Loading...
HomeMy WebLinkAboutXC2022-1852 - Soils FINAL HYDROLOGY REPORT Pendry Newport Beach Newport Center Drive & Santa Cruz Drive Newport Beach, California Prepared For 690 Hotel, LLC c/o Eagle Four Partners Prepared By Fuscoe Engineering, Inc. 16795 Von Karman, Suite 100 Irvine, California 92606 949.474.1960 www.fuscoe.com Project Manager: Oriana Slasor, P.E. Date Prepared: October 2022 Job Number: 4092.001.01 FINAL HYDROLOGY REPORT Pendry Newport Beach 690 HOTEL, LLC October 2022 FINAL HYDROLOGY REPORT Pendry Newport Beach 690 HOTEL, LLC October 2022 FINAL HYDROLOGY REPORT Pendry Newport Beach 690 HOTEL, LLC October 2022 40 9 2.0 01.0 1 40 9 2.0 01.0 1 40 9 2.00 1.0 1 FINAL HYDROLOGY REPORT October 2022 4092.001.01 Pendry Newport Beach TABLE OF CONTENTS TABLE OF CONTENTS .................................................................................................................. 1 1.0 INTRODUCTION ............................................................................................................. 1 1.1 GEOGRAPHIC SETTING ................................................................................................. 1 1.2 PROJECT DESCRIPTION ................................................................................................. 2 1.3 PURPOSE OF THIS REPORT ............................................................................................ 2 1.4 REFERENCES .................................................................................................................. 2 2.0 EXISTING DRAINAGE ....................................................................................................... 3 2.1 EXISTING TOPOGRAPHY ................................................................................................ 3 2.2 EXISTING STORM DRAIN SYSTEMS.................................................................................. 3 3.0 PROPOSED DRAINAGE .................................................................................................... 4 4.0 HYDROLOGIC ANALYSIS ................................................................................................. 4 4.1 STORM FREQUENCY ..................................................................................................... 4 4.2 METHODOLOGY .......................................................................................................... 4 5.0 FEMA .............................................................................................................................. 4 6.0 HYDRAULICS ANALYSIS .................................................................................................... 4 7.0 RESULTS AND CONCLUSIONS ......................................................................................... 5 8.0 APPENDICES .................................................................................................................... 6 Appendix 1 Storm Drain Atlas Maps Appendix 2 Storm Drain As-Built Plans Appendix 3 Soil Classification Report Appendix 4 Existing Condition Hydrology Calculations Appendix 5 Existing Condition Hydrology Map Appendix 6 Proposed Condition Hydrology Calculations Appendix 7 Proposed Condition Hydrology Map Appendix 8 FEMA Map Appendix 9 Storm Drain Hydraulics FINAL HYDROLOGY REPORT October 2022 1 4092.001.01 Pendry Newport Beach 1.0 INTRODUCTION 1.1 GEOGRAPHIC SETTING The project site is located in the City of Newport Beach, and consists of the existing Island Hotel. The site is located northeasterly of the intersection of Newport Center Drive and Santa Cruz Drive. The specific renovation locations are depicted on the Vicinity Map, included as Figure 1, below. Figure 1 – Vicinity Map (not-to-scale) FINAL HYDROLOGY REPORT October 2022 2 4092.001.01 Pendry Newport Beach 1.2 PROJECT DESCRIPTION The proposed project will include upgrades to areas around the Island Hotel at Newport Center Drive and Santa Cruz Drive. Specific improvements include renovations at the main pool area fronting Newport Center Drive, and an event lawn at Santa Cruz Drive. 1.3 PURPOSE OF THIS REPORT The purpose of this report is to provide hydrologic and hydraulics calculations and maps for existing and proposed conditions for the proposed project. 1.4 REFERENCES · Orange County Hydrology Manual · A.E.S. hydrologic software · City of Newport Beach GIS, As-Built Plans, Maps, and Atlas FINAL HYDROLOGY REPORT October 2022 3 4092.001.01 Pendry Newport Beach 2.0 EXISTING DRAINAGE 2.1 EXISTING TOPOGRAPHY The surface topography of the of the site generally slopes away from the buildings, toward the roadways, with the pool area portion of the site generally draining toward Newport Center Drive, and the event lawn area draining toward Santa Cruz Drive. 2.2 EXISTING STORM DRAIN SYSTEMS The existing drainage pattern is generally from northeasterly to southwesterly, and toward the roadways, as discussed in the previous subsection. There are existing public and private storm drain facilities that accept the drainage, as shown on the city’s atlas maps, included in this report as Appendix 1. There are public (city-owned) and private storm drain systems that currently accept drainage from the project site. The drainage at the pool area is collected via on-site area drain systems, and conveyed to the city of Newport Beach storm drain in Newport Center Drive. The drainage in the event lawn currently drains toward a private catch basin in Santa Cruz Drive, and is conveyed northerly, via a private system, toward the city’s storm drain system in San Joaquin Hills Road. The storm drain as-built plans are included in Appendix 2 of this report. FINAL HYDROLOGY REPORT October 2022 4 4092.001.01 Pendry Newport Beach 3.0 PROPOSED DRAINAGE The proposed development will include minor renovations at the pool area, along with the event lawn. The proposed drainage is expected to generally mimic the existing drainage patterns. 4.0 HYDROLOGIC ANALYSIS 4.1 STORM FREQUENCY The 25-year and 100-year storm events have been evaluated be used for the existing and proposed conditions. The existing storm drain has a 25-year capacity, with the additional drainage discharging from the site as sheet-flow to the adjacent roadways. 