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HomeMy WebLinkAboutPA2023-0094_20230427_Prelim Hydrology Report- i - April 19, 2023 PRELIMINARY HYDROLOGY STUDY For Newport Beach Genesis 400 West Coast Highway Newport Beach, CA 92663 APN: 049-280-86 Prepared For: US Auto Trust 10250 Constellation Boulevard, Suite 2850 Los Angeles, CA 90067 Contact: Matt Kaiser Tel: (310) 275-8944 Prepared by: Today’s Ideas. Tomorrow’s Reality. 695 Town Center Drive, Suite 110 ______________________________ Costa Mesa, CA 92626 Hannah Lancaster, P.E. Tel: (949) 610-8985 R.C.E. 93718, Exp. 06/30/24 Preliminary Hydrology Study Newport Beach Genesis - i - TABLE OF CONTENTS SECTION I. INTRODUCTION .......................................................................................................... 1 II. DESIGN CRITERIA AND ASSUMPTIONS .................................................................. 2 III. DISCUSSION ............................................................................................................. 3 A. Existing Conditions B. Proposed Conditions C. Water Quality and LID Considerations IV. CONCLUSION ........................................................................................................... 6 V. REFERENCES ............................................................................................................ 7 ATTACHMENTS ATTACHMENT 1 – Vicinity Map, Soil Map, & NOAA Rainfall Data ATTACHMENT 2 – Existing Drainage Map & Runoff Calculations ATTACHMENT 3 – Proposed Drainage Map & Runoff Calculations ATTACHMENT 4 – Storm Drain System Calculations ATTACHMENT 5 – Referenced Storm Drain Plans and Reports Preliminary Hydrology Study Newport Beach Genesis - 1 - I. INTRODUCTION Background/Purpose The purpose of this study is to provide a hydrologic analysis for the proposed redevelopment and analyze the post-development hydrologic impacts, if any, for a 2-, 25-, and 100-year storm event. Proposed redevelopment is being completed by US Auto Trust. Project site is located at 400 West Coast Highway Newport Beach, CA 92663 and consists of approximately 1.79 acres (78,001SF). Existing site receives run-on from approximately 0.32 acres (14,115 SF) of landscape area along the north property line. Proposed redevelopment is bounded by Pacific Coast Highway to the south, commercial developments to the east and west, and residential developments to the north. Existing project site consists of six (6) buildings, onsite parking, and landscaping. The demolition scope of work includes the removal of all buildings and hardscape/landscape areas. Existing underground utilities will be adjusted as necessary. Proposed redevelopment includes the construction of a Genesis dealership with exterior parking and one enclosed trash enclosure as well as paved sidewalks and driveways. The dealership will also have landscape along the west and north property lines. A new storm drain system will capture, convey, and treat runoff prior to discharging to the public storm drain system on Pacific Coast Highway. See referenced water plan which shows the existing storm drain line in West Coast Highway in Attachment 5. Project site is zoned as Commercial General (CG) and will remain the same. Site elevations range from approximately 26 to 11 feet above mean sea level (MSL). See Vicinity Map in Attachment 1. The project site is located within the Lower Newport Bay watershed. The public storm drain system in West Coast Highway discharges directly to Lower Newport Bay and flows to the Pacific Ocean. Preliminary Hydrology Study Newport Beach Genesis - 2 - II. DESIGN CRITERIA AND ASSUMPTIONS Hydrology Methodology Hydrologic calculations are based on the County of Orange criteria and requirements. Hydrologic calculations were performed to determine the 2, 25, and 100-year discharges at critical locations using the