFS) Normal flow depth in pipe = 26.16(In.) Flow top width inside pipe = 26.76(In.) Critical Depth = 24.08 (In.) Pipe flow velocity = 7.20 (Ft/s) Travel time through pipe = 3.04 min. Time of concentration (TC) = 14.37 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 204.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 21.820(Ac.) Runoff from this stream = 36.314 (CFS) Time of concentration = 14.37 min. Rainfall intensity = 1.751 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 208.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 336.000 (Ft.) Top (of initial area) elevation = 1401.000(Ft.) Bottom (of initial area) elevation = 1292.200 (Ft.) Difference in elevation = 108.800(Ft.) Slope = 0.32381 s(percent)= 32.38 TC = k(0.530)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 6.804 min. Rainfall intensity = 2.451(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea 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) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 6.656(CFS) Total initial stream area = 3.220 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 209.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1292.200(Ft.) End of street segment elevation = 1272.300(Ft.) Length of street segment = 871.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(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 [2] side(s) of the street Distance from curb to property line = 10.000 (Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 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 = 11.647 (CFS) Depth of flow = 0.365(Ft.) , Average velocity = 3.761 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.922 (Ft.) Flow velocity = 3.76(Ft/s) Travel time = 3.86 min. TC = 10.66 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 = 2.002 (In/Hr) for a 10.0 year storm Subarea runoff = 9.873(CFS) for 5.580(Ac.) Total runoff = 16.529(CFS) Total area = 8.800 (Ac.) Street flow at end of street = 16.529(CFS) Half street flow at end of street = 8.264 (CFS) Depth of flow = 0.402 (Ft.) , Average velocity = 4.087 (Ft/s) Flow width (from curb towards crown)= 13.767 (Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 209.000 to Point/Station 204.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1261.900 (Ft.) Downstream point/station elevation = 1261.600 (Ft.) Pipe length = 49.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.529(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 16.529(CFS) Normal flow depth in pipe = 18.38(In.) Flow top width inside pipe = 20.33(In.) Critical Depth = 17.59(In.) Pipe flow velocity = 6.40 (Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 10.79 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 204.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 8.800(Ac.) Runoff from this stream = 16.529(CFS) Time of concentration = 10.79 min. Rainfall intensity = 1.992 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 36.314 14.37 1.751 2 16.529 10.79 1.992 Largest stream flow has longer time of concentration Qp = 36.314 + sum of Qb Ia/Ib 16.529 * 0.879 = 14.528 Qp = 50.842 Total of 2 main streams to confluence: Flow rates before confluence point: 36.314 16.529 Area of streams before confluence: 21.820 8.800 Results of confluence: Total flow rate = 50.842 (CFS) Time of concentration = 14.373 min. Effective stream area after confluence = 30.620 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 204.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.882 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 Time of concentration = 14.37 min. Rainfall intensity = 1.751(In/Hr) for a 10.0 year storm Subarea runoff = 2.285(CFS) for 1.480(Ac.) Total runoff = 53.127 (CFS) Total area = 32.100 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 204.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.882 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 Time of concentration = 14.37 min. Rainfall intensity = 1.751(In/Hr) for a 10.0 year storm Subarea runoff = 12.272 (CFS) for 7.950(Ac.) Total runoff = 65.398(CFS) Total area = 40.050 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1261.600 (Ft.) Downstream point/station elevation = 1258.300 (Ft.) Pipe length = 645.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 65.398(CFS) Nearest computed pipe diameter = 42.00(In.) Calculated individual pipe flow = 65.398 (CFS) Normal flow depth in pipe = 31.41(In.) Flow top width inside pipe = 36.48 (In.) Critical Depth = 30.42 (In.) Pipe flow velocity = 8.47 (Ft/s) Travel time through pipe = 1.27 min. Time of concentration (TC) = 15.64 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 205.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 40.050(Ac.) Runoff from this stream = 65.398 (CFS) Time of concentration = 15.64 min. Rainfall intensity = 1.685(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 211.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 504.000 (Ft.) Top (of initial area) elevation = 1268.600(Ft.) Bottom (of initial area) elevation = 1264.400 (Ft.) Difference in elevation = 4.200(Ft.) Slope = 0.00833 s(percent)= 0.83 TC = k(0.300) *[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 9.417 min. Rainfall intensity = 2.117 (In/Hr) for a 10.0 year storm 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 Initial subarea runoff = 2.566(CFS) Total initial stream area = 1.370 (Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 211.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1258.500 (Ft.) Downstream point/station elevation = 1258.300 (Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.566(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.566(CFS) Normal flow depth in pipe = 8.16(In.) Flow top width inside pipe = 11.20 (In.) Critical Depth = 8.24 (In.) Pipe flow velocity = 4.51 (Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 9.51 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 205.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.370(Ac.) Runoff from this stream = 2.566(CFS) Time of concentration = 9.51 min. Rainfall intensity = 2.108 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 65.398 15.64 1.685 2 2.566 9.51 2.108 Largest stream flow has longer time of concentration Qp = 65.398 + sum of Qb Ia/Ib 2.566 * 0.799 = 2.051 Qp = 67.449 Total of 2 main streams to confluence: Flow rates before confluence point: 65.398 2.566 Area of streams before confluence: 40.050 1.370 Results of confluence: Total flow rate = 67.449(CFS) Time of concentration = 15.642 min. Effective stream area after confluence = 41.420 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 206.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1258.300 (Ft.) Downstream point/station elevation = 1258.000 (Ft.) Pipe length = 52.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 67.449(CFS) Nearest computed pipe diameter = 42.00(In.) Calculated individual pipe flow = 67.449(CFS) Normal flow depth in pipe = 30.66(In.) Flow top width inside pipe = 37.30 (In.) Critical Depth = 30.88 (In.) Pipe flow velocity = 8.97 (Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 15.74 min. End of computations, total study area = 41.42 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.501 Area averaged RI index number = 81.2 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/10/23 File:1994D10C.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA C PROPOSED CONDITION RCFC&WCD 10-YR STORM BY: P.S ------------------------------------------------------------------------ ********* 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 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.920(In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 966.000 (Ft.) Top (of initial area) elevation = 1532.000(Ft.) Bottom (of initial area) elevation = 1276.000 (Ft.) Difference in elevation = 256.000(Ft.) Slope = 0.26501 s(percent)= 26.50 TC = k(0.530)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 10.805 min. Rainfall intensity = 1.990(In/Hr) for a 10.0 year storm 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 Initial subarea runoff = 16.362 (CFS) Total initial stream area = 9.890 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 302.000 **** SUBAREA FLOW ADDITION **** 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 Time of concentration = 10.80 min. Rainfall intensity = 1.990(In/Hr) for a 10.0 year storm Subarea runoff = 8.671(CFS) for 4.930(Ac.) Total runoff = 25.033(CFS) Total area = 14.820 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1267.800 (Ft.) Downstream point/station elevation = 1261.000 (Ft.) Pipe length = 1358.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 25.033(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 25.033(CFS) Normal flow depth in pipe = 21.49(In.) Flow top width inside pipe = 27.04 (In.) Critical Depth = 20.46(In.) Pipe flow velocity = 6.65(Ft/s) Travel time through pipe = 3.40 min. Time of concentration (TC) = 14.21 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 14.820(Ac.) Runoff from this stream = 25.033(CFS) Time of concentration = 14.21 min. Rainfall intensity = 1.760 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 306.000 to Point/Station 307.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 491.000 (Ft.) Top (of initial area) elevation = 1276.700(Ft.) Bottom (of initial area) elevation = 1273.000 (Ft.) Difference in elevation = 3.700(Ft.) Slope = 0.00754 s(percent)= 0.75 TC = k(0.300)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 9.509 min. Rainfall intensity = 2.108(In/Hr) for a 10.0 year storm 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 Initial subarea runoff = 1.417 (CFS) Total initial stream area = 0.760 (Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 307.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1261.800 (Ft.) Downstream point/station elevation = 1261.000 (Ft.) Pipe length = 143.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.417 (CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 1.417 (CFS) Normal flow depth in pipe = 6.22 (In.) Flow top width inside pipe = 11.99(In.) Critical Depth = 6.05(In.) Pipe flow velocity = 3.44 (Ft/s) Travel time through pipe = 0.69 min. Time of concentration (TC) = 10.20 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.760(Ac.) Runoff from this stream = 1.417 (CFS) Time of concentration = 10.20 min. Rainfall intensity = 2.043(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 308.000 to Point/Station 309.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 712.000 (Ft.) Top (of initial area) elevation = 1276.600(Ft.) Bottom (of initial area) elevation = 1271.200 (Ft.) Difference in elevation = 5.400(Ft.) Slope = 0.00758 s(percent)= 0.76 TC = k(0.300)*[ (length^3)/ (elevation change) ] ^0.2 Initial area time of concentration = 11.019 min. Rainfall intensity = 1.973(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.883 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 = 4.079(CFS) Total initial stream area = 2.340 (Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 309.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1261.300 (Ft.) Downstream point/station elevation = 1261.000 (Ft.) Pipe length = 52.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.079(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 4.079(CFS) Normal flow depth in pipe = 10.44 (In.) Flow top width inside pipe = 13.80 (In.) Critical Depth = 9.81 (In.) Pipe flow velocity = 4.47 (Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 11.21 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2.340(Ac.) Runoff from this stream = 4.079(CFS) Time of concentration = 11.21 min. Rainfall intensity = 1.958 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 25.033 14.21 1.760 2 1.417 10.20 2.043 3 4.079 11.21 1.958 Largest stream flow has longer time of concentration Qp = 25.033 + sum of Qb Ia/Ib 1.417 * 0.862 = 1.221 Qb Ia/Ib 4.079 * 0.899 = 3.667 Qp = 29.920 Total of 3 main streams to confluence: Flow rates before confluence point: 25.033 1.417 4.079 Area of streams before confluence: 14.820 0.760 2.340 Results of confluence: Total flow rate = 29.920 (CFS) Time of concentration = 14.207 min. Effective stream area after confluence = 17.920 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.882 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 Time of concentration = 14.21 min. Rainfall intensity = 1.760(In/Hr) for a 10.0 year storm Subarea runoff = 0.760(CFS) for 0.490(Ac.) Total runoff = 30.681(CFS) Total area = 18.410 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.882 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 Time of concentration = 14.21 min. Rainfall intensity = 1.760(In/Hr) for a 10.0 year storm Subarea runoff = 1.055(CFS) for 0.680(Ac.) Total runoff = 31.736(CFS) Total area = 19.090 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.882 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 Time of concentration = 14.21 min. Rainfall intensity = 1.760(In/Hr) for a 10.0 year storm Subarea runoff = 13.625(CFS) for 8.780(Ac.) Total runoff = 45.361(CFS) Total area = 27.870 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 304.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1261.000 (Ft.) Downstream point/station elevation = 1259.900 (Ft.) Pipe length = 207.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 45.361(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 45.361 (CFS) Normal flow depth in pipe = 27.56(In.) Flow top width inside pipe = 30.50 (In.) Critical Depth = 26.32 (In.) Pipe flow velocity = 7.82 (Ft/s) Travel time through pipe = 0.44 min. Time of concentration (TC) = 14.65 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 304.