4.2 METHODOLOGY This study was prepared in conformance with the Orange County Hydrology Manual. Orange County Rational Method was used. A.E.S. Computer Software was utilized to compile the hydrologic data and to determine the peak discharges. The area is entirely in soil type “B”, as shown on the soil classification report, which is included in Appendix 3. The Existing Condition Hydrology Calculations are included in Appendix 4. The Proposed Condition Hydrology Calculations are included in Appendix 5. The existing and proposed hydrology maps are included as Appendix 6 and 7, respectively. 5.0 FEMA The site is in Zone X (area of minimal flood hazard), as shown on FIRM Numbers 06059C0382K, effective 3/21/2019, and 06059C0401J, effective 12/3/2009. Since the site is not within a Special Flood Hazard Area, as defined by FEMA, a CLOMR/LOMR will not be required. A copy of the Firmette is included in Appendix 8. 6.0 HYDRAULICS ANALYSIS The area drain design will accommodate a 25-year storm event, due to design constraints of the public storm drain in the adjacent roadways. A storm drain rating table has been included in Appendix 9, which presents the hydraulic capacities for the various area drain sizes. FINAL HYDROLOGY REPORT October 2022 5 4092.001.01 Pendry Newport Beach 7.0 RESULTS AND CONCLUSIONS As discussed in this report, the proposed condition drainage patterns will generally mimic those of the existing condition. Due to the slight increase in impervious acreage at the event lawn area, the proposed condition runoff will exceed that of the existing condition slightly, by 0.4 cfs for Q25, and by 0.5 cfs for Q100. The hydrology maps (Appendices 6 and 7) show the Q25 and Q100 flow rates at the discharge locations. The results are tabulated below. Proposed water quality BMP’s have been evaluated and designed in accordance with applicable codes. The water quality design, calculations, and exhibits are included separately, in the WQMP for this project. FINAL HYDROLOGY REPORT October 2022 6 4092.001.01 Pendry Newport Beach 8.0 APPENDICES Appendix 1 Storm Drain Atlas Maps Appendix 2 Storm Drain As-Built Plans Appendix 3 Soil Classification Report Appendix 4 Existing Condition Hydrology Calculations Appendix 5 Existing Condition Hydrology Map Appendix 6 Proposed Condition Hydrology Calculations Appendix 7 Proposed Condition Hydrology Map Appendix 8 FEMA Map Appendix 9 Storm Drain Hydraulics Appendix 1 Storm Drain Atlas Maps Feet Every reasonable effort has been made to assure the accuracy of the data provided, however, The City of Newport Beach and its employees and agents disclaim any and all responsibility from or relating to any results obtained in its use. Disclaimer: 6/13/2022 0 833417 Appendix 2 Storm Drain As-Built Plans Appendix 3 Soil Classification Report United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Orange County and Part of Riverside County, California The Pendry Natural Resources Conservation Service June 7, 2022 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.nrcs.usda.gov/wps/ portal/nrcs/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=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_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 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................12 Map Unit Descriptions........................................................................................12 Orange County and Part of Riverside County, California................................14 162—Marina loamy sand, 2 to 9 percent slopes.........................................14 173—Myford sandy loam, 2 to 9 percent slopes.........................................15 175—Myford sandy loam, 9 to 15 percent slopes.......................................17 References............................................................................................................19 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 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 Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 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 9 Custom Soil Resource Report Soil Map 37 2 0 2 5 0 37 2 0 2 9 0 37 2 0 3 3 0 37 2 0 3 7 0 37 2 0 4 1 0 37 2 0 4 5 0 37 2 0 4 9 0 37 2 0 2 5 0 37 2 0 2 9 0 37 2 0 3 3 0 37 2 0 3 7 0 37 2 0 4 1 0 37 2 0 4 5 0 37 2 0 4 9 0 418640 418680 418720 418760 418800 418840 418880 418920 418960 419000 419040 418640 418680 418720 418760 418800 418840 418880 418920 418960 419000 419040 33° 37' 16'' N 11 7 ° 5 2 ' 3 8 ' ' W 33° 37' 16'' N 11 7 ° 5 2 ' 2 2 ' ' W 33° 37' 7'' N 11 7 ° 5 2 ' 3 8 ' ' W 33° 37' 7'' N 11 7 ° 5 2 ' 2 2 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 50 100 200 300 Feet 0 25 50 100 150 Meters Map Scale: 1:1,890 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Orange County and Part of Riverside County, California Survey Area Data: Version 15, Sep 13, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 27, 2020—Mar 30, 2020 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background Custom Soil Resource Report 10 MAP LEGEND MAP INFORMATION imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 11 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 162 Marina loamy sand, 2 to 9 percent slopes 9.1 61.5% 173 Myford sandy loam, 2 to 9 percent slopes 4.5 30.1% 175 Myford sandy loam, 9 to 15 percent slopes 1.2 8.4% Totals for Area of Interest 14.8 100.0% Map Unit Descriptions 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. 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 Custom Soil Resource Report 12 landform 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. 