Orange County Rational Method. A technical description of the rational method is provided in the Orange County Hydrology Manual dated October 1986. As recommended in the Manual, the rational method was used to calculate the design discharge for the local drainage areas due to the watershed area to the proposed storm drain system being less than one square mile. The Rational Method is an empirical computation procedure for developing a peak runoff rate (discharge) for small watersheds for storms of a specified recurrence interval. The rational method equation assumes that the peak flow rate is directly proportional to the drainage area, rainfall intensity and a loss coefficient which describes the effects of land use and soil type. The design discharges were computed by generating a hydrologic “link-node” model which divides the area into subareas, each tributary to a concentration point or hydrologic “node” point determined by the proposed terrain or site layout. The hydrologic calculations were prepared using the Advanced Engineering Software (A.E.S.) Rational Method computer program. The results of the hydrologic calculations were used to design proposed storm drain facilities and are in Attachment 4 of this report. Hydrologic Parameters/Assumptions • The rational Method Hydrology includes the effects of infiltration caused by soil surface characteristics. Hydrologic soils ratings are based on a scale of A through D, where A is the most pervious, providing the least runoff. Per the NRCS Soil Map (see Attachment 1), onsite soils consist of type D. • The infiltration rate is also affected by the type of vegetation or ground cover and percentage of impervious surface. Existing land use was analyzed as Mobile Home Park land use and proposed development was analyzed as Commercial land use. • Standard intensity-duration curve data was taken from the Orange County Hydrology Manual, dated October, 1986. Preliminary Hydrology Study Newport Beach Genesis - 3 - III. DISCUSSION A. Existing Condition Existing site is currently developed with six buildings, onsite parking, and landscaping. Studied area for proposed development is 1.79 acres and consists of 1 drainage area (DA-A). Existing condition receives run-on from 0.32 acres of landscape area along the north property line. The area generating run-on to the project site is contained in drainage area B (DA-B). Runoff from the existing project site surface flows in a north to south drainage pattern and discharges onto West Coast Highway. Existing grade across the site is approximately 4%. The public storm drain system in West Coast highway collects and conveys runoff to Lower Newport Bay and ultimately the Pacific Ocean. DA-A is classified as “Mobile Home Park” land use. The studied area (1.79 ac) consists of 67% impervious (1.20 ac) and 33% pervious (0.59 ac) surfaces in the existing condition. Run-on from the landscape area in DA-B surface flows in a north to south drainage pattern and continues across the project site. Existing grade across DA-B is approximately 37% (landscape area is on hillside). DA-B is classified as “Undeveloped – good cover” land use and is approximately 0.32 acres with 100% pervious area. Surface runoff conditions for the existing project site are summarized in the following sub-section. A map of the existing drainage patterns and the runoff calculation results are included in Attachment 2. B. Proposed Condition The studied area for the proposed condition consists of 1.79 acres of onsite area and 0.32 acres of offsite area that generates runon. All areas used in the analysis are contained four drainage areas: DA-A, DA-B, DA-C, and DA-D. DA-A includes 2 subdrainage areas separated by localized inlets and ridges. DA-B includes 4 subdrainage areas. All the area generating run-on to the project site is contained within DA-B subdrainage area