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 27.870(Ac.) Runoff from this stream = 45.361 (CFS) Time of concentration = 14.65 min. Rainfall intensity = 1.736(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 311.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 298.000 (Ft.) Top (of initial area) elevation = 1283.100(Ft.) Bottom (of initial area) elevation = 1281.200 (Ft.) Difference in elevation = 1.900(Ft.) Slope = 0.00638 s(percent)= 0.64 TC = k(0.300)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 8.052 min. Rainfall intensity = 2.272 (In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.885 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 = 1.307 (CFS) Total initial stream area = 0.650 (Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 311.000 to Point/Station 311.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.070 Decimal fraction soil group D = 0.930 RI index for soil(AMC 2) = 74.58 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 8.05 min. Rainfall intensity = 2.272 (In/Hr) for a 10.0 year storm Subarea runoff = 5.288(CFS) for 2.630(Ac.) Total runoff = 6.596(CFS) Total area = 3.280 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 311.000 to Point/Station 312.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1265.500 (Ft.) Downstream point/station elevation = 1261.200 (Ft.) Pipe length = 848.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.596(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 6.596(CFS) Normal flow depth in pipe = 13.13(In.) Flow top width inside pipe = 16.00 (In.) Critical Depth = 11.91 (In.) Pipe flow velocity = 4.78 (Ft/s) Travel time through pipe = 2.96 min. Time of concentration (TC) = 11.01 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 312.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.881 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.050 Decimal fraction soil group C = 0.390 Decimal fraction soil group D = 0.560 RI index for soil(AMC 2) = 71.71 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 11.01 min. Rainfall intensity = 1.974 (In/Hr) for a 10.0 year storm Subarea runoff = 3.739(CFS) for 2.150(Ac.) Total runoff = 10.335(CFS) Total area = 5.430 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 312.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 5.430(Ac.) Runoff from this stream = 10.335(CFS) Time of concentration = 11.01 min. Rainfall intensity = 1.974 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 313.000 to Point/Station 314.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 394.000 (Ft.) Top (of initial area) elevation = 1283.100(Ft.) Bottom (of initial area) elevation = 1279.700 (Ft.) Difference in elevation = 3.400(Ft.) Slope = 0.00863 s(percent)= 0.86 TC = k(0.300)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 8.475 min. Rainfall intensity = 2.220(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.885 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 = 0.884 (CFS) Total initial stream area = 0.450 (Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 314.000 to Point/Station 315.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1279.700(Ft.) End of street segment elevation = 1275.500(Ft.) Length of street segment = 779.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(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 [2] side(s) of the street Distance from curb to property line = 10.000 (Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 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 = 2.044 (CFS) Depth of flow = 0.279(Ft.) , Average velocity = 1.453(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.594 (Ft.) Flow velocity = 1.45(Ft/s) Travel time = 8.94 min. TC = 17.41 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.880 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 = 1.606(In/Hr) for a 10.0 year storm Subarea runoff = 2.206(CFS) for 1.560(Ac.) Total runoff = 3.090(CFS) Total area = 2.010 (Ac.) Street flow at end of street = 3.090(CFS) Half street flow at end of street = 1.545(CFS) Depth of flow = 0.311(Ft.) , Average velocity = 1.590 (Ft/s) Flow width (from curb towards crown)= 9.193(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 315.000 to Point/Station 312.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1262.000 (Ft.) Downstream point/station elevation = 1261.200 (Ft.) Pipe length = 135.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.090(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 3.090 (CFS) Normal flow depth in pipe = 8.56(In.) Flow top width inside pipe = 14.85(In.) Critical Depth = 8.50 (In.) Pipe flow velocity = 4.27 (Ft/s) Travel time through pipe = 0.53 min. Time of concentration (TC) = 17.94 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 312.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.010(Ac.) Runoff from this stream = 3.090 (CFS) Time of concentration = 17.94 min. Rainfall intensity = 1.584 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 10.335 11.01 1.974 2 3.090 17.94 1.584 Largest stream flow has longer or shorter time of concentration Qp = 10.335 + sum of Qa Tb/Ta 3.090 * 0.614 = 1.897 Qp = 12.231 Total of 2 streams to confluence: Flow rates before confluence point: 10.335 3.090 Area of streams before confluence: 5.430 2.010 Results of confluence: Total flow rate = 12.231 (CFS) Time of concentration = 11.010 min. Effective stream area after confluence = 7.440(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 312.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.883 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 Time of concentration = 11.01 min. Rainfall intensity = 1.974 (In/Hr) for a 10.0 year storm Subarea runoff = 3.156(CFS) for 1.810(Ac.) Total runoff = 15.387 (CFS) Total area = 9.250 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 312.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.883 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 Time of concentration = 11.01 min. Rainfall intensity = 1.974 (In/Hr) for a 10.0 year storm Subarea runoff = 3.662 (CFS) for 2.100(Ac.) Total runoff = 19.049(CFS) Total area = 11.350 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 304.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1261.200 (Ft.) Downstream point/station elevation = 1259.900 (Ft.) Pipe length = 255.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 19.049(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 19.049(CFS) Normal flow depth in pipe = 19.31(In.) Flow top width inside pipe = 24.37 (In.) Critical Depth = 18.33(In.) Pipe flow velocity = 6.26(Ft/s) Travel time through pipe = 0.68 min. Time of concentration (TC) = 11.69 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 304.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 11.350(Ac.) Runoff from this stream = 19.049(CFS) Time of concentration = 11.69 min. Rainfall intensity = 1.921 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 45.361 14.65 1.736 2 19.049 11.69 1.921 Largest stream flow has longer time of concentration Qp = 45.361 + sum of Qb Ia/Ib 19.049 * 0.903 = 17.210 Qp = 62.571 Total of 2 main streams to confluence: Flow rates before confluence point: 45.361 19.049 Area of streams before confluence: 27.870 11.350 Results of confluence: Total flow rate = 62.571 (CFS) Time of concentration = 14.649 min. Effective stream area after confluence = 39.220 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 305.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1259.900 (Ft.) Downstream point/station elevation = 1259.000 (Ft.) Pipe length = 172.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 62.571(CFS) Nearest computed pipe diameter = 39.00(In.) Calculated individual pipe flow = 62.571 (CFS) Normal flow depth in pipe = 33.94 (In.) Flow top width inside pipe = 26.22 (In.) Critical Depth = 30.26(In.) Pipe flow velocity = 8.16(Ft/s) Travel time through pipe = 0.35 min. Time of concentration (TC) = 15.00 min. End of computations, total study area = 39.22 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.327 Area averaged RI index number = 78.3 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/08/23 File:1994D10D.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA D PROPOSED CONDITION RCFC&WCD 10-YR STORM BY: P.S ------------------------------------------------------------------------ ********* 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 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.920(In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 401.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 1.760(In/Hr) for a 10.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.755 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 = 0.800; Impervious fraction = 0.200 User specified values are as follows: TC = 14.20 min. Rain intensity = 1.76(In/Hr) Total area = 131.40(Ac.) Total runoff = 180.10 (CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1283.000(Ft.) End of natural channel elevation = 1276.000(Ft.) Length of natural channel = 646.000 (Ft.) Estimated mean flow rate at midpoint of channel = 188.091 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 3.33(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0108 Corrected/adjusted channel slope = 0.0108 Travel time = 3.23 min. TC = 17.43 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea 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) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.605(In/Hr) for a 10.0 year storm Subarea runoff = 15.274 (CFS) for 11.660(Ac.) Total runoff = 195.374 (CFS) Total area = 143.060 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 402.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 143.060(Ac.) Runoff from this stream = 195.374 (CFS) Time of concentration = 17.43 min. Rainfall intensity = 1.605(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 406.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 470.000 (Ft.) Top (of initial area) elevation = 1464.000(Ft.) Bottom (of initial area) elevation = 1400.000 (Ft.) Difference in elevation = 64.000(Ft.) Slope = 0.13617 s(percent)= 13.62 TC = k(0.530) *[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 9.253 min. Rainfall intensity = 2.134 (In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea 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) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 11.394 (CFS) Total initial stream area = 6.390 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station 402.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1400.000(Ft.) End of natural channel elevation = 1276.000(Ft.) Length of natural channel = 1250.000 (Ft.) Estimated mean flow rate at midpoint of channel = 17.038 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 4.48(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0992 Corrected/adjusted channel slope = 0.0992 Travel time = 4.65 min. TC = 13.90 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea 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) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.777 (In/Hr) for a 10.0 year storm Subarea runoff = 9.265(CFS) for 6.330(Ac.) Total runoff = 20.659(CFS) Total area = 12.720 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 402.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 12.720(Ac.) Runoff from this stream = 20.659(CFS) Time of concentration = 13.90 min. Rainfall intensity = 1.777 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 195.374 17.43 1.605 2 20.659 13.90 1.777 Largest stream flow has longer time of concentration Qp = 195.374 + sum of Qb Ia/Ib 20.659 * 0.903 = 18.658 Qp = 214.033 Total of 2 main streams to confluence: Flow rates before confluence point: 195.374 20.659 Area of streams before confluence: 143.060 12.720 Results of confluence: Total flow rate = 214.033(CFS) Time of concentration = 17.433 min. Effective stream area after confluence = 155.780 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 403.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1276.000(Ft.) End of natural channel elevation = 1270.000(Ft.) Length of natural channel = 823.000 (Ft.) Estimated mean flow rate at midpoint of channel = 227.593(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 2.92 (Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0073 Corrected/adjusted channel slope = 0.0073 Travel time = 4.70 min. TC = 22.13 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.808 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 = 1.441(In/Hr) for a 10.0 year storm Subarea runoff = 22.982 (CFS) for 19.740(Ac.) Total runoff = 237.015(CFS) Total area = 175.520 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 404.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1263.800 (Ft.) Downstream point/station elevation = 1259.000 (Ft.) Pipe length = 954.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 237.015(CFS) Nearest computed pipe diameter = 66.00(In.) Calculated individual pipe flow = 237.015(CFS) Normal flow depth in pipe = 53.81(In.) Flow top width inside pipe = 51.22 (In.) Critical Depth = 51.61 (In.) Pipe flow velocity = 11.43(Ft/s) Travel time through pipe = 1.39 min. Time of concentration (TC) = 23.52 min. End of computations, total study area = 175.52 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.850 Area averaged RI index number = 78.5 5 YEAR PROPOSED CONDITION Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/10/23 File:1994D5A.