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. Custom Soil Resource Report 13 Orange County and Part of Riverside County, California 162—Marina loamy sand, 2 to 9 percent slopes Map Unit Setting National map unit symbol: hcn7 Elevation: 0 to 1,330 feet Mean annual precipitation: 11 to 13 inches Mean annual air temperature: 57 to 61 degrees F Frost-free period: 365 days Farmland classification: Prime farmland if irrigated Map Unit Composition Marina and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Marina Setting Landform:Dunes Landform position (two-dimensional):Backslope Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Convex Parent material:Old eolian sands Typical profile H1 - 0 to 33 inches: loamy sand H2 - 33 to 60 inches: sand H3 - 60 to 80 inches: sand Properties and qualities Slope:2 to 9 percent Depth to restrictive feature:More than 80 inches Drainage class:Somewhat excessively drained 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: Low (about 4.2 inches) Interpretive groups Land capability classification (irrigated): 3s Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Ecological site: R019XD035CA - SANDY (1975) Hydric soil rating: No Minor Components Marina, less sloping or steeper Percent of map unit:10 percent Hydric soil rating: No Custom Soil Resource Report 14 Unnamed Percent of map unit:3 percent Hydric soil rating: No Myford, sandy loam, thick surface Percent of map unit:2 percent Hydric soil rating: No 173—Myford sandy loam, 2 to 9 percent slopes Map Unit Setting National map unit symbol: hcnl Elevation: 0 to 1,560 feet Mean annual precipitation: 11 to 18 inches Mean annual air temperature: 62 to 65 degrees F Frost-free period: 320 to 365 days Farmland classification: Not prime farmland Map Unit Composition Myford and similar soils:75 percent Minor components:25 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Myford Setting Landform:Terraces Landform position (two-dimensional):Backslope Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Alluvium derived from sandstone Typical profile A1 - 0 to 1 inches: sandy loam A2 - 1 to 4 inches: sandy loam A3 - 4 to 12 inches: sandy loam Bt1 - 12 to 18 inches: sandy clay Bt2 - 18 to 28 inches: sandy clay loam Btk1 - 28 to 35 inches: sandy clay loam Btk2 - 35 to 41 inches: sandy clay loam B't1 - 41 to 49 inches: sandy clay loam B't2 - 49 to 61 inches: sandy clay loam Bt3 - 61 to 71 inches: sandy clay loam C - 71 to 79 inches: sandy loam Properties and qualities Slope:2 to 9 percent Depth to restrictive feature:8 to 20 inches to abrupt textural change Drainage class:Moderately well drained Custom Soil Resource Report 15 Runoff class: High 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 Calcium carbonate, maximum content:5 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 1.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: R019XD061CA - CLAYPAN (1975) Hydric soil rating: No Minor Components Myford, thick surface Percent of map unit:10 percent Landform:Terraces Landform position (two-dimensional):Backslope Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Ecological site:R019XD061CA - CLAYPAN (1975) Hydric soil rating: No Yorba, gravelly sandy loam Percent of map unit:5 percent Landform:Terraces Landform position (two-dimensional):Backslope Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Ecological site:R019XD061CA - CLAYPAN (1975) Hydric soil rating: No Capistrano Percent of map unit:5 percent Landform:Terraces Landform position (two-dimensional):Backslope Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Ecological site:R019XD029CA - LOAMY Hydric soil rating: No Chesterton, loamy sand Percent of map unit:3 percent Landform:Terraces Landform position (two-dimensional):Backslope Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Ecological site:R019XD061CA - CLAYPAN (1975) Custom Soil Resource Report 16 Hydric soil rating: No Water Percent of map unit:2 percent Landform:Depressions 175—Myford sandy loam, 9 to 15 percent slopes Map Unit Setting National map unit symbol: hcnn Elevation: 1,500 feet Mean annual precipitation: 12 to 20 inches Mean annual air temperature: 63 degrees F Frost-free period: 270 to 350 days Farmland classification: Not prime farmland Map Unit Composition Myford and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Myford Setting Landform:Terraces Landform position (two-dimensional):Backslope Landform position (three-dimensional):Riser Down-slope shape:Concave Across-slope shape:Linear Parent material:Alluvium derived from mixed Typical profile H1 - 0 to 12 inches: sandy loam H2 - 12 to 18 inches: sandy clay H3 - 18 to 28 inches: sandy clay loam H4 - 28 to 71 inches: sandy clay loam H5 - 71 to 79 inches: sandy loam Properties and qualities Slope:9 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 Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:5 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 1.4 inches) Custom Soil Resource Report 17 Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: D Ecological site: R019XD061CA - CLAYPAN (1975) Hydric soil rating: No Minor Components Myford, sandy loam, eroded Percent of map unit:5 percent Hydric soil rating: No Capistrano, sandy loam Percent of map unit:5 percent Hydric soil rating: No Yorba, gravelly sandy loam Percent of map unit:3 percent Hydric soil rating: No San andreas, sandy loam Percent of map unit:2 percent Hydric soil rating: No Custom Soil Resource Report 18 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.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_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.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_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.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 19 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_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.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_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/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 20 Appendix 4 Existing Condition Hydrology Calculations PEN25EX.RES ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1355 Analysis prepared by: Fuscoe Engineering 16795 Von Karman Suite 100 Irvine, CA 92606 ************************** DESCRIPTION OF STUDY ************************** * THE PENDRY * * 25 YEAR HYDROLOGY * * EXISTING CONDITION * ************************************************************************** FILE NAME: PEN25EX.DAT TIME/DATE OF STUDY: 10:49 10/17/2022 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 265.00 ELEVATION DATA: UPSTREAM(FEET) = 217.30 DOWNSTREAM(FEET) = 197.