B1. DA-C includes 4 subdrainage areas. DA-D includes 2 subdrainage areas. The overall existing onsite drainage pattern will be altered to collect and treat onsite runoff. However, treated runoff and overflows will continue to discharge to the public storm drain in West Coast Highway existing curb inlet catch basin and discharge to Lower Newport Bay as it does in the existing condition. Proposed development area Preliminary Hydrology Study Newport Beach Genesis - 4 - (1.79 ac) consists of 69% impervious (1.23 ac) and 31% pervious (0.56 ac) surfaces. DA-A consists of AC pavement and concrete hardscape. Runoff from DA-A surface flows southwest to the proposed proprietary biotreatment system. DA-B consist of offsite & onsite undisturbed landscape area. Subdrainage area B1 includes the area that generates runon to the site. Runoff from B1 will surface flow to the proposed concrete gutter along the north property line. Runon will be collected by onsite catch basin and conveyed by a storm drain line dedicated to drain undisturbed landscape area to the public storm drain on West Coast Highway. Subdrainage areas B2-4 include onsite undisturbed landscape area. Runoff from B2-4 will be directed to the public storm drain on West Coast Highway. However, for water quality requirements, the area in B2-4 was included in the calculations to the size the proposed BMPs. DA-C consists of AC pavement, concrete hardscape, and the building’s roof area. AC pavement and concrete hardscape runoff is directed to onsite catch basins and conveyed to the proposed proprietary treatment system by the onsite storm drain. Roof runoff is collected by roof drains which are connected to the storm drain system. All DA- C runoff is conveyed to the proprietary treatment system. DA-D consists of AC pavement and concrete hardscape. DA-D runoff is directed to onsite catch basins which include an insert filter for water quality requirements. Treated and overflow runoff is conveyed to the public storm drain line in West Coast Highway by the proposed outlet. Runoff then continues to Lower Newport Bay, same as in the existing condition. A map of the proposed drainage patterns and the runoff calculation results are included in Attachment 3. Peak flows for the existing and proposed project site conditions are summarized in Table 1 below. Preliminary Hydrology Study Newport Beach Genesis - 5 - Table 1 – Summary of Peak Flowrates for DA-A, DA-B (B2-4), DA-C, & DA-D Drainage Area: onsite Area (ac) Q2 (cfs) Q25 (cfs) Q100 (cfs) Existing Condition 1.79 3.57 7.69 9.89 Proposed Condition 1.79 2.73 6.03 7.78 (Proposed – Existing) Existing 0% -24% -22% -21% DA-B (B1 only) Drainage Area: runon Area (ac) Q2 (cfs) Q25 (cfs) Q100 (cfs) Existing Condition 0.32 0.53 1.20 1.56 Proposed Condition 0.32 0.45 1.03 1.33 (Proposed – Existing) Existing 0% -15% -14% -15% C. Water Quality and Low Impact Development (LID) Requirements The project site will be re-graded so that project site runoff is treated prior to discharging to the public storm drain system. Proposed BMPs are provided for water quality treatment and to comply with local LID and Water Quality requirements. Proposed BMPs include a proprietary biotreatment system for treatment control prior to runoff discharging to public storm drain system. The water quality calculations are based on the Design Handbook for Low Impact Development Best Management Practices prepared by OCFCD dated May 2011. The water quality volumes, flowrates, and BMP sizing calculations for the proposed re-development can be found in the separate WQMP for this project. Preliminary Hydrology Study Newport Beach Genesis - 6 - IV. CONCLUSION The project’s storm drain system will be sized to convey flows from a 25-year storm event. Storm drain pipe and inlet sizing calculations will be included in Attachment 4 of the final report. The project’s