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA A PROPOSED CONDITION RCFC&WCD 5-YR STORM BY: P.S ------------------------------------------------------------------------ ********* 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) = 5.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 5.0 Calculated rainfall intensity data: 1 hour intensity = 0.761 (In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 439.000 (Ft.) Top (of initial area) elevation = 1399.000(Ft.) Bottom (of initial area) elevation = 1394.000 (Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.01139 s(percent)= 1.14 TC = k(0.480)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 13.394 min. Rainfall intensity = 1.494 (In/Hr) for a 5.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.610 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 1) = 57.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 8.889(CFS) Total initial stream area = 9.750 (Ac.) Pervious area fraction = 0.800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1394.000(Ft.) End of natural channel elevation = 1340.000(Ft.) Length of natural channel = 816.000 (Ft.) Estimated mean flow rate at midpoint of channel = 23.536(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 4.09(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0662 Corrected/adjusted channel slope = 0.0662 Travel time = 3.33 min. TC = 16.72 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.684 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.040 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.960 RI index for soil(AMC 1) = 75.70 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.352 (In/Hr) for a 5.0 year storm Subarea runoff = 29.691 (CFS) for 32.130(Ac.) Total runoff = 38.580(CFS) Total area = 41.880 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1340.000(Ft.) End of natural channel elevation = 1275.000(Ft.) Length of natural channel = 2280.000 (Ft.) Estimated mean flow rate at midpoint of channel = 71.039(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 3.89(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0285 Corrected/adjusted channel slope = 0.0285 Travel time = 9.78 min. TC = 26.50 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.655 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.099(In/Hr) for a 5.0 year storm Subarea runoff = 50.699(CFS) for 70.470(Ac.) Total runoff = 89.279(CFS) Total area = 112.350 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 112.350(Ac.) Runoff from this stream = 89.279(CFS) Time of concentration = 26.50 min. Rainfall intensity = 1.099(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 107.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 758.000 (Ft.) Top (of initial area) elevation = 1435.000(Ft.) Bottom (of initial area) elevation = 1327.000 (Ft.) Difference in elevation = 108.000(Ft.) Slope = 0.14248 s(percent)= 14.25 TC = k(0.530) *[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 11.102 min. Rainfall intensity = 1.626(In/Hr) for a 5.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.718 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 10.401(CFS) Total initial stream area = 8.910 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 104.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1327.000(Ft.) End of natural channel elevation = 1275.000(Ft.) Length of natural channel = 1246.000 (Ft.) Estimated mean flow rate at midpoint of channel = 27.227 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 3.42 (Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0417 Corrected/adjusted channel slope = 0.0417 Travel time = 6.08 min. TC = 17.18 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.688 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.336(In/Hr) for a 5.0 year storm Subarea runoff = 26.487 (CFS) for 28.830(Ac.) Total runoff = 36.888(CFS) Total area = 37.740 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 37.740(Ac.) Runoff from this stream = 36.888 (CFS) Time of concentration = 17.18 min. Rainfall intensity = 1.336(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 89.279 26.50 1.099 2 36.888 17.18 1.336 Largest stream flow has longer time of concentration Qp = 89.279 + sum of Qb Ia/Ib 36.888 * 0.823 = 30.352 Qp = 119.631 Total of 2 main streams to confluence: Flow rates before confluence point: 89.279 36.888 Area of streams before confluence: 112.350 37.740 Results of confluence: Total flow rate = 119.631 (CFS) Time of concentration = 26.499 min. Effective stream area after confluence = 150.090 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1275.000 (Ft.) Downstream point/station elevation = 1263.000 (Ft.) Pipe length = 856.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 119.631(CFS) Nearest computed pipe diameter = 42.00(In.) Calculated individual pipe flow = 119.631 (CFS) Normal flow depth in pipe = 34.59(In.) Flow top width inside pipe = 32.01 (In.) Critical Depth = 38.95(In.) Pipe flow velocity = 14.11 (Ft/s) Travel time through pipe = 1.01 min. Time of concentration (TC) = 27.51 min. End of computations, total study area = 150.09 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.987 Area averaged RI index number = 88.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/10/23 File:1994D5B.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA B PROPOSED CONDITION RCFC&WCD 5-YR STORM BY: P.S ------------------------------------------------------------------------ ********* 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) = 5.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 5.0 Calculated rainfall intensity data: 1 hour intensity = 0.761 (In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 511.000 (Ft.) Top (of initial area) elevation = 1532.000(Ft.) Bottom (of initial area) elevation = 1400.000 (Ft.) Difference in elevation = 132.000(Ft.) Slope = 0.25832 s(percent)= 25.83 TC = k(0.530)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 8.418 min. Rainfall intensity = 1.841(In/Hr) for a 5.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.735 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 1.936(CFS) Total initial stream area = 1.430 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1400.000(Ft.) End of natural channel elevation = 1276.000(Ft.) Length of natural channel = 869.000 (Ft.) Estimated mean flow rate at midpoint of channel = 11.293(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 4.47 (Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.1427 Corrected/adjusted channel slope = 0.1299 Travel time = 3.24 min. TC = 11.66 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.715 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.590(In/Hr) for a 5.0 year storm Subarea runoff = 15.709(CFS) for 13.820(Ac.) Total runoff = 17.645(CFS) Total area = 15.250 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 203.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type 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 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 11.66 min. Rainfall intensity = 1.590(In/Hr) for a 5.0 year storm Subarea runoff = 9.038(CFS) for 6.570(Ac.) Total runoff = 26.683(CFS) Total area = 21.820 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1268.200 (Ft.) Downstream point/station elevation = 1261.600 (Ft.) Pipe length = 1312.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 26.683(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 26.683(CFS) Normal flow depth in pipe = 22.62 (In.) Flow top width inside pipe = 25.84 (In.) Critical Depth = 21.12 (In.) Pipe flow velocity = 6.72 (Ft/s) Travel time through pipe = 3.25 min. Time of concentration (TC) = 14.91 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 204.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 21.820(Ac.) Runoff from this stream = 26.683(CFS) Time of concentration = 14.91 min. Rainfall intensity = 1.423(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 208.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 336.000 (Ft.) Top (of initial area) elevation = 1401.000(Ft.) Bottom (of initial area) elevation = 1292.200 (Ft.) Difference in elevation = 108.800(Ft.) Slope = 0.32381 s(percent)= 32.38 TC = k(0.530)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 6.804 min. Rainfall intensity = 2.026(In/Hr) for a 5.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.748 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 4.880(CFS) Total initial stream area = 3.220 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 209.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1292.200(Ft.) End of street segment elevation = 1272.300(Ft.) Length of street segment = 871.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(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 [2] side(s) of the street Distance from curb to property line = 10.000 (Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 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 = 8.907 (CFS) Depth of flow = 0.340(Ft.) , Average velocity = 3.533(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.648(Ft.) Flow velocity = 3.53(Ft/s) Travel time = 4.11 min. TC = 10.91 min. Adding area flow to street COMMERCIAL subarea type 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 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.638(In/Hr) for a 5.0 year storm Subarea runoff = 7.914 (CFS) for 5.580(Ac.) Total runoff = 12.794 (CFS) Total area = 8.800 (Ac.) Street flow at end of street = 12.794 (CFS) Half street flow at end of street = 6.397 (CFS) Depth of flow = 0.375(Ft.) , Average velocity = 3.846(Ft/s) Flow width (from curb towards crown)= 12.397 (Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 209.000 to Point/Station 204.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1261.900 (Ft.) Downstream point/station elevation = 1261.600 (Ft.) Pipe length = 49.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.794 (CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 12.794 (CFS) Normal flow depth in pipe = 17.91(In.) Flow top width inside pipe = 14.89(In.) Critical Depth = 16.00 (In.) Pipe flow velocity = 5.86(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 11.05 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 204.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 8.800(Ac.) Runoff from this stream = 12.794 (CFS) Time of concentration = 11.05 min. Rainfall intensity = 1.629(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 26.683 14.91 1.423 2 12.794 11.05 1.629 Largest stream flow has longer time of concentration Qp = 26.683 + sum of Qb Ia/Ib 12.794 * 0.874 = 11.181 Qp = 37.864 Total of 2 main streams to confluence: Flow rates before confluence point: 26.683 12.794 Area of streams before confluence: 21.820 8.800 Results of confluence: Total flow rate = 37.864 (CFS) Time of concentration = 14.913 min. Effective stream area after confluence = 30.620 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 204.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type 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 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 14.91 min. Rainfall intensity = 1.423(In/Hr) for a 5.0 year storm Subarea runoff = 1.818(CFS) for 1.480(Ac.) Total runoff = 39.681(CFS) Total area = 32.100 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 204.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type 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 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 14.91 min. Rainfall intensity = 1.423(In/Hr) for a 5.0 year storm Subarea runoff = 9.763(CFS) for 7.950(Ac.) Total runoff = 49.444 (CFS) Total area = 40.050 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1261.600 (Ft.) Downstream point/station elevation = 1258.300 (Ft.) Pipe length = 645.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 49.444 (CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 49.444 (CFS) Normal flow depth in pipe = 30.84 (In.) Flow top width inside pipe = 25.22 (In.) Critical Depth = 27.48 (In.) Pipe flow velocity = 7.67 (Ft/s) Travel time through pipe = 1.40 min. Time of concentration (TC) = 16.31 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 205.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 40.050(Ac.) Runoff from this stream = 49.444 (CFS) Time of concentration = 16.31 min. Rainfall intensity = 1.367 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 211.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 504.000 (Ft.) Top (of initial area) elevation = 1268.600(Ft.) Bottom (of initial area) elevation = 1264.400 (Ft.) Difference in elevation = 4.200(Ft.) Slope = 0.00833 s(percent)= 0.83 TC = k(0.300) *[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 9.417 min. Rainfall intensity = 1.751(In/Hr) for a 5.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.867 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 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.080(CFS) Total initial stream area = 1.370 (Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 211.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1258.500 (Ft.) Downstream point/station elevation = 1258.300 (Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.080(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.080 (CFS) Normal flow depth in pipe = 7.07 (In.) Flow top width inside pipe = 11.81 (In.) Critical Depth = 7.39(In.) Pipe flow velocity = 4.32 (Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 9.51 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 205.