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.563 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.634 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc Page 1 25 Year Hydrology Existing Condition Page 1 of 6 PEN25EX.RES LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL GOOD COVER "GRASS" B 0.39 0.30 1.000 61 14.56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 0.82 TOTAL AREA(ACRES) = 0.39 PEAK FLOW RATE(CFS) = 0.82 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 197.00 DOWNSTREAM ELEVATION(FEET) = 195.20 STREET LENGTH(FEET) = 54.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.82 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 2.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.96 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.79 STREET FLOW TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 14.79 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.611 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 EFFECTIVE AREA(ACRES) = 0.39 AREA-AVERAGED Fm(INCH/HR) = 0.30 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.82 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 2.00 FLOW VELOCITY(FEET/SEC.) = 3.96 DEPTH*VELOCITY(FT*FT/SEC.) = 0.79 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 319.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.79 RAINFALL INTENSITY(INCH/HR) = 2.61 AREA-AVERAGED Fm(INCH/HR) = 0.30 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 0.39 TOTAL STREAM AREA(ACRES) = 0.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.82 Page 2 25 Year Hydrology Existing Condition Page 2 of 6 PEN25EX.RES **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 177.00 ELEVATION DATA: UPSTREAM(FEET) = 221.50 DOWNSTREAM(FEET) = 197.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.697 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.480 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) PUBLIC PARK B 0.07 0.30 0.850 56 5.70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850 SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 0.07 PEAK FLOW RATE(CFS) = 0.27 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 12.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 197.20 DOWNSTREAM ELEVATION(FEET) = 195.20 STREET LENGTH(FEET) = 93.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.27 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 2.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.18 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.63 STREET FLOW TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 6.18 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.277 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 EFFECTIVE AREA(ACRES) = 0.07 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 0.1 PEAK FLOW RATE(CFS) = 0.27 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 2.00 FLOW VELOCITY(FEET/SEC.) = 3.18 DEPTH*VELOCITY(FT*FT/SEC.) = 0.63 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 12.00 = 270.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ---------------------------------------------------------------------------- Page 3 25 Year Hydrology Existing Condition Page 3 of 6 PEN25EX.RES >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.18 RAINFALL INTENSITY(INCH/HR) = 4.28 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.85 EFFECTIVE STREAM AREA(ACRES) = 0.07 TOTAL STREAM AREA(ACRES) = 0.07 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.27 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 0.82 14.79 2.611 0.30( 0.30) 1.00 0.4 10.00 2 0.27 6.18 4.277 0.30( 0.25) 0.85 0.1 13.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 0.86 6.18 4.277 0.30( 0.29) 0.95 0.2 13.00 2 0.98 14.79 2.611 0.30( 0.29) 0.98 0.5 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.98 Tc(MIN.) = 14.79 EFFECTIVE AREA(ACRES) = 0.46 AREA-AVERAGED Fm(INCH/HR) = 0.29 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.98 TOTAL AREA(ACRES) = 0.5 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 319.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 115.00 ELEVATION DATA: UPSTREAM(FEET) = 215.80 DOWNSTREAM(FEET) = 214.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.240 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.698 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL B 0.29 0.30 0.100 56 5.24 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 1.22 TOTAL AREA(ACRES) = 0.29 PEAK FLOW RATE(CFS) = 1.22 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< Page 4 25 Year Hydrology Existing Condition Page 4 of 6 PEN25EX.RES ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 206.00 DOWNSTREAM(FEET) = 202.00 FLOW LENGTH(FEET) = 136.00 MANNING'S N = 0.015 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.07 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.22 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 5.69 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 251.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 5.69 RAINFALL INTENSITY(INCH/HR) = 4.49 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.29 TOTAL STREAM AREA(ACRES) = 0.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.22 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 216.10 DOWNSTREAM(FEET) = 215.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.458 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.847 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL B 0.13 0.30 0.100 56 7.46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.13 PEAK FLOW RATE(CFS) = 0.45 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 22.