proposed BMPs are sized based on the LID design capture volume (DCV) requirement for flow-thru and volume-based BMPs. Treated and overflow runoff will be conveyed to the public storm drain by the proposed outlet. DA-C runoff will be conveyed to the public storm drain by the proposed outlet in the site’s southeast driveway. Runoff will then continue to Lower Newport Bay as it does in the existing condition. The change in peak flow rates due to the proposed development results in a decrease of about 15-21% for all the storms analyzed. This is because the project site was previously developed as a commercial development with minimal landscaping and onsite inlets. Proposed development includes onsite landscape and storm drain system which increases the site’s time of concentration leading to a lower peak flow rate in all the storms analyzed. Additionally, the project site is located outside of areas susceptible to erosion and the downstream channels and conveyance system will not be at risk of increased erosion due to project site developments. Therefore, the proposed redevelopment is not anticipated to affect the watershed’s overall drainage characteristics or patterns. Preliminary Hydrology Study Newport Beach Genesis - 7 - VI. REFERENCES 1. Orange County Hydrology Manual (October 1986). 2. Web Soil Survey, Orange County, California. United States Natural Resource Conservation Service. 3. Advanced Engineering Software (AES), © 1982-2016 Version 23.0, 1986 Orange County Hydrology Criterion Preliminary Hydrology Study Newport Beach Genesis ATTACHMENT 1 Vicinity Map NRCS Geologic Soil Map NOAA Rainfall Data Vicnity Map 400 WEST COAST HIGHWAY NEWPORT BEACH, CA 92663 (NOT TO SCALE) N Hydrologic Soil Group—Orange County and Part of Riverside County, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/19/2023 Page 1 of 4 37 1 9 9 7 0 37 1 9 9 8 0 37 1 9 9 9 0 37 2 0 0 0 0 37 2 0 0 1 0 37 2 0 0 2 0 37 2 0 0 3 0 37 2 0 0 4 0 37 1 9 9 7 0 37 1 9 9 8 0 37 1 9 9 9 0 37 2 0 0 0 0 37 2 0 0 1 0 37 2 0 0 2 0 37 2 0 0 3 0 415620 415630 415640 415650 415660 415670 415680 415690 415700 415710 415720 415730 415620 415630 415640 415650 415660 415670 415680 415690 415700 415710 415720 415730 33° 37' 0'' N 11 7 ° 5 4 ' 3 4 ' ' W 33° 37' 0'' N 11 7 ° 5 4 ' 3 0 ' ' W 33° 36' 58'' N 11 7 ° 5 4 ' 3 4 ' ' W 33° 36' 58'' N 11 7 ° 5 4 ' 3 0 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 25 50 100 150 Feet 0 5 10 20 30 Meters Map Scale: 1:524 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 Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available 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 16, Sep 6, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 14, 2022—Mar 17, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Orange County and Part of Riverside County, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/19/2023 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 115 Beaches 0.5 45.6% 134 Calleguas clay loam, 50 to 75 percent slopes, eroded D 0.6 54.4% Totals for Area of Interest 1.1 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Hydrologic Soil Group—Orange County and Part of Riverside County, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/19/2023 Page 3 of 4 Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Orange County and Part of Riverside County, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/19/2023 Page 4 of 4 NOAA Atlas 14, Volume 6, Version 2 Location name: Newport Beach, California, USA* Latitude: 33.6163°, Longitude: -117.909° Elevation: 12.62 ft** * source: ESRI Maps** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, SandraPavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, Geoffrey Bonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.110 (0.093‑0.133) 0.150 (0.125‑0.180) 0.206 (0.172‑0.248) 0.255 (0.212‑0.311) 0.329 (0.263‑0.415) 0.390 (0.305‑0.504) 0.458 (0.349‑0.607) 0.533 (0.394‑0.728) 0.644 (0.455‑0.920) 0.738 (0.502‑1.09) 10-min 0.158 (0.133‑0.190) 0.214 (0.180‑0.258) 0.295 (0.247‑0.356) 0.366 (0.303‑0.446) 0.471 (0.377‑0.595) 0.559 (0.437‑0.723) 0.656 (0.500‑0.870) 0.764 (0.564‑1.04) 0.923 (0.652‑1.32) 1.06 (0.720‑1.57) 15-min 0.191 (0.161‑0.230) 0.259 (0.218‑0.312) 0.357 (0.298‑0.431) 0.442 (0.367‑0.539) 0.570 (0.456‑0.720) 0.677 (0.529‑0.874) 0.793 (0.604‑1.05) 0.923 (0.682‑1.26) 1.12 (0.789‑1.59) 1.28 (0.871‑1.90) 30-min 0.267 (0.224‑0.321) 0.362 (0.304‑0.436) 0.498 (0.416‑0.601) 0.618 (0.512‑0.753) 0.795 (0.636‑1.00) 0.945 (0.739‑1.22) 1.11 (0.844‑1.47) 1.29 (0.953‑1.76) 1.56 (1.10‑2.23) 1.79 (1.22‑2.65) 60-min 0.356 (0.299‑0.429) 0.483 (0.405‑0.582) 0.664 (0.555‑0.802) 0.824 (0.683‑1.00) 1.06 (0.848‑1.34) 1.26 (0.985‑1.63) 1.48 (1.13‑1.96) 1.72 (1.27‑2.35) 2.08 (1.47‑2.97) 2.38 (1.62‑3.53) 2-hr 0.501 (0.421‑0.602) 0.678 (0.569‑0.816) 0.935 (0.782‑1.13) 1.16 (0.965‑1.42) 1.51 (1.21‑1.91) 1.80 (1.41‑2.33) 2.13 (1.62‑2.83) 2.50 (1.85‑3.42) 3.05 (2.16‑4.36) 3.52 (2.40‑5.23) 3-hr 0.615 (0.516‑0.739) 0.830 (0.696‑1.00) 1.14 (0.957‑1.38) 1.43 (1.18‑1.74) 1.85 (1.48‑2.34) 2.22 (1.73‑2.86) 2.62 (2.00‑3.48) 3.08 (2.28‑4.21) 3.77 (2.66‑5.39) 4.36 (2.97‑6.47) 6-hr 0.851 (0.715‑1.02) 1.14 (0.959‑1.38) 1.57 (1.31‑1.89) 1.94 (1.61‑2.37) 2.52 (2.01‑3.18) 3.00 (2.35‑3.88) 3.54 (2.70‑4.70) 4.15 (3.07‑5.67) 5.06 (3.58‑7.24) 5.85 (3.99‑8.68) 12-hr 1.13 (0.949‑1.36) 1.51 (1.26‑1.81) 2.04 (1.71‑2.46) 2.51 (2.08‑3.06) 3.21 (2.57‑4.06) 3.80 (2.97‑4.91) 4.44 (3.38‑5.89) 5.15 (3.81‑7.04) 6.20 (4.38‑8.86) 7.09 (4.83‑10.5) 24-hr 1.49 (1.32‑1.72) 1.98 (1.74‑2.29) 2.66 (2.34‑3.08) 3.26 (2.84‑3.81) 4.13 (3.49‑4.98) 4.85 (4.02‑5.97) 5.63 (4.56‑7.10) 6.49 (5.11‑8.40) 7.74 (5.86‑10.4) 8.79 (6.43‑12.2) 2-day 1.86 (1.64‑2.15) 2.46 (2.17‑2.85) 3.32 (2.92‑3.85) 4.07 (3.56‑4.76) 5.19 (4.39‑6.26) 6.12 (5.07‑7.53) 7.13 (5.77‑8.99) 8.25 (6.50‑10.7) 9.90 (7.50‑13.3) 11.3 (8.27‑15.7) 3-day 2.08 (1.84‑2.40) 2.75 (2.43‑3.18) 3.72 (3.28‑4.32) 4.58 (4.00‑5.35) 5.85 (4.95‑7.06) 6.92 (5.74‑8.52) 8.10 (6.56‑10.2) 9.41 (7.41‑12.2) 11.4 (8.59‑15.3) 13.0 (9.52‑18.1) 4-day 2.26 (2.00‑2.61) 3.00 (2.65‑3.47) 4.06 (3.57‑4.71) 4.99 (4.36‑5.84) 6.39 (5.40‑7.71) 7.56 (6.27‑9.31) 8.85 (7.16‑11.2) 10.3 (8.10‑13.3) 12.4 (9.40‑16.7) 14.2 (10.4‑19.8) 7-day 2.57 (2.27‑2.97) 3.41 (3.01‑3.94) 4.60 (4.05‑5.33) 5.64 (4.93‑6.59) 7.18 (6.07‑8.66) 8.46 (7.01‑10.4) 9.86 (7.98‑12.4) 11.4 (8.99‑14.8) 13.7 (10.4‑18.4) 15.6 (11.4‑21.7) 10-day 2.76 (2.44‑3.19) 3.66 (3.23‑4.23) 4.93 (4.34‑5.72) 6.05 (5.28‑7.06) 7.67 (6.49‑9.26) 9.02 (7.48‑11.1) 10.5 (8.49‑13.2) 12.1 (9.52‑15.7) 14.4 (10.9‑19.5) 16.4 (12.0‑22.8) 20-day 3.27 (2.89‑3.77) 4.38 (3.87‑5.07) 5.94 (5.23‑6.88) 7.28 (6.36‑8.51) 9.23 (7.80‑11.1) 10.8 (8.97‑13.3) 12.5 (10.1‑15.8) 14.4 (11.3‑18.6) 17.1 (12.9‑23.0) 19.3 (14.1‑26.8) 30-day 3.83 (3.38‑4.42) 5.16 (4.56‑5.97) 7.02 (6.18‑8.14) 8.62 (7.53‑10.1) 10.9 (9.23‑13.2) 12.8 (10.6‑15.7) 14.8 (12.0‑18.6) 16.9 (13.3‑21.9) 20.0 (15.1‑26.9) 22.5 (16.5‑31.4) 45-day 4.51 (3.98‑5.20) 6.10 (5.38‑7.05) 8.30 (7.30‑9.62) 10.2 (8.89‑11.9) 12.9 (10.9‑15.5) 15.0 (12.5‑18.5) 17.3 (14.0‑21.9) 19.8 (15.6‑25.6) 23.3 (17.6‑31.4) 26.1 (19.1‑36.4) 60-day 5.20 (4.60‑6.01) 7.03 (6.20‑8.13) 9.54 (8.40‑11.1) 11.7 (10.2‑13.6) 14.7 (12.4‑17.8) 17.2 (14.2‑21.1) 19.8 (16.0‑24.9) 22.5 (17.7‑29.2) 26.4 (20.0‑35.6) 29.6 (21.6‑41.2) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper boundsare not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical Back to Top Maps & aerials Small scale terrain Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi Preliminary Hydrology Study Newport Beach Genesis ATTACHMENT 2 Existing Drainage Map & Runoff Calculations GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS MTE EC 10.54FS 26 24 22 18 16 14 20 28 38 36 34 32 40 30 4846 50 44 42 56 54 52 58 62 60 64 66 4442 3836 34 32 28 26 24 22 18 16 14 40 30 20 32 2826 2422 18 16 30 20 28 34 32 30 36 1820 24 22 26 30 28 32 16 16 14 14 14 14 12 12 12 12 12 1212 12 10 10 WEST COAST HIGHWAY N88°58'28"E 550.08 S88°12'05"W 550.03' S01 ° 4 7 ' 5 5 " E 1 3 8 . 