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.370(Ac.) Runoff from this stream = 2.080 (CFS) Time of concentration = 9.51 min. Rainfall intensity = 1.743(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 49.444 16.31 1.367 2 2.080 9.51 1.743 Largest stream flow has longer time of concentration Qp = 49.444 + sum of Qb Ia/Ib 2.080 * 0.785 = 1.632 Qp = 51.076 Total of 2 main streams to confluence: Flow rates before confluence point: 49.444 2.080 Area of streams before confluence: 40.050 1.370 Results of confluence: Total flow rate = 51.076(CFS) Time of concentration = 16.314 min. Effective stream area after confluence = 41.420 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 206.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1258.300 (Ft.) Downstream point/station elevation = 1258.000 (Ft.) Pipe length = 52.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 51.076(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 51.076(CFS) Normal flow depth in pipe = 29.81(In.) Flow top width inside pipe = 27.16(In.) Critical Depth = 27.90 (In.) Pipe flow velocity = 8.17 (Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 16.42 min. End of computations, total study area = 41.42 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.501 Area averaged RI index number = 81.2 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/10/23 File:1994D5C.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA C PROPOSED CONDITION RCFC&WCD 5-YR STORM BY: P.S ------------------------------------------------------------------------ ********* 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) = 5.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 5.0 Calculated rainfall intensity data: 1 hour intensity = 0.761 (In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 966.000 (Ft.) Top (of initial area) elevation = 1532.000(Ft.) Bottom (of initial area) elevation = 1276.000 (Ft.) Difference in elevation = 256.000(Ft.) Slope = 0.26501 s(percent)= 26.50 TC = k(0.530)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 10.805 min. Rainfall intensity = 1.646(In/Hr) for a 5.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.720 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 11.715(CFS) Total initial stream area = 9.890 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 302.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type 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 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 10.80 min. Rainfall intensity = 1.646(In/Hr) for a 5.0 year storm Subarea runoff = 7.024 (CFS) for 4.930(Ac.) Total runoff = 18.739(CFS) Total area = 14.820 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1267.800 (Ft.) Downstream point/station elevation = 1261.000 (Ft.) Pipe length = 1358.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 18.739(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 18.739(CFS) Normal flow depth in pipe = 19.22 (In.) Flow top width inside pipe = 24.46(In.) Critical Depth = 18.16(In.) Pipe flow velocity = 6.19(Ft/s) Travel time through pipe = 3.65 min. Time of concentration (TC) = 14.46 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 14.820(Ac.) Runoff from this stream = 18.739(CFS) Time of concentration = 14.46 min. Rainfall intensity = 1.443(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 306.000 to Point/Station 307.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 491.000 (Ft.) Top (of initial area) elevation = 1276.700(Ft.) Bottom (of initial area) elevation = 1273.000 (Ft.) Difference in elevation = 3.700(Ft.) Slope = 0.00754 s(percent)= 0.75 TC = k(0.300)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 9.509 min. Rainfall intensity = 1.743(In/Hr) for a 5.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.867 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 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.149(CFS) Total initial stream area = 0.760 (Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 307.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1261.800 (Ft.) Downstream point/station elevation = 1261.000 (Ft.) Pipe length = 143.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.149(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.149(CFS) Normal flow depth in pipe = 6.86(In.) Flow top width inside pipe = 7.67 (In.) Critical Depth = 5.91 (In.) Pipe flow velocity = 3.18 (Ft/s) Travel time through pipe = 0.75 min. Time of concentration (TC) = 10.26 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.760(Ac.) Runoff from this stream = 1.149(CFS) Time of concentration = 10.26 min. Rainfall intensity = 1.684 (In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 308.000 to Point/Station 309.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 712.000 (Ft.) Top (of initial area) elevation = 1276.600(Ft.) Bottom (of initial area) elevation = 1271.200 (Ft.) Difference in elevation = 5.400(Ft.) Slope = 0.00758 s(percent)= 0.76 TC = k(0.300)*[ (length^3)/ (elevation change) ] ^0.2 Initial area time of concentration = 11.019 min. Rainfall intensity = 1.631(In/Hr) for a 5.0 year storm COMMERCIAL subarea type 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 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.304 (CFS) Total initial stream area = 2.340 (Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 309.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1261.300 (Ft.) Downstream point/station elevation = 1261.000 (Ft.) Pipe length = 52.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.304 (CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 3.304 (CFS) Normal flow depth in pipe = 9.01(In.) Flow top width inside pipe = 14.69(In.) Critical Depth = 8.79(In.) Pipe flow velocity = 4.29(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 11.22 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2.340(Ac.) Runoff from this stream = 3.304 (CFS) Time of concentration = 11.22 min. Rainfall intensity = 1.618 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 18.739 14.46 1.443 2 1.149 10.26 1.684 3 3.304 11.22 1.618 Largest stream flow has longer time of concentration Qp = 18.739 + sum of Qb Ia/Ib 1.149 * 0.857 = 0.984 Qb Ia/Ib 3.304 * 0.892 = 2.948 Qp = 22.671 Total of 3 main streams to confluence: Flow rates before confluence point: 18.739 1.149 3.304 Area of streams before confluence: 14.820 0.760 2.340 Results of confluence: Total flow rate = 22.671 (CFS) Time of concentration = 14.459 min. Effective stream area after confluence = 17.920 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type 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 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 14.46 min. Rainfall intensity = 1.443(In/Hr) for a 5.0 year storm Subarea runoff = 0.610(CFS) for 0.490(Ac.) Total runoff = 23.282 (CFS) Total area = 18.410 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type 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 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 14.46 min. Rainfall intensity = 1.443(In/Hr) for a 5.0 year storm Subarea runoff = 0.847 (CFS) for 0.680(Ac.) Total runoff = 24.129(CFS) Total area = 19.090 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type 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 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 14.46 min. Rainfall intensity = 1.443(In/Hr) for a 5.0 year storm Subarea runoff = 10.937 (CFS) for 8.780(Ac.) Total runoff = 35.066(CFS) Total area = 27.870 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 304.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1261.000 (Ft.) Downstream point/station elevation = 1259.900 (Ft.) Pipe length = 207.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 35.066(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 35.066(CFS) Normal flow depth in pipe = 24.70(In.) Flow top width inside pipe = 28.63(In.) Critical Depth = 23.64 (In.) Pipe flow velocity = 7.36(Ft/s) Travel time through pipe = 0.47 min. Time of concentration (TC) = 14.93 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 304.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 27.870(Ac.) Runoff from this stream = 35.066(CFS) Time of concentration = 14.93 min. Rainfall intensity = 1.423(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 311.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 298.000 (Ft.) Top (of initial area) elevation = 1283.100(Ft.) Bottom (of initial area) elevation = 1281.200 (Ft.) Difference in elevation = 1.900(Ft.) Slope = 0.00638 s(percent)= 0.64 TC = k(0.300)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 8.052 min. Rainfall intensity = 1.878(In/Hr) for a 5.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.869 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 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.061(CFS) Total initial stream area = 0.650 (Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 311.000 to Point/Station 311.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.868 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.070 Decimal fraction soil group D = 0.930 RI index for soil(AMC 1) = 56.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 8.05 min. Rainfall intensity = 1.878(In/Hr) for a 5.0 year storm Subarea runoff = 4.289(CFS) for 2.630(Ac.) Total runoff = 5.350(CFS) Total area = 3.280 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 311.000 to Point/Station 312.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1265.500 (Ft.) Downstream point/station elevation = 1261.200 (Ft.) Pipe length = 848.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.350(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 5.350 (CFS) Normal flow depth in pipe = 11.26(In.) Flow top width inside pipe = 17.42 (In.) Critical Depth = 10.70 (In.) Pipe flow velocity = 4.60 (Ft/s) Travel time through pipe = 3.07 min. Time of concentration (TC) = 11.12 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 312.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.862 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.050 Decimal fraction soil group C = 0.390 Decimal fraction soil group D = 0.560 RI index for soil(AMC 1) = 53.05 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 11.12 min. Rainfall intensity = 1.624 (In/Hr) for a 5.0 year storm Subarea runoff = 3.011 (CFS) for 2.150(Ac.) Total runoff = 8.360(CFS) Total area = 5.430 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 312.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 5.430(Ac.) Runoff from this stream = 8.360 (CFS) Time of concentration = 11.12 min. Rainfall intensity = 1.624 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 313.000 to Point/Station 314.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 394.000 (Ft.) Top (of initial area) elevation = 1283.100(Ft.) Bottom (of initial area) elevation = 1279.700 (Ft.) Difference in elevation = 3.400(Ft.) Slope = 0.00863 s(percent)= 0.86 TC = k(0.300)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 8.475 min. Rainfall intensity = 1.836(In/Hr) for a 5.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.868 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 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.717 (CFS) Total initial stream area = 0.450 (Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 314.000 to Point/Station 315.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1279.700(Ft.) End of street segment elevation = 1275.500(Ft.) Length of street segment = 779.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(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 [2] side(s) of the street Distance from curb to property line = 10.000 (Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 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 = 1.693(CFS) Depth of flow = 0.265(Ft.) , Average velocity = 1.397 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.922 (Ft.) Flow velocity = 1.40 (Ft/s) Travel time = 9.29 min. TC = 17.77 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.861 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 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.316(In/Hr) for a 5.0 year storm Subarea runoff = 1.767 (CFS) for 1.560(Ac.) Total runoff = 2.484 (CFS) Total area = 2.010 (Ac.) Street flow at end of street = 2.484 (CFS) Half street flow at end of street = 1.242 (CFS) Depth of flow = 0.293(Ft.) , Average velocity = 1.515(Ft/s) Flow width (from curb towards crown)= 8.326(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 315.000 to Point/Station 312.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1262.000 (Ft.) Downstream point/station elevation = 1261.200 (Ft.) Pipe length = 135.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.484 (CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.484 (CFS) Normal flow depth in pipe = 8.95(In.) Flow top width inside pipe = 10.45(In.) Critical Depth = 8.10 (In.) Pipe flow velocity = 3.96(Ft/s) Travel time through pipe = 0.57 min. Time of concentration (TC) = 18.33 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 312.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.010(Ac.) Runoff from this stream = 2.484 (CFS) Time of concentration = 18.33 min. Rainfall intensity = 1.297 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 8.360 11.12 1.624 2 2.484 18.33 1.297 Largest stream flow has longer or shorter time of concentration Qp = 8.360 + sum of Qa Tb/Ta 2.484 * 0.607 = 1.507 Qp = 9.867 Total of 2 streams to confluence: Flow rates before confluence point: 8.360 2.484 Area of streams before confluence: 5.430 2.010 Results of confluence: Total flow rate = 9.867 (CFS) Time of concentration = 11.124 min. Effective stream area after confluence = 7.440(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 312.