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 210.00 DOWNSTREAM(FEET) = 202.00 FLOW LENGTH(FEET) = 23.00 MANNING'S N = 0.015 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.85 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.45 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 7.50 LONGEST FLOWPATH FROM NODE 23.00 TO NODE 22.00 = 223.00 FEET. Page 5 25 Year Hydrology Existing Condition Page 5 of 6 PEN25EX.RES **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.50 RAINFALL INTENSITY(INCH/HR) = 3.83 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.13 TOTAL STREAM AREA(ACRES) = 0.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.45 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.22 5.69 4.485 0.30( 0.03) 0.10 0.3 20.00 2 0.45 7.50 3.834 0.30( 0.03) 0.10 0.1 23.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.61 5.69 4.485 0.30( 0.03) 0.10 0.4 20.00 2 1.49 7.50 3.834 0.30( 0.03) 0.10 0.4 23.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.61 Tc(MIN.) = 5.69 EFFECTIVE AREA(ACRES) = 0.39 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.4 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 251.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.4 TC(MIN.) = 5.69 EFFECTIVE AREA(ACRES) = 0.39 AREA-AVERAGED Fm(INCH/HR)= 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 1.61 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.61 5.69 4.485 0.30( 0.03) 0.10 0.4 20.00 2 1.49 7.50 3.834 0.30( 0.03) 0.10 0.4 23.00 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS   Page 6 25 Year Hydrology Existing Condition Page 6 of 6 PEN100EX.RES ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1355 Analysis prepared by: Fuscoe Engineering 16795 Von Karman Suite 100 Irvine, CA 92606 ************************** DESCRIPTION OF STUDY ************************** * THE PENDRY * * 100 YEAR HYDROLOGY * * EXISTING CONDITION * ************************************************************************** FILE NAME: PEN25EX.DAT TIME/DATE OF STUDY: 10:53 10/17/2022 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 265.00 ELEVATION DATA: UPSTREAM(FEET) = 217.30 DOWNSTREAM(FEET) = 197.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.563 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.353 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc Page 1 The Pendry 100 Year Hydrology Existing Condition Page 1 of 6 PEN100EX.RES LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL GOOD COVER "GRASS" B 0.39 0.30 1.000 80 14.56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 1.07 TOTAL AREA(ACRES) = 0.39 PEAK FLOW RATE(CFS) = 1.07 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 197.00 DOWNSTREAM ELEVATION(FEET) = 195.20 STREET LENGTH(FEET) = 54.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.07 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 3.78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.33 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.77 STREET FLOW TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 14.83 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.318 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 EFFECTIVE AREA(ACRES) = 0.39 AREA-AVERAGED Fm(INCH/HR) = 0.30 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.07 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 3.78 FLOW VELOCITY(FEET/SEC.) = 3.33 DEPTH*VELOCITY(FT*FT/SEC.) = 0.77 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 319.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.83 RAINFALL INTENSITY(INCH/HR) = 3.32 AREA-AVERAGED Fm(INCH/HR) = 0.30 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 0.39 TOTAL STREAM AREA(ACRES) = 0.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.07 Page 2 The Pendry 100 Year Hydrology Existing Condition Page 2 of 6 PEN100EX.RES **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 177.00 ELEVATION DATA: UPSTREAM(FEET) = 221.50 DOWNSTREAM(FEET) = 197.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.697 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.742 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) PUBLIC PARK B 0.07 0.30 0.850 76 5.70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.07 PEAK FLOW RATE(CFS) = 0.35 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 12.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 197.20 DOWNSTREAM ELEVATION(FEET) = 195.20 STREET LENGTH(FEET) = 93.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.35 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 2.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.18 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.63 STREET FLOW TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 6.18 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.478 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 EFFECTIVE AREA(ACRES) = 0.07 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 0.1 PEAK FLOW RATE(CFS) = 0.35 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 2.00 FLOW VELOCITY(FEET/SEC.) = 3.18 DEPTH*VELOCITY(FT*FT/SEC.) = 0.63 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 12.00 = 270.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ---------------------------------------------------------------------------- Page 3 The Pendry 100 Year Hydrology Existing Condition Page 3 of 6 PEN100EX.RES >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.18 RAINFALL INTENSITY(INCH/HR) = 5.48 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.85 EFFECTIVE STREAM AREA(ACRES) = 0.07 TOTAL STREAM AREA(ACRES) = 0.07 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.35 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.07 14.83 3.318 0.30( 0.30) 1.00 0.4 10.00 2 0.35 6.18 5.478 0.30( 0.25) 0.85 0.1 13.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.11 6.18 5.478 0.30( 0.29) 0.95 0.2 13.00 2 1.27 14.83 3.318 0.30( 0.29) 0.98 0.5 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.27 Tc(MIN.) = 14.83 EFFECTIVE AREA(ACRES) = 0.46 AREA-AVERAGED Fm(INCH/HR) = 0.29 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.98 TOTAL AREA(ACRES) = 0.5 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 319.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 115.00 ELEVATION DATA: UPSTREAM(FEET) = 215.80 DOWNSTREAM(FEET) = 214.