1 0 ' N88°12'05"E 686.80' SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SDSD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W N88°58'28"E 550.08 S01 ° 4 7 ' 5 5 " E 1 4 5 . 5 2 ' S88°12'05"W 550.03' WEST COAST HIGHWAY L= 1 2 6 ' L=65' EX BUILDING EX DEVELOPMENT (N.A.P.) EX BUILDING EX BUILDING EX BUILDING EX BUILDING EX BUILDING EX DEVELOPMENT (N.A.P.)EX DEVELOPMENT (N.A.P.)EX DEVELOPMENT (N.A.P.) EX DEVELOPMENT (N.A.P.) A 1.79 B1 0.32 EX RCP PUBLIC SD LINEEX PUBLIC SD CATCH BASIN NODE 1.0116.83 EL NODE 2.0151.00 EL NODE 2.0227.00 ELTc=6.06minQ2=0.53cfsQ25=1.20cfsQ100=1.56cfs NODE 1.0211.58 ELTc=5.00minQ2=3.57cfsQ25=7.69cfsQ100=9.89cfs NEWPORT BEACH GENESIS 400 WEST COAST HIGHWAY NEWPORT BEACH, CA 92663 HYDROLOGY EXHIBIT: EX DRAINAGE AREA MAP AC PAVEMENT CONCRETE LANDSCAPE BUILDING/ROOF AREA DRAINAGE AREA (DA) BOUNDARY DRAINAGE SUB-AREA BOUNDARY PROPERTY LINE CENTERLINE DA ID DA SIZE (ACRES) FLOW LINE W/ FLOW DIRECTION LEGEND: # # US AUTO TRUST 10250 CONSTELLATION BOULEVARD, SUITE 2850 LOS ANGELES, CA 90067 CONTACT: MATT KAISER TEL: (310) 275-8944 PREPARED FOR: COMMERCIAL DEVELOPMENT RESOURCES 695 TOWN CENTER DRIVE, SUITE 110 COSTA MESA, CA 92626 CONTACT: HANNAH LANCASTER, PE TEL:(949) 610-8997 PREPARED BY: H. M . L . HYDROLOGY CALCULATION SUMMARY PROJECT:Newport Beach Genesis (Using Orange County Hydrology Manual and AES)LOCATION:Newport Beach, CA DATE:04/19/23 BY:SD EXISTING CONDITION: AES Data Input:AES Output: APERV AIMP ID SF AC Up Down (sf) (%)Tc (min)Qsub (cfs) Qpeak (cfs) Qsub (cfs) Qpeak (cfs) Qsub (cfs) Qpeak (cfs) A 78,001 1.791 1.01 →1.02 initial subarea 16.83 11.58 126 0.042 25,553     67% Mobile Home Park 5 3.57 3.57 7.69 7.04 9.89 9.89 B 14,115 0.324 2.01 →2.02 initial subarea 51.00 27.00 65 0.369 14,115     0% Undeveloped 6.06 0.53 0.53 1.2 1.20 1.56 1.56 25‐yr Storm 100‐yr Storm2‐yr Storm Hydrologic Soil Group Drainage Area AES Nodes D Action Elevation FL (ft) Slope  (ft/ft)Cover Type  ____________________________________________________________________________  ****************************************************************************               RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE              (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)           (c) Copyright 1983‐2016 Advanced Engineering Software (aes)               Ver. 23.0  Release Date: 07/01/2016  License ID 1631                             Analysis prepared by:       COMMERCIAL DEVELOPMENT RESOURCES       695 Town Center Drive, Suite 110            Costa Mesa, CA 92626                                        Tel:(949) 610‐8997   ************************** DESCRIPTION OF STUDY **************************  * Hydrology Study for Newport Beach Genesis                                *  * In the County of Orange, CA                                              *  * Existing Condition: 2‐year Storm Event                                   *   **************************************************************************  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    FILE NAME: 22029EX.DAT                                           TIME/DATE OF STUDY: 10:13 04/18/2023  ============================================================================    USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:  ============================================================================                      ‐‐*TIME‐OF‐CONCENTRATION MODEL*‐‐    USER SPECIFIED STORM EVENT(YEAR) =    2.00    SPECIFIED MINIMUM PIPE SIZE(INCH) =   4.00    SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95    *DATA BANK RAINFALL USED*    *ANTECEDENT MOISTURE CONDITION (AMC) I 