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type 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 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 11.12 min. Rainfall intensity = 1.624 (In/Hr) for a 5.0 year storm Subarea runoff = 2.545(CFS) for 1.810(Ac.) Total runoff = 12.412 (CFS) Total area = 9.250 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 312.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type 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 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 11.12 min. Rainfall intensity = 1.624 (In/Hr) for a 5.0 year storm Subarea runoff = 2.952 (CFS) for 2.100(Ac.) Total runoff = 15.364 (CFS) Total area = 11.350 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 304.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1261.200 (Ft.) Downstream point/station elevation = 1259.900 (Ft.) Pipe length = 255.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.364 (CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 15.364 (CFS) Normal flow depth in pipe = 18.70(In.) Flow top width inside pipe = 19.91 (In.) Critical Depth = 16.97 (In.) Pipe flow velocity = 5.85(Ft/s) Travel time through pipe = 0.73 min. Time of concentration (TC) = 11.85 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 304.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 11.350(Ac.) Runoff from this stream = 15.364 (CFS) Time of concentration = 11.85 min. Rainfall intensity = 1.579(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 35.066 14.93 1.423 2 15.364 11.85 1.579 Largest stream flow has longer time of concentration Qp = 35.066 + sum of Qb Ia/Ib 15.364 * 0.901 = 13.848 Qp = 48.913 Total of 2 main streams to confluence: Flow rates before confluence point: 35.066 15.364 Area of streams before confluence: 27.870 11.350 Results of confluence: Total flow rate = 48.913(CFS) Time of concentration = 14.928 min. Effective stream area after confluence = 39.220 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 305.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1259.900 (Ft.) Downstream point/station elevation = 1259.000 (Ft.) Pipe length = 172.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 48.913(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 48.913(CFS) Normal flow depth in pipe = 30.00(In.) Flow top width inside pipe = 26.83(In.) Critical Depth = 27.31 (In.) Pipe flow velocity = 7.78 (Ft/s) Travel time through pipe = 0.37 min. Time of concentration (TC) = 15.30 min. End of computations, total study area = 39.22 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.327 Area averaged RI index number = 78.3 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/10/23 File:1994D5D.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA D PROPOSED CONDITION RCFC&WCD 5-YR STORM BY: P.S ------------------------------------------------------------------------ ********* 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) = 5.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 5.0 Calculated rainfall intensity data: 1 hour intensity = 0.761 (In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 401.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 1.455(In/Hr) for a 5.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.606 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 1) = 57.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 User specified values are as follows: TC = 14.20 min. Rain intensity = 1.46(In/Hr) Total area = 131.40(Ac.) Total runoff = 112.60 (CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1283.000(Ft.) End of natural channel elevation = 1276.000(Ft.) Length of natural channel = 646.000 (Ft.) Estimated mean flow rate at midpoint of channel = 117.596(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 2.85(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0108 Corrected/adjusted channel slope = 0.0108 Travel time = 3.78 min. TC = 17.98 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.685 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.309(In/Hr) for a 5.0 year storm Subarea runoff = 10.446(CFS) for 11.660(Ac.) Total runoff = 123.046(CFS) Total area = 143.060 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 402.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 143.060(Ac.) Runoff from this stream = 123.046(CFS) Time of concentration = 17.98 min. Rainfall intensity = 1.309(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 406.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 470.000 (Ft.) Top (of initial area) elevation = 1464.000(Ft.) Bottom (of initial area) elevation = 1400.000 (Ft.) Difference in elevation = 64.000(Ft.) Slope = 0.13617 s(percent)= 13.62 TC = k(0.530) *[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 9.253 min. Rainfall intensity = 1.764 (In/Hr) for a 5.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.730 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 8.227 (CFS) Total initial stream area = 6.390 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station 402.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1400.000(Ft.) End of natural channel elevation = 1276.000(Ft.) Length of natural channel = 1250.000 (Ft.) Estimated mean flow rate at midpoint of channel = 12.302 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 4.02 (Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0992 Corrected/adjusted channel slope = 0.0992 Travel time = 5.18 min. TC = 14.43 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.700 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.445(In/Hr) for a 5.0 year storm Subarea runoff = 6.405(CFS) for 6.330(Ac.) Total runoff = 14.631(CFS) Total area = 12.720 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 402.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 12.720(Ac.) Runoff from this stream = 14.631 (CFS) Time of concentration = 14.43 min. Rainfall intensity = 1.445(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 123.046 17.98 1.309 2 14.631 14.43 1.445 Largest stream flow has longer time of concentration Qp = 123.046 + sum of Qb Ia/Ib 14.631 * 0.906 = 13.254 Qp = 136.300 Total of 2 main streams to confluence: Flow rates before confluence point: 123.046 14.631 Area of streams before confluence: 143.060 12.720 Results of confluence: Total flow rate = 136.300 (CFS) Time of concentration = 17.975 min. Effective stream area after confluence = 155.780 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 403.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1276.000(Ft.) End of natural channel elevation = 1270.000(Ft.) Length of natural channel = 823.000 (Ft.) Estimated mean flow rate at midpoint of channel = 144.936(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 2.51(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0073 Corrected/adjusted channel slope = 0.0073 Travel time = 5.46 min. TC = 23.43 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.664 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.162 (In/Hr) for a 5.0 year storm Subarea runoff = 15.234 (CFS) for 19.740(Ac.) Total runoff = 151.534 (CFS) Total area = 175.520 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 404.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1263.800 (Ft.) Downstream point/station elevation = 1259.000 (Ft.) Pipe length = 954.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 151.534 (CFS) Nearest computed pipe diameter = 57.00(In.) Calculated individual pipe flow = 151.534 (CFS) Normal flow depth in pipe = 43.97 (In.) Flow top width inside pipe = 47.87 (In.) Critical Depth = 42.88 (In.) Pipe flow velocity = 10.34 (Ft/s) Travel time through pipe = 1.54 min. Time of concentration (TC) = 24.97 min. End of computations, total study area = 175.52 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.850 Area averaged RI index number = 78.5 2 YEAR PROPOSED CONDITION Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/10/23 File:1994D2A.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA A PROPOSED CONDITION RCFC&WCD 2-YR STORM BY: P.S ------------------------------------------------------------------------ ********* 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) = 2.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 2.0 Calculated rainfall intensity data: 1 hour intensity = 0.550(In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 439.000 (Ft.) Top (of initial area) elevation = 1399.000(Ft.) Bottom (of initial area) elevation = 1394.000 (Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.01139 s(percent)= 1.14 TC = k(0.480)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 13.394 min. Rainfall intensity = 1.080(In/Hr) for a 2.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.553 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 1) = 57.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 5.821(CFS) Total initial stream area = 9.750 (Ac.) Pervious area fraction = 0.800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1394.000(Ft.) End of natural channel elevation = 1340.000(Ft.) Length of natural channel = 816.000 (Ft.) Estimated mean flow rate at midpoint of channel = 15.412 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 3.55(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0662 Corrected/adjusted channel slope = 0.0662 Travel time = 3.83 min. TC = 17.22 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.623 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.040 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.960 RI index for soil(AMC 1) = 75.70 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 0.964 (In/Hr) for a 2.0 year storm Subarea runoff = 19.316(CFS) for 32.130(Ac.) Total runoff = 25.137 (CFS) Total area = 41.880 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1340.000(Ft.) End of natural channel elevation = 1275.000(Ft.) Length of natural channel = 2280.000 (Ft.) Estimated mean flow rate at midpoint of channel = 46.285(CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 3.37 (Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0285 Corrected/adjusted channel slope = 0.0285 Travel time = 11.26 min. TC = 28.48 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.586 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 0.769(In/Hr) for a 2.0 year storm Subarea runoff = 31.765(CFS) for 70.470(Ac.) Total runoff = 56.902 (CFS) Total area = 112.350 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 112.350(Ac.) Runoff from this stream = 56.902 (CFS) Time of concentration = 28.48 min. Rainfall intensity = 0.769(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 107.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 758.000 (Ft.) Top (of initial area) elevation = 1435.000(Ft.) Bottom (of initial area) elevation = 1327.000 (Ft.) Difference in elevation = 108.000(Ft.) Slope = 0.14248 s(percent)= 14.25 TC = k(0.530) *[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 11.102 min. Rainfall intensity = 1.175(In/Hr) for a 2.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.666 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 6.978(CFS) Total initial stream area = 8.910 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 104.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1327.000(Ft.) End of natural channel elevation = 1275.000(Ft.) Length of natural channel = 1246.000 (Ft.) Estimated mean flow rate at midpoint of channel = 18.268 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 3.00(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0417 Corrected/adjusted channel slope = 0.0417 Travel time = 6.93 min. TC = 18.04 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.627 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 0.945(In/Hr) for a 2.0 year storm Subarea runoff = 17.069(CFS) for 28.830(Ac.) Total runoff = 24.047 (CFS) Total area = 37.740 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 37.740(Ac.) Runoff from this stream = 24.047 (CFS) Time of concentration = 18.04 min. Rainfall intensity = 0.945(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 56.902 28.48 0.769 2 24.047 18.04 0.945 Largest stream flow has longer time of concentration Qp = 56.902 + sum of Qb Ia/Ib 24.047 * 0.814 = 19.577 Qp = 76.479 Total of 2 main streams to confluence: Flow rates before confluence point: 56.902 24.047 Area of streams before confluence: 112.350 37.740 Results of confluence: Total flow rate = 76.479(CFS) Time of concentration = 28.483 min. Effective stream area after confluence = 150.090 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1275.000 (Ft.) Downstream point/station elevation = 1263.000 (Ft.) Pipe length = 856.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 76.479(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 76.479(CFS) Normal flow depth in pipe = 28.55(In.) Flow top width inside pipe = 29.17 (In.) Critical Depth = 32.82 (In.) Pipe flow velocity = 12.73(Ft/s) Travel time through pipe = 1.12 min. Time of concentration (TC) = 29.60 min. End of computations, total study area = 150.09 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.987 Area averaged RI index number = 88.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/10/23 File:1994D2B.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA B PROPOSED CONDITION RCFC&WCD 2-YR STORM BY: P.S ------------------------------------------------------------------------ ********* 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) = 2.