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.240 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.024 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL B 0.29 0.30 0.100 76 5.24 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 1.56 TOTAL AREA(ACRES) = 0.29 PEAK FLOW RATE(CFS) = 1.56 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< Page 4 The Pendry 100 Year Hydrology Existing Condition Page 4 of 6 PEN100EX.RES ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 206.00 DOWNSTREAM(FEET) = 202.00 FLOW LENGTH(FEET) = 136.00 MANNING'S N = 0.015 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.44 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.56 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 5.66 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 251.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 5.66 RAINFALL INTENSITY(INCH/HR) = 5.77 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.29 TOTAL STREAM AREA(ACRES) = 0.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.56 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 216.10 DOWNSTREAM(FEET) = 215.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.458 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.920 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL B 0.13 0.30 0.100 76 7.46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 0.57 TOTAL AREA(ACRES) = 0.13 PEAK FLOW RATE(CFS) = 0.57 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 22.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 210.00 DOWNSTREAM(FEET) = 202.00 FLOW LENGTH(FEET) = 23.00 MANNING'S N = 0.015 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.60 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.57 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 7.50 LONGEST FLOWPATH FROM NODE 23.00 TO NODE 22.00 = 223.00 FEET. Page 5 The Pendry 100 Year Hydrology Existing Condition Page 5 of 6 PEN100EX.RES **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.50 RAINFALL INTENSITY(INCH/HR) = 4.91 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.13 TOTAL STREAM AREA(ACRES) = 0.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.57 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.56 5.66 5.765 0.30( 0.03) 0.10 0.3 20.00 2 0.57 7.50 4.905 0.30( 0.03) 0.10 0.1 23.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 2.07 5.66 5.765 0.30( 0.03) 0.10 0.4 20.00 2 1.90 7.50 4.905 0.30( 0.03) 0.10 0.4 23.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.07 Tc(MIN.) = 5.66 EFFECTIVE AREA(ACRES) = 0.39 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.4 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 251.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.4 TC(MIN.) = 5.66 EFFECTIVE AREA(ACRES) = 0.39 AREA-AVERAGED Fm(INCH/HR)= 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 2.07 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 2.07 5.66 5.765 0.30( 0.03) 0.10 0.4 20.00 2 1.90 7.50 4.905 0.30( 0.03) 0.10 0.4 23.00 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS   Page 6 The Pendry 100 Year Hydrology Existing Condition Page 6 of 6 Appendix 5 Proposed Condition Hydrology Calculations PEN25PR.RES ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1355 Analysis prepared by: Fuscoe Engineering 16795 Von Karman Suite 100 Irvine, CA 92606 ************************** DESCRIPTION OF STUDY ************************** * THE PENDRY * * 25 YEAR HYDROLOGY * * PROPOSED CONDITIONS * ************************************************************************** FILE NAME: PR25YR.DAT TIME/DATE OF STUDY: 11:06 10/17/2022 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 231.00 ELEVATION DATA: UPSTREAM(FEET) = 216.00 DOWNSTREAM(FEET) = 209.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.779 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.060 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc Page 1 The Pendry 25 Year Hydrology Proposed Condition Page 1 of 5 PEN25PR.RES LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "8-10 DWELLINGS/ACRE" B 0.16 0.30 0.400 56 6.78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400 SUBAREA RUNOFF(CFS) = 0.57 TOTAL AREA(ACRES) = 0.16 PEAK FLOW RATE(CFS) = 0.57 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 195.00 DOWNSTREAM(FEET) = 192.30 FLOW LENGTH(FEET) = 52.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.76 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.57 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 6.93 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 283.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.93 RAINFALL INTENSITY(INCH/HR) = 4.01 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.40 EFFECTIVE STREAM AREA(ACRES) = 0.16 TOTAL STREAM AREA(ACRES) = 0.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.57 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 203.00 ELEVATION DATA: UPSTREAM(FEET) = 221.50 DOWNSTREAM(FEET) = 196.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.170 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.283 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) PUBLIC PARK B 0.11 0.30 0.850 56 6.17 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850 SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) = 0.40 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 62 Page 2 The Pendry 25 Year Hydrology Proposed Condition Page 2 of 5 PEN25PR.RES ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 196.90 DOWNSTREAM ELEVATION(FEET) = 195.20 STREET LENGTH(FEET) = 70.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 2.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.38 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 6.51 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.153 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL GOOD COVER "WOODLAND,GRASS" B 0.09 0.30 1.000 58 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 0.09 SUBAREA RUNOFF(CFS) = 0.31 EFFECTIVE AREA(ACRES) = 0.20 AREA-AVERAGED Fm(INCH/HR) = 0.28 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.92 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.70 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 2.00 FLOW VELOCITY(FEET/SEC.) = 3.38 DEPTH*VELOCITY(FT*FT/SEC.) = 0.67 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 15.00 = 273.