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      1.01 TO NODE      1.02 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   126.00    ELEVATION DATA: UPSTREAM(FEET) =     16.83  DOWNSTREAM(FEET) =     11.58    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    5.000    *   2 YEAR RAINFALL INTENSITY(INCH/HR) =  2.264    SUBAREA Tc AND LOSS RATE DATA(AMC  I ):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    MOBILE HOME PARK           D        1.79      0.20     0.250    57    5.00    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.250    SUBAREA RUNOFF(CFS) =      3.57    TOTAL AREA(ACRES) =      1.79   PEAK FLOW RATE(CFS) =      3.57  ****************************************************************************    FLOW PROCESS FROM NODE      2.01 TO NODE      2.02 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =    65.00    ELEVATION DATA: UPSTREAM(FEET) =     51.00  DOWNSTREAM(FEET) =     27.00    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    6.061    *   2 YEAR RAINFALL INTENSITY(INCH/HR) =  2.027    SUBAREA Tc AND LOSS RATE DATA(AMC  I ):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    NATURAL GOOD COVER    "OPEN BRUSH"               D        0.32      0.20     1.000    64    6.06    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  1.000    SUBAREA RUNOFF(CFS) =      0.53    TOTAL AREA(ACRES) =      0.32   PEAK FLOW RATE(CFS) =      0.53  ============================================================================    END OF STUDY SUMMARY:    TOTAL AREA(ACRES)     =        0.3  TC(MIN.) =      6.06    EFFECTIVE AREA(ACRES) =      0.32  AREA‐AVERAGED Fm(INCH/HR)=  0.20    AREA‐AVERAGED Fp(INCH/HR) =  0.20  AREA‐AVERAGED Ap = 1.000    PEAK FLOW RATE(CFS)   =       0.53  ============================================================================  ============================================================================    END OF RATIONAL METHOD ANALYSIS  ____________________________________________________________________________  ****************************************************************************               RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE              (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)           (c) Copyright 1983‐2016 Advanced Engineering Software (aes)               Ver. 23.0  Release Date: 07/01/2016  License ID 1631                             Analysis prepared by:                                                                          COMMERCIAL DEVELOPMENT RESOURCES       695 Town Center Drive, Suite 110            Costa Mesa, CA 92626                                        Tel:(949) 610‐8997   ************************** DESCRIPTION OF STUDY **************************  * Hydrology Study for Newport Beach Genesis                                *  * In the County of Orange, CA                                              *  * Existing Condition: 25‐year Storm Event                                  *   **************************************************************************  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    FILE NAME: 22029EX.DAT                                           TIME/DATE OF STUDY: 10:09 04/18/2023  ============================================================================    USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:  ============================================================================                      ‐‐*TIME‐OF‐CONCENTRATION MODEL*‐‐    USER SPECIFIED STORM EVENT(YEAR) =   25.00    SPECIFIED MINIMUM PIPE SIZE(INCH) =   4.00    SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95    *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      1.01 TO NODE      1.02 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   126.00    ELEVATION DATA: UPSTREAM(FEET) =     16.83  DOWNSTREAM(FEET) =     11.58    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    5.000    *  25 YEAR RAINFALL INTENSITY(INCH/HR) =  4.824    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.)    