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 2.0 Calculated rainfall intensity data: 1 hour intensity = 0.550(In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 511.000 (Ft.) Top (of initial area) elevation = 1532.000(Ft.) Bottom (of initial area) elevation = 1400.000 (Ft.) Difference in elevation = 132.000(Ft.) Slope = 0.25832 s(percent)= 25.83 TC = k(0.530)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 8.418 min. Rainfall intensity = 1.331(In/Hr) for a 2.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.687 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 1.308(CFS) Total initial stream area = 1.430 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1400.000(Ft.) End of natural channel elevation = 1276.000(Ft.) Length of natural channel = 869.000 (Ft.) Estimated mean flow rate at midpoint of channel = 7.630 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 3.93(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.1427 Corrected/adjusted channel slope = 0.1299 Travel time = 3.69 min. TC = 12.11 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.660 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.130(In/Hr) for a 2.0 year storm Subarea runoff = 10.303(CFS) for 13.820(Ac.) Total runoff = 11.611(CFS) Total area = 15.250 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 203.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type 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 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 12.11 min. Rainfall intensity = 1.130(In/Hr) for a 2.0 year storm Subarea runoff = 6.368(CFS) for 6.570(Ac.) Total runoff = 17.979(CFS) Total area = 21.820 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1268.200 (Ft.) Downstream point/station elevation = 1261.600 (Ft.) Pipe length = 1312.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.979(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 17.979(CFS) Normal flow depth in pipe = 18.59(In.) Flow top width inside pipe = 25.01 (In.) Critical Depth = 17.78 (In.) Pipe flow velocity = 6.16(Ft/s) Travel time through pipe = 3.55 min. Time of concentration (TC) = 15.66 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 204.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 21.820(Ac.) Runoff from this stream = 17.979(CFS) Time of concentration = 15.66 min. Rainfall intensity = 1.007 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 208.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 336.000 (Ft.) Top (of initial area) elevation = 1401.000(Ft.) Bottom (of initial area) elevation = 1292.200 (Ft.) Difference in elevation = 108.800(Ft.) Slope = 0.32381 s(percent)= 32.38 TC = k(0.530)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 6.804 min. Rainfall intensity = 1.465(In/Hr) for a 2.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.702 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 3.313(CFS) Total initial stream area = 3.220 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 209.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1292.200(Ft.) End of street segment elevation = 1272.300(Ft.) Length of street segment = 871.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(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 [2] side(s) of the street Distance from curb to property line = 10.000 (Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 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 = 6.184 (CFS) Depth of flow = 0.308(Ft.) , Average velocity = 3.252 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.079(Ft.) Flow velocity = 3.25(Ft/s) Travel time = 4.46 min. TC = 11.27 min. Adding area flow to street COMMERCIAL subarea type 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 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.167 (In/Hr) for a 2.0 year storm Subarea runoff = 5.591(CFS) for 5.580(Ac.) Total runoff = 8.905(CFS) Total area = 8.800 (Ac.) Street flow at end of street = 8.905(CFS) Half street flow at end of street = 4.452 (CFS) Depth of flow = 0.340(Ft.) , Average velocity = 3.533(Ft/s) Flow width (from curb towards crown)= 10.646(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 209.000 to Point/Station 204.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1261.900 (Ft.) Downstream point/station elevation = 1261.600 (Ft.) Pipe length = 49.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.905(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 8.905(CFS) Normal flow depth in pipe = 13.17 (In.) Flow top width inside pipe = 20.31 (In.) Critical Depth = 13.31 (In.) Pipe flow velocity = 5.61 (Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 11.41 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 204.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 8.800(Ac.) Runoff from this stream = 8.905(CFS) Time of concentration = 11.41 min. Rainfall intensity = 1.161 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 17.979 15.66 1.007 2 8.905 11.41 1.161 Largest stream flow has longer time of concentration Qp = 17.979 + sum of Qb Ia/Ib 8.905 * 0.867 = 7.724 Qp = 25.703 Total of 2 main streams to confluence: Flow rates before confluence point: 17.979 8.905 Area of streams before confluence: 21.820 8.800 Results of confluence: Total flow rate = 25.703(CFS) Time of concentration = 15.656 min. Effective stream area after confluence = 30.620 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 204.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type 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 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 15.66 min. Rainfall intensity = 1.007 (In/Hr) for a 2.0 year storm Subarea runoff = 1.274 (CFS) for 1.480(Ac.) Total runoff = 26.977 (CFS) Total area = 32.100 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 204.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type 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 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 15.66 min. Rainfall intensity = 1.007 (In/Hr) for a 2.0 year storm Subarea runoff = 6.843(CFS) for 7.950(Ac.) Total runoff = 33.821(CFS) Total area = 40.050 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1261.600 (Ft.) Downstream point/station elevation = 1258.300 (Ft.) Pipe length = 645.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 33.821(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 33.821 (CFS) Normal flow depth in pipe = 24.33(In.) Flow top width inside pipe = 29.05(In.) Critical Depth = 23.23(In.) Pipe flow velocity = 7.20 (Ft/s) Travel time through pipe = 1.49 min. Time of concentration (TC) = 17.15 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 205.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 40.050(Ac.) Runoff from this stream = 33.821 (CFS) Time of concentration = 17.15 min. Rainfall intensity = 0.966(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 211.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 504.000 (Ft.) Top (of initial area) elevation = 1268.600(Ft.) Bottom (of initial area) elevation = 1264.400 (Ft.) Difference in elevation = 4.200(Ft.) Slope = 0.00833 s(percent)= 0.83 TC = k(0.300) *[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 9.417 min. Rainfall intensity = 1.266(In/Hr) for a 2.0 year storm COMMERCIAL subarea type 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 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.491(CFS) Total initial stream area = 1.370 (Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 211.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1258.500 (Ft.) Downstream point/station elevation = 1258.300 (Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.491(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 1.491 (CFS) Normal flow depth in pipe = 5.77 (In.) Flow top width inside pipe = 11.99(In.) Critical Depth = 6.22 (In.) Pipe flow velocity = 3.99(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 9.52 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 205.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.370(Ac.) Runoff from this stream = 1.491 (CFS) Time of concentration = 9.52 min. Rainfall intensity = 1.259(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 33.821 17.15 0.966 2 1.491 9.52 1.259 Largest stream flow has longer time of concentration Qp = 33.821 + sum of Qb Ia/Ib 1.491 * 0.767 = 1.144 Qp = 34.965 Total of 2 main streams to confluence: Flow rates before confluence point: 33.821 1.491 Area of streams before confluence: 40.050 1.370 Results of confluence: Total flow rate = 34.965(CFS) Time of concentration = 17.149 min. Effective stream area after confluence = 41.420 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 206.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1258.300 (Ft.) Downstream point/station elevation = 1258.000 (Ft.) Pipe length = 52.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 34.965(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 34.965(CFS) Normal flow depth in pipe = 23.81(In.) Flow top width inside pipe = 29.58 (In.) Critical Depth = 23.64 (In.) Pipe flow velocity = 7.62 (Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 17.26 min. End of computations, total study area = 41.42 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.501 Area averaged RI index number = 81.2 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/10/23 File:1994D2C.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA C PROPOSED CONDITION RCFC&WCD 2-YR STORM BY: P.S ------------------------------------------------------------------------ ********* 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) = 2.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 2.0 Calculated rainfall intensity data: 1 hour intensity = 0.550(In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 966.000 (Ft.) Top (of initial area) elevation = 1532.000(Ft.) Bottom (of initial area) elevation = 1276.000 (Ft.) Difference in elevation = 256.000(Ft.) Slope = 0.26501 s(percent)= 26.50 TC = k(0.530)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 10.805 min. Rainfall intensity = 1.190(In/Hr) for a 2.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.669 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 7.866(CFS) Total initial stream area = 9.890 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 302.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type 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 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 10.80 min. Rainfall intensity = 1.190(In/Hr) for a 2.0 year storm Subarea runoff = 5.036(CFS) for 4.930(Ac.) Total runoff = 12.902 (CFS) Total area = 14.820 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1267.800 (Ft.) Downstream point/station elevation = 1261.000 (Ft.) Pipe length = 1358.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.902 (CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 12.902 (CFS) Normal flow depth in pipe = 16.34 (In.) Flow top width inside pipe = 22.38 (In.) Critical Depth = 15.51 (In.) Pipe flow velocity = 5.67 (Ft/s) Travel time through pipe = 3.99 min. Time of concentration (TC) = 14.80 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 14.820(Ac.) Runoff from this stream = 12.902 (CFS) Time of concentration = 14.80 min. Rainfall intensity = 1.033(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 306.000 to Point/Station 307.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 491.000 (Ft.) Top (of initial area) elevation = 1276.700(Ft.) Bottom (of initial area) elevation = 1273.000 (Ft.) Difference in elevation = 3.700(Ft.) Slope = 0.00754 s(percent)= 0.75 TC = k(0.300)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 9.509 min. Rainfall intensity = 1.260(In/Hr) for a 2.0 year storm COMMERCIAL subarea type 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 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.824 (CFS) Total initial stream area = 0.760 (Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 307.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1261.800 (Ft.) Downstream point/station elevation = 1261.000 (Ft.) Pipe length = 143.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.824 (CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 0.824 (CFS) Normal flow depth in pipe = 5.37 (In.) Flow top width inside pipe = 8.83(In.) Critical Depth = 4.97 (In.) Pipe flow velocity = 3.00 (Ft/s) Travel time through pipe = 0.80 min. Time of concentration (TC) = 10.30 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.760(Ac.) Runoff from this stream = 0.824 (CFS) Time of concentration = 10.30 min. Rainfall intensity = 1.215(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 308.000 to Point/Station 309.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 712.000 (Ft.) Top (of initial area) elevation = 1276.600(Ft.) Bottom (of initial area) elevation = 1271.200 (Ft.) Difference in elevation = 5.400(Ft.) Slope = 0.00758 s(percent)= 0.76 TC = k(0.300)*[ (length^3)/ (elevation change) ] ^0.2 Initial area time of concentration = 11.019 min. Rainfall intensity = 1.179(In/Hr) for a 2.0 year storm COMMERCIAL subarea type 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 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.369(CFS) Total initial stream area = 2.340 (Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 309.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1261.300 (Ft.) Downstream point/station elevation = 1261.000 (Ft.) Pipe length = 52.