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 12.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 193.00 DOWNSTREAM(FEET) = 192.30 FLOW LENGTH(FEET) = 68.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 3.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.36 GIVEN PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.70 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 6.85 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 12.00 = 341.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ Page 3 The Pendry 25 Year Hydrology Proposed Condition Page 3 of 5 PEN25PR.RES MAINLINE Tc(MIN.) = 6.85 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.036 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL GOOD COVER "WOODLAND,GRASS" B 0.10 0.30 1.000 58 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.34 EFFECTIVE AREA(ACRES) = 0.30 AREA-AVERAGED Fm(INCH/HR) = 0.28 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.94 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 1.01 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.85 RAINFALL INTENSITY(INCH/HR) = 4.04 AREA-AVERAGED Fm(INCH/HR) = 0.28 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.94 EFFECTIVE STREAM AREA(ACRES) = 0.30 TOTAL STREAM AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.01 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 0.57 6.93 4.010 0.30( 0.12) 0.40 0.2 10.00 2 1.01 6.85 4.036 0.30( 0.28) 0.94 0.3 13.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.58 6.85 4.036 0.30( 0.23) 0.76 0.5 13.00 2 1.57 6.93 4.010 0.30( 0.23) 0.76 0.5 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.58 Tc(MIN.) = 6.85 EFFECTIVE AREA(ACRES) = 0.46 AREA-AVERAGED Fm(INCH/HR) = 0.23 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 0.5 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 12.00 = 341.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 230.00 ELEVATION DATA: UPSTREAM(FEET) = 216.00 DOWNSTREAM(FEET) = 214.80 Page 4 The Pendry 25 Year Hydrology Proposed Condition Page 4 of 5 PEN25PR.RES Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.657 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.790 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL B 0.42 0.30 0.100 56 7.66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 1.42 TOTAL AREA(ACRES) = 0.42 PEAK FLOW RATE(CFS) = 1.42 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.4 TC(MIN.) = 7.66 EFFECTIVE AREA(ACRES) = 0.42 AREA-AVERAGED Fm(INCH/HR)= 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 1.42 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS   Page 5 The Pendry 25 Year Hydrology Proposed Condition Page 5 of 5 PEN200PR.RES ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1355 Analysis prepared by: Fuscoe Engineering 16795 Von Karman Suite 100 Irvine, CA 92606 ************************** DESCRIPTION OF STUDY ************************** * THE PENDRY * * 100 YEAR HYDROLOGY * * PROPOSED CONDITIONS * ************************************************************************** FILE NAME: PR25YR.DAT TIME/DATE OF STUDY: 11:10 10/17/2022 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 231.00 ELEVATION DATA: UPSTREAM(FEET) = 216.00 DOWNSTREAM(FEET) = 209.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.779 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.197 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc Page 1 The Pendry 100 Year Hydrology Proposed Condition Page 1 of 5 PEN200PR.RES LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "8-10 DWELLINGS/ACRE" B 0.16 0.30 0.400 76 6.78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400 SUBAREA RUNOFF(CFS) = 0.73 TOTAL AREA(ACRES) = 0.16 PEAK FLOW RATE(CFS) = 0.73 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 195.00 DOWNSTREAM(FEET) = 192.30 FLOW LENGTH(FEET) = 52.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.19 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.73 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 6.92 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 283.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.92 RAINFALL INTENSITY(INCH/HR) = 5.14 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.40 EFFECTIVE STREAM AREA(ACRES) = 0.16 TOTAL STREAM AREA(ACRES) = 0.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.73 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 203.00 ELEVATION DATA: UPSTREAM(FEET) = 221.50 DOWNSTREAM(FEET) = 196.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.170 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.485 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) PUBLIC PARK B 0.11 0.30 0.850 76 6.17 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) = 0.52 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 62 Page 2 The Pendry 100 Year Hydrology Proposed Condition Page 2 of 5 PEN200PR.RES ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 196.90 DOWNSTREAM ELEVATION(FEET) = 195.20 STREET LENGTH(FEET) = 70.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.72 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 2.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.38 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 6.51 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.317 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL GOOD COVER "WOODLAND,GRASS" B 0.09 0.30 1.000 77 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 0.09 SUBAREA RUNOFF(CFS) = 0.41 EFFECTIVE AREA(ACRES) = 0.20 AREA-AVERAGED Fm(INCH/HR) = 0.28 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.92 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.91 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 3.72 FLOW VELOCITY(FEET/SEC.) = 2.86 DEPTH*VELOCITY(FT*FT/SEC.) = 0.65 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 15.00 = 273.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 12.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 193.00 DOWNSTREAM(FEET) = 192.30 FLOW LENGTH(FEET) = 68.