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.369(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.369(CFS) Normal flow depth in pipe = 8.70(In.) Flow top width inside pipe = 10.72 (In.) Critical Depth = 7.90 (In.) Pipe flow velocity = 3.88 (Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 11.24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2.340(Ac.) Runoff from this stream = 2.369(CFS) Time of concentration = 11.24 min. Rainfall intensity = 1.169(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 12.902 14.80 1.033 2 0.824 10.30 1.215 3 2.369 11.24 1.169 Largest stream flow has longer time of concentration Qp = 12.902 + sum of Qb Ia/Ib 0.824 * 0.850 = 0.700 Qb Ia/Ib 2.369 * 0.884 = 2.093 Qp = 15.695 Total of 3 main streams to confluence: Flow rates before confluence point: 12.902 0.824 2.369 Area of streams before confluence: 14.820 0.760 2.340 Results of confluence: Total flow rate = 15.695(CFS) Time of concentration = 14.797 min. Effective stream area after confluence = 17.920 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type 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 RI index for soil(AMC 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 14.80 min. Rainfall intensity = 1.033(In/Hr) for a 2.0 year storm Subarea runoff = 0.433(CFS) for 0.490(Ac.) Total runoff = 16.128(CFS) Total area = 18.410 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type 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 RI index for soil(AMC 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 14.80 min. Rainfall intensity = 1.033(In/Hr) for a 2.0 year storm Subarea runoff = 0.601(CFS) for 0.680(Ac.) Total runoff = 16.729(CFS) Total area = 19.090 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type 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 RI index for soil(AMC 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 14.80 min. Rainfall intensity = 1.033(In/Hr) for a 2.0 year storm Subarea runoff = 7.757 (CFS) for 8.780(Ac.) Total runoff = 24.486(CFS) Total area = 27.870 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 304.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1261.000 (Ft.) Downstream point/station elevation = 1259.900 (Ft.) Pipe length = 207.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 24.486(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 24.486(CFS) Normal flow depth in pipe = 20.65(In.) Flow top width inside pipe = 27.79(In.) Critical Depth = 20.23(In.) Pipe flow velocity = 6.80 (Ft/s) Travel time through pipe = 0.51 min. Time of concentration (TC) = 15.30 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 304.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 27.870(Ac.) Runoff from this stream = 24.486(CFS) Time of concentration = 15.30 min. Rainfall intensity = 1.017 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 311.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 298.000 (Ft.) Top (of initial area) elevation = 1283.100(Ft.) Bottom (of initial area) elevation = 1281.200 (Ft.) Difference in elevation = 1.900(Ft.) Slope = 0.00638 s(percent)= 0.64 TC = k(0.300)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 8.052 min. Rainfall intensity = 1.358(In/Hr) for a 2.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.862 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 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.761(CFS) Total initial stream area = 0.650 (Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 311.000 to Point/Station 311.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.861 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.070 Decimal fraction soil group D = 0.930 RI index for soil(AMC 1) = 56.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 8.05 min. Rainfall intensity = 1.358(In/Hr) for a 2.0 year storm Subarea runoff = 3.076(CFS) for 2.630(Ac.) Total runoff = 3.836(CFS) Total area = 3.280 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 311.000 to Point/Station 312.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1265.500 (Ft.) Downstream point/station elevation = 1261.200 (Ft.) Pipe length = 848.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.836(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 3.836(CFS) Normal flow depth in pipe = 10.48(In.) Flow top width inside pipe = 13.77 (In.) Critical Depth = 9.50 (In.) Pipe flow velocity = 4.20 (Ft/s) Travel time through pipe = 3.37 min. Time of concentration (TC) = 11.42 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 312.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.855 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.050 Decimal fraction soil group C = 0.390 Decimal fraction soil group D = 0.560 RI index for soil(AMC 1) = 53.05 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 11.42 min. Rainfall intensity = 1.160(In/Hr) for a 2.0 year storm Subarea runoff = 2.132 (CFS) for 2.150(Ac.) Total runoff = 5.968(CFS) Total area = 5.430 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 312.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 5.430(Ac.) Runoff from this stream = 5.968 (CFS) Time of concentration = 11.42 min. Rainfall intensity = 1.160 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 313.000 to Point/Station 314.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 394.000 (Ft.) Top (of initial area) elevation = 1283.100(Ft.) Bottom (of initial area) elevation = 1279.700 (Ft.) Difference in elevation = 3.400(Ft.) Slope = 0.00863 s(percent)= 0.86 TC = k(0.300)*[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 8.475 min. Rainfall intensity = 1.327 (In/Hr) for a 2.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.861 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 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.514 (CFS) Total initial stream area = 0.450 (Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 314.000 to Point/Station 315.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1279.700(Ft.) End of street segment elevation = 1275.500(Ft.) Length of street segment = 779.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(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 [2] side(s) of the street Distance from curb to property line = 10.000 (Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 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 = 1.206(CFS) Depth of flow = 0.242 (Ft.) , Average velocity = 1.310 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.779(Ft.) Flow velocity = 1.31 (Ft/s) Travel time = 9.91 min. TC = 18.39 min. Adding area flow to street COMMERCIAL subarea type 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 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 0.936(In/Hr) for a 2.0 year storm Subarea runoff = 1.247 (CFS) for 1.560(Ac.) Total runoff = 1.761(CFS) Total area = 2.010 (Ac.) Street flow at end of street = 1.761(CFS) Half street flow at end of street = 0.880 (CFS) Depth of flow = 0.268(Ft.) , Average velocity = 1.409(Ft/s) Flow width (from curb towards crown)= 7.060(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 315.000 to Point/Station 312.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1262.000 (Ft.) Downstream point/station elevation = 1261.200 (Ft.) Pipe length = 135.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.761(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 1.761 (CFS) Normal flow depth in pipe = 7.00(In.) Flow top width inside pipe = 11.83(In.) Critical Depth = 6.78 (In.) Pipe flow velocity = 3.71 (Ft/s) Travel time through pipe = 0.61 min. Time of concentration (TC) = 18.99 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 312.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.010(Ac.) Runoff from this stream = 1.761 (CFS) Time of concentration = 18.99 min. Rainfall intensity = 0.923(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.968 11.42 1.160 2 1.761 18.99 0.923 Largest stream flow has longer or shorter time of concentration Qp = 5.968 + sum of Qa Tb/Ta 1.761 * 0.601 = 1.059 Qp = 7.027 Total of 2 streams to confluence: Flow rates before confluence point: 5.968 1.761 Area of streams before confluence: 5.430 2.010 Results of confluence: Total flow rate = 7.027 (CFS) Time of concentration = 11.421 min. Effective stream area after confluence = 7.440(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 312.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type 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 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 11.42 min. Rainfall intensity = 1.160(In/Hr) for a 2.0 year storm Subarea runoff = 1.802 (CFS) for 1.810(Ac.) Total runoff = 8.830(CFS) Total area = 9.250 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 312.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type 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 1) = 57.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 11.42 min. Rainfall intensity = 1.160(In/Hr) for a 2.0 year storm Subarea runoff = 2.091(CFS) for 2.100(Ac.) Total runoff = 10.921(CFS) Total area = 11.350 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 304.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1261.200 (Ft.) Downstream point/station elevation = 1259.900 (Ft.) Pipe length = 255.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.921(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 10.921 (CFS) Normal flow depth in pipe = 16.59(In.) Flow top width inside pipe = 17.10 (In.) Critical Depth = 14.78 (In.) Pipe flow velocity = 5.36(Ft/s) Travel time through pipe = 0.79 min. Time of concentration (TC) = 12.21 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 304.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 11.350(Ac.) Runoff from this stream = 10.921 (CFS) Time of concentration = 12.21 min. Rainfall intensity = 1.126(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 24.486 15.30 1.017 2 10.921 12.21 1.126 Largest stream flow has longer time of concentration Qp = 24.486 + sum of Qb Ia/Ib 10.921 * 0.903 = 9.867 Qp = 34.353 Total of 2 main streams to confluence: Flow rates before confluence point: 24.486 10.921 Area of streams before confluence: 27.870 11.350 Results of confluence: Total flow rate = 34.353(CFS) Time of concentration = 15.305 min. Effective stream area after confluence = 39.220 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 305.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1259.900 (Ft.) Downstream point/station elevation = 1259.000 (Ft.) Pipe length = 172.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 34.353(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 34.353(CFS) Normal flow depth in pipe = 24.42 (In.) Flow top width inside pipe = 28.95(In.) Critical Depth = 23.41 (In.) Pipe flow velocity = 7.29(Ft/s) Travel time through pipe = 0.39 min. Time of concentration (TC) = 15.70 min. End of computations, total study area = 39.22 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.327 Area averaged RI index number = 78.3 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/10/23 File:1994D2D.out ------------------------------------------------------------------------ BAKER INDUSTRIAL HYDROLOGY AREA D PROPOSED CONDITION RCFC&WCD 2-YR STORM BY: P.S ------------------------------------------------------------------------ ********* 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) = 2.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.450(In.) Storm event year = 2.0 Calculated rainfall intensity data: 1 hour intensity = 0.550(In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 401.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 1.052 (In/Hr) for a 2.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.548 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 1) = 57.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 User specified values are as follows: TC = 14.20 min. Rain intensity = 1.05(In/Hr) Total area = 131.40(Ac.) Total runoff = 71.90 (CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1283.000(Ft.) End of natural channel elevation = 1276.000(Ft.) Length of natural channel = 646.000 (Ft.) Estimated mean flow rate at midpoint of channel = 75.090 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 2.46(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0108 Corrected/adjusted channel slope = 0.0108 Travel time = 4.38 min. TC = 18.58 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.624 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 0.932 (In/Hr) for a 2.0 year storm Subarea runoff = 6.784 (CFS) for 11.660(Ac.) Total runoff = 78.684 (CFS) Total area = 143.060 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 402.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 143.060(Ac.) Runoff from this stream = 78.684 (CFS) Time of concentration = 18.58 min. Rainfall intensity = 0.932 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 406.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 470.000 (Ft.) Top (of initial area) elevation = 1464.000(Ft.) Bottom (of initial area) elevation = 1400.000 (Ft.) Difference in elevation = 64.000(Ft.) Slope = 0.13617 s(percent)= 13.62 TC = k(0.530) *[ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 9.253 min. Rainfall intensity = 1.276(In/Hr) for a 2.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.680 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 5.545(CFS) Total initial stream area = 6.390 (Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station 402.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1400.000(Ft.) End of natural channel elevation = 1276.000(Ft.) Length of natural channel = 1250.000 (Ft.) Estimated mean flow rate at midpoint of channel = 8.292 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 3.53(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0992 Corrected/adjusted channel slope = 0.0992 Travel time = 5.90 min. TC = 15.15 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.641 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.022 (In/Hr) for a 2.0 year storm Subarea runoff = 4.149(CFS) for 6.330(Ac.) Total runoff = 9.694 (CFS) Total area = 12.720 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 402.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 12.720(Ac.) Runoff from this stream = 9.694 (CFS) Time of concentration = 15.15 min. Rainfall intensity = 1.022 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 78.684 18.58 0.932 2 9.694 15.15 1.022 Largest stream flow has longer time of concentration Qp = 78.684 + sum of Qb Ia/Ib 9.694 * 0.912 = 8.844 Qp = 87.528 Total of 2 main streams to confluence: Flow rates before confluence point: 78.684 9.694 Area of streams before confluence: 143.060 12.720 Results of confluence: Total flow rate = 87.528 (CFS) Time of concentration = 18.577 min. Effective stream area after confluence = 155.780 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 403.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1276.000(Ft.) End of natural channel elevation = 1270.000(Ft.) Length of natural channel = 823.000 (Ft.) Estimated mean flow rate at midpoint of channel = 93.074 (CFS) Natural mountain channel type used L.A. County flood control district formula for channel velocity: Velocity = 5.48 (q^.33) (slope^.492) Velocity using mean channel flow = 2.17 (Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0073 Corrected/adjusted channel slope = 0.0073 Travel time = 6.31 min. TC = 24.89 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.598 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 1) = 76.40 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 0.817 (In/Hr) for a 2.0 year storm Subarea runoff = 9.653(CFS) for 19.740(Ac.) Total runoff = 97.181(CFS) Total area = 175.520 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 404.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1263.800 (Ft.) Downstream point/station elevation = 1259.000 (Ft.) Pipe length = 954.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 97.181(CFS) Nearest computed pipe diameter = 48.00(In.) Calculated individual pipe flow = 97.181 (CFS) Normal flow depth in pipe = 37.50(In.) Flow top width inside pipe = 39.69(In.) Critical Depth = 35.85(In.) Pipe flow velocity = 9.23(Ft/s) Travel time through pipe = 1.72 min. Time of concentration (TC) = 26.61 min. End of computations, total study area = 175.52 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.850 Area averaged RI index number = 78.5 Appendix FEMA FLOOD INSURANCE RATE MAP NOTES TO USERS LEGEND This map is for use in administering the National Flood Insurance Program.It SPECIAL FLOOD HAZARD AREAS SUBJECT TO INUNDATION doe.not necessarily itlentify all areas subject to flooding,particularly from local BY THE 1%ANNUAL CHANCE FLOOD drainage sources of small size.The community map repository should be 117-10" 6220000 FT consulted for possible updated or additional flood hazard information. JOINS PANEL 2026 6225000 FT 11710.37W The 1%annual Mod(100rymr III also known as Ne base M Thefloodin,Is e flood mat has a 1% 7a°43'07.5" - 33•4307.5 PB or toeing equaled a exaedsl In any given yes,The Special Flood Hank Are,Is the To obtain more detailed information in areas where Base Flood Elevations 3 3 j131`"N area wti ect to floodr annual g by the 1% chance`o Areas of Sp N aal a Han k nk induce CE(BFEs)end/or floodways have been determined,users are encouraged to consult \ ZWxs A AE,M,NO,AR ad Flevado Ass,V,and VE The Base Fbn s the water-surface O) Flood Profiles and Flootlway Data and/or Summary of Stillwater Elevations elaayonof Net%annualc.neMed. tables contained within the Flood Insurance Study(FIS)report that accompanies ry5h ' \ zoNEA No Base Food Fe+ml,,,daermired. this FIRM.Users should be aware that BFEs shown on the FIRM represent rounded whole-foot elevations These BEES are intended for flood insurance o ZONE AE see Fwod EleRov,—fined rating purposes only and should not be used as the sole source of flood `.. • RI erside BD ZONEAH Flood depths of 1 W 3 fat(usually areas of Nov,N);Base Food elevation nformaton Accordingly flood elevation data presented in the FIS (' Unin¢or oratedAr- s Elevaumsdarminal report should be utlzed in Conjunction with the FIRM for purposes of �j�,of 'ydy� \/ P CONEAD EPA depths of t to 3 met C.Nally shmI flow on Moping terrain);average Construction and/or floodplaln management. 040�1 Ofi0245 dmNs derennln d. For eves of alluvial fan fioeding,vebd0es elm Lake Elsinore h determmec. Coastal Base Flood Elevations shown on this map apply only landward of 0606�36 ZONE AR 5pa'al Food Haack Free formerly pP[s rim Fran me 1%annml chance 0.0'North American Vertical Datum M 1988(NAND 86).Users of this FIRM should 23 1Z5b 24 Mod by a Flood mnbd wean Nat was--vernly daedried.Zone AR be aware that Coastal flood elevations are also provided In the Summary of ig 11 Imitates that the ranee Med Coruna system�s being restored to provide Stillwater Elevations tables in the Flood Insurance Study report for this jurisdiction \ .V Izonechon from the 1%annual chance or greater flood. Elevations shown in the Summary of Stillwater Elevations tables should be used for III ZONE Ass sae to be protaSed from t%annual chance Mod by a Fatal food Construction and/or floodplain management purposes when they are higher than o l praa0on syaem urrM mnstrucMn; n ease Flood Ek.atbns the elevations shown on this FIRM. � ZONE X dacmlrlM. Boundaries of the goodweys were computed M cross sections and iMerpolatetl x ZONE V Coastal fil bore with sski ity hawk(wave aciom,no Mm Flootl between cross sexcinm.Thor fl0otlweys were based on hydraulic Considerations ZO• ElNatlons daarmined. With regard to requirements of the National Flood Insurance Program.Flootlway ON - - `- - - - ZONE VE Cosse fait chic..—0 habak(wax action);Base Flood widths and other pertinent floodway data are provided in the Flood Insurance Elevators detem'mel. Study report for this jurisdiction. 2205000 FT -- FLOODWAY AREAS IN ZONE AE Certain areas net in Special Flood Hazard Areas may be protected by flood "�.F✓y.-V \ Tbenmdwayis Ne Ounncl ora3ra7mplusanyadj mMfl odpbinareasth&mu We ptfine control structures.Refer to Section 2.4"Flood Protection Measures"of the F -- - davaarl0nmtw that the l%annual darxe ncod tan be inked wlNout subs4alal Increases Flood Insurance Study report for information on flood wMrol structures for this -- .._ _ In Mod reFints. jurisdiction. ZONEAE y OTHER FLOOD AREAS The projection used in the preparation of the map was Universal Transverse II •r e•h..e'--- Merrator(UTM)zone 11.The her!...it datum was NAD 83 GRS80 spheroid. Il _ ZONE X ems of 0.2%arnwl wrim food,areas rf 1%annual duress flood RonDifferences in datum,spheroid,projection or UTM Zones used in the production of - E _ average depths of less than I foot or with dranage arms less man FIRMA for atljacent jurisdictions may resuR in slight positional differences in map U II\tit} p 1 square mile:ant aches protected IN levees from 1%annual chance flood. features.aces jurisdiction boundaries.These differences do not affect the I.:1 I:L'I'.I,1 If Ie j OTHER AREAS accuracy of this FIRM. O 1IG1)636 _ w -_ _ zoNEx trees deebmnm mbe ertMoe Ne s.z%annml mane noodpeln. Flood elevations on this map are referenced to the North American Vertical Datum :Q o - w ZONE D Areas In whim Mod horns are Waere-ed,tut posMNe. of 1988.These flood elevations must be compared to structure and ground elevations referenced to the same vertical datum.For information regarding w ® COASTAL BARRIER RESOURCES SYSTEM(CBRS)AREAS conversion between the National Geodetic Vertical Datum of 1929 and the > •- _ North American Vertical Datum of 1988,visit the National Geodetic Survey •'; U -_' r OTHERWISE PROTECTED AREAS(OPAS) website at h(tp'.//www.ngs.no—gov or contact the National Geodetic Survey a U "30-14 the foll address C� \� \ I CERS arms and OPM are nomms,lxmx1 wimin or adjacent to Spedal Flood Haack Arms. owing \ r O 1%annual marxe flo.pain.unmry NOAA NGS N/NGS1 Services 1259 \ ,l Geodetic \ I o.z%annual charxe noedolam boundary National Geotletic Survey �•1• Temarrnwlll"aaA ,• Flootlway boundary a� c 1315 Ea,#9202 ' ` 3 _ _ Zone D tour I 1315 East-West Highway - - - - "CHOLS ROAD a:"�u vlr OF .....„.„...... CBRS and OVA bo..a, Silver Spring,Maryland 20910.3282 (301)713-3242 Y' Boundary 6i xing SNOCRI Flood Hank Pre3 Zones ant To obtain current elevation,description,and/or location information for bBrx;h / 25• ZONE Usnelarydivldng Sp IFlood Hvvd!Areas Prdifeart Base marks shown on this map,please contact the Information Services Branch y " �flmd Ee+aaons•noun ceoms or Footl veloc0 of the Nahonal Geodetic Survey at(301)7134242,or visit its webshe at 1, and9e ywn '�' �� t ^^^�5/3•w� Base Flood El—.One...aloe ee.adon-fast^ http.//WWW np9.n0in 90v. _ T - - - �� Bee FbPd Elevator vane Mies unform wire time;ale—n Base map information shown on this FIRM was derived from U.S.Geological M1ROAp \ ---• (EL 997) In rest' SP FE RP C� Survey Digital Orthophoto Quadrangles Produced at a stele o11:12,000 from 26 N1P / ' / I II lcnc—All I Datum of 1966 photography dated 1994 or later. and p-a- channel NOioN Nop1ME6N PNDso ZONEX \- TONFx _ _ I ��n lire This reflect mare detailed u t date stream o-_____-0 hansat line configuration than those shown on the previous FIRM for this jurisdiction.The sORLI Hp1' — / - 87.07-45",32.2Z30" Geographic ccokinates refeenmd to the Norm American 0 flOOtlpleIRS and flaOdWaye chit were transferred from me previous FIRM may have I N Gaum or 19a3(NPD 04 Wes4m Fkmisphere been adjusted to conform to these new stream channel configurations.As a result, ,y2" '•76—N Imo-mere Universal Trans.ese Me bon,gnd valves,rove the Flood Profiles and Flootlway Data in the Flood Insurance Study Report(which a 11N contains authoritative hydraulic data)may reflect stream channel distances that 1 differ from what is shown on this map. 600000 FT SWDPoag.nrM:Ulaoma Stare Pare cookire[e system,inns V1(R_.E 0906),lambert(nnf ,Conk Corporate limits shown on the map are based on the best data avalable at the ' -•e!! I•a --- y p1OIc"tiO" time of publication.Because changes due to annexat ons or de-annexat ons may w - - I�j e� .ems N J DX5510 x �Im ner9(sse eWlareMn m Notes,to Uses salon of this ve ha Occurred after this map was published, ZONE AO map users should Contact appropriate FIRM pane) Community officials toveiny current Corporate limit locations Z ` -� _ �� ,, - y OFM1.5 Rive Mee Please refer to the separately printed Map Index for an overview map of the o v=� y � � .• \ ZONE X _ o county showing the layout of map panels Community map repository addresses and Is LIa ng of Communities table containing National Flood Insurance Program 1 ��� e mil' MAP REPOSITORY dates for each Community as well as a listing of the panels on which each _ C�7• `\ •f t Rerorto llwrg err flap aepoaiwnes an neap Index Community is located. ZONE VIN ZONEX EFFECTIVE MTE OF COUNTVNADE FLOODINSURANCERATE MAP Contact the FEMA Map Service Center al 1-800-358-9616 for information on ZONE X - AE ,wsuetze,bops lable products associated with this FIRM.Available products may include �� +���� 1; \ EFFECTIVE MTE(S)OF REVISION(S)TO THIS PANEL previously issued Letters of Map Change,a Flood Insurance Study report,and/or •7..sddr7x ,xti6'. Y digital vereions of this map.The FEMA Map Service Center may also be reached L .)• !, 1- "29—N by Fax at 1-800-358-9620 and its weDsite M hHo'//mscfema.Oov. 6 9p • -- : For canmunity map reason heavy ona to countywide mappiny,refer to me Community CQ \ Map History ON,IPOOd in this,Flo.Insurance S[W y repot for Nlsjured—n. If you have questions about this map or questions concerning the National Flood ''' i `s Insurance Program n general please call 1- FEMA-FEMA MAP(1-877-33&2627)or _ c •'• To daamine,R foW nuance is avaiable'n this Community,contact your Insurance 2200000 FT p age.a oil the Nor 1 Flood Insurance Program M 1--a— visit the FEMA webs to at hrt0//www fema aov. r T City of ' Lake Elsinore MAP SCALE 1" = 600' tF 250 0 500 1000 FEET Fe V METERS G.!o �..�♦ 190 0 1. ]00 � ZONE•� PANEL 2028G ZONE pa4 a FIRM FLOOD INSURANCE RATE MAP l -• _ a5,a N• RANT OFq RIVERSIDE COUNTY, e ® CALIFORNIA NOTE:MAPAREA SHOWN ON THI nBANELI LOCATED WITHINWNSHIPS OUTH, • bP m AND INCORPORATED AREAS RAN E4 WEST,T-WN HIP5 •UTH,RAN ESWEST ANO7HE L•P,LAGUNA TEARN) 7 Nit' m �tJD RANT. PANEL 2028 OF 3805 (SEE MAP INDEX FOR FIRM PANEL LAYOUT) • � �''�, � UE T'...': I�E''�f'�' a CONTAINS. �RNauEE PVEN .. -i m S@�dVtll2Y UUNIKE Elm" suFFlx • ` • s` IIvERSID NO E COUNTY OF mma5 d020 G r F � aµOMIEY PV:Hs1E - �e•�j .mNE 28'm.'N P a �r�pt�►J♦ f ZONE � ��. :::•�•:•:!.:•..... F •` Y y � '• •.r' 1'j F pEOM°.,1(AVENUE 4y.s AE 1�2,61 a� •• ... pqp It �`F •}ar,F� - MC•Rl VENUE _�/ T .... ® Noy U The Or IF Number shown below shbvS 0e 7 Y zed v.11 padn map orders'The Community NumMr • 1vveP1 m h.I Bused on nsumnce aOP cat one rot he ,1.p��. /�� ` e�•i � eH0.NE0.,G0.E• t 4f �•++•• .-. �'�cr .l,,,f': ilia Y1 '�`. • �.erE0.510EE' �' �E, MAP NUMBER IF t � ♦e/ StPEEt (, ZONE a 06065C2028G ZONE AE sa •_ L 3 1172230 '66 'E JOINS PANEL 2036 3JY1'1S sop sE� EFFECTIVE DATE '67",.F •88�"E r foals AUGUST 28,2008 a Federal Emergency Management Agency