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 3.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.62 GIVEN PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.91 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 6.83 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 12.00 = 341.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ Page 3 The Pendry 100 Year Hydrology Proposed Condition Page 3 of 5 PEN200PR.RES MAINLINE Tc(MIN.) = 6.83 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.176 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL GOOD COVER "WOODLAND,GRASS" B 0.10 0.30 1.000 77 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.44 EFFECTIVE AREA(ACRES) = 0.30 AREA-AVERAGED Fm(INCH/HR) = 0.28 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.94 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 1.32 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.83 RAINFALL INTENSITY(INCH/HR) = 5.18 AREA-AVERAGED Fm(INCH/HR) = 0.28 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.94 EFFECTIVE STREAM AREA(ACRES) = 0.30 TOTAL STREAM AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.32 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 0.73 6.92 5.136 0.30( 0.12) 0.40 0.2 10.00 2 1.32 6.83 5.176 0.30( 0.28) 0.94 0.3 13.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 2.05 6.83 5.176 0.30( 0.23) 0.76 0.5 13.00 2 2.04 6.92 5.136 0.30( 0.23) 0.76 0.5 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.05 Tc(MIN.) = 6.83 EFFECTIVE AREA(ACRES) = 0.46 AREA-AVERAGED Fm(INCH/HR) = 0.23 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 0.5 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 12.00 = 341.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 230.00 ELEVATION DATA: UPSTREAM(FEET) = 216.00 DOWNSTREAM(FEET) = 214.80 Page 4 The Pendry 100 Year Hydrology Proposed Condition Page 4 of 5 PEN200PR.RES Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.657 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.847 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL B 0.42 0.30 0.100 76 7.66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 1.82 TOTAL AREA(ACRES) = 0.42 PEAK FLOW RATE(CFS) = 1.82 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.4 TC(MIN.) = 7.66 EFFECTIVE AREA(ACRES) = 0.42 AREA-AVERAGED Fm(INCH/HR)= 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 1.82 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS   Page 5 The Pendry 100 Year Hydrology Proposed Condition Page 5 of 5 Appendix 6 Existing Condition Hydrology Map ABBREVATIONS LEGEND SITE ADDRESS CIVIL ENGINEER XX X.XXAC NTS project no. sheet title th e o r i g i n a l s i z e o f t h i s s h e e t i s 3 0 " x 4 2 " drawn by: checked by: watg.comirvine | CA | 949 574 8500 stamp | approval strategy planning architecture landscape interiors Co p y r i g h t © 2 0 1 1 W A T G . A l l r i g h t s r e s e r v e d . 4092-001 EX I S T I N G C O N D I T I O N H Y D R O L O G Y SW SA GNIREENEIGN 16795 Von Karman, Suite 100 Irvine, California 92606 tel 949.474.1960 fax 949.474.5315 www.fuscoe.com EXISTING CONDITION HYDROLOGY EXISTING CONDITION HYDROLOGY A1 0.39 AC A2 0.07 AC B2 0.13 AC B1 0.29 AC Appendix 7 Proposed Condition Hydrology Map 18" S D 2 4 " S D 2 4 " S D 2 4 " S D 18"SD 18"SD 18"SD 18"SD 8"S S 15"SD 18 " S D 18 " S D 2 4 " S D 2 4 " S D 10"D W 10"D W 10"D W 15"S D 15"S D 15"S D 16 " D W 16 " D W 16 " D W 16 " D W 16 " D W 16 " D W 16 " D W 16 " D W 8"S S 8"S S 8"S S 8" S S 8" S S 8" S S 8" S S 8" S S 8" S S 16 " D W 16 " D W 16 " D W 16 " D W 16 " D W 16 " D W 16 " D W 16 " D W 16 " D W 8" S S 8" S S 8" S S 8" S S 24"SD 24"SD24"SD24"SD 24"SD 24"SD 24"SD 24"SD 12ŗ D W 12" D W 12" D W 12"D W 12"D W 12"DW 12"DW 12"DW 12"DW 12"DW 12"DW12"DW12"DW12"DW 12"DW 12"DW 12"DW 12"DW 10"S S 10"SS 10"SS 10"SS 10"SS 10"SS 10"SS 10"SS 10"SS10"SS10"SS 10"SS 10"SS 10"SS 10"SS 8"SS 2 4 " S D 18 " S D 1 8 " S D 12 " S D 12" D W 8"DW 8"DW 10"DW 10"DW 10 " D W 8 " D W 8 " D W 8"DW 8"SS 6" S S 8" S S 8"S S 36" Box 36" Box 36" Box 48" Box2222 2 2 22 2 2 1 1 1 2 2 2 2 3 3 33 3 3333333 3 36" box 36" box CR CR CR CR A1 0.16 AC B 0.42 AC A2 0.11 AC A4 0.10 AC A3 0.09 AC NTS project no. sheet title th e o r i g i n a l s i z e o f t h i s s h e e t i s 3 0 " x 4 2 " drawn by: checked by: watg.comirvine | CA | 949 574 8500 stamp | approval strategy planning architecture landscape interiors Co p y r i g h t © 2 0 1 1 W A T G . A l l r i g h t s r e s e r v e d . 4092-001 PR O P O S E D C O N D I T I O N H Y D R O L O G Y SW SA GNIREENEIGN 16795 Von Karman, Suite 100 Irvine, California 92606 tel 949.474.1960 fax 949.474.5315 www.fuscoe.com PROPOSED CONDITION HYDROLOGY ABBREVATIONS LEGEND SITE ADDRESS CIVIL ENGINEER XX X.XXAC PROPOSED CONDITION HYDROLOGY Appendix 8 FEMA Map National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOODHAZARD AREAS Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREENArea of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below.The basemap shown complies with FEMA's basemapaccuracy standards The flood hazard information is derived directly from theauthoritative NFHL web services provided by FEMA. This mapwas exported on 6/7/2022 at 2:31 PM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximatepoint selected by the user and does not representan authoritative property location. 1:6,000 117°52'50"W 33°37'26"N 117°52'12"W 33°36'57"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 Appendix 9 Storm Drain Hydraulics Rating Table for Circular Pipe - 1 Project Description Manning FormulaFriction Method Full FlowCapacitySolve For Input Data 0.010Roughness Coefficient ft/ft0.010Channel Slope in6.0Normal Depth in6.0Diameter cfs0.7Discharge Top Width (ft) Wetted Perimeter (ft) Flow Area (ft²) Velocity (ft/s) Discharge (cfs) Normal Depth (in) Diameter (in) 0.001.60.23.710.76.06.0 0.002.10.34.501.68.08.0 0.002.60.55.222.810.010.0 0.003.10.85.904.612.012.0 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/14/2022 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterPendry.fm8