MOBILE HOME PARK           D        1.79      0.20     0.250    75    5.00    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.250    SUBAREA RUNOFF(CFS) =      7.69    TOTAL AREA(ACRES) =      1.79   PEAK FLOW RATE(CFS) =      7.69  ****************************************************************************    FLOW PROCESS FROM NODE      2.01 TO NODE      2.02 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =    65.00    ELEVATION DATA: UPSTREAM(FEET) =     51.00  DOWNSTREAM(FEET) =     27.00    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    6.061    *  25 YEAR RAINFALL INTENSITY(INCH/HR) =  4.326    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.)    NATURAL GOOD COVER    "OPEN BRUSH"               D        0.32      0.20     1.000    81    6.06    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  1.000    SUBAREA RUNOFF(CFS) =      1.20    TOTAL AREA(ACRES) =      0.32   PEAK FLOW RATE(CFS) =      1.20  ============================================================================    END OF STUDY SUMMARY:    TOTAL AREA(ACRES)     =        0.3  TC(MIN.) =      6.06    EFFECTIVE AREA(ACRES) =      0.32  AREA‐AVERAGED Fm(INCH/HR)=  0.20    AREA‐AVERAGED Fp(INCH/HR) =  0.20  AREA‐AVERAGED Ap = 1.000    PEAK FLOW RATE(CFS)   =       1.20  ============================================================================  ============================================================================    END OF RATIONAL METHOD ANALYSIS    ____________________________________________________________________________  ****************************************************************************               RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE              (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)           (c) Copyright 1983‐2016 Advanced Engineering Software (aes)               Ver. 23.0  Release Date: 07/01/2016  License ID 1631                             Analysis prepared by:          COMMERCIAL DEVELOPMENT RESOURCES       695 Town Center Drive, Suite 110            Costa Mesa, CA 92626                                        Tel:(949) 610‐8997   ************************** DESCRIPTION OF STUDY **************************  * Hydrology Study for Newport Beach Genesis                                *  * In the County of Orange, CA                                              *  * Existing Condition: 100‐year Storm Event                                 *   **************************************************************************                                               ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    FILE NAME: 22029EX.DAT                                           TIME/DATE OF STUDY: 09:57 04/18/2023  ============================================================================    USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:  ============================================================================                      ‐‐*TIME‐OF‐CONCENTRATION MODEL*‐‐    USER SPECIFIED STORM EVENT(YEAR) =  100.00    SPECIFIED MINIMUM PIPE SIZE(INCH) =   4.00    SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95    *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      1.01 TO NODE      1.02 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   126.00    ELEVATION DATA: UPSTREAM(FEET) =     16.83  DOWNSTREAM(FEET) =     11.58    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    5.000    * 100 YEAR RAINFALL INTENSITY(INCH/HR) =  6.187    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.)    MOBILE HOME PARK           D        1.79      0.20     0.250    91    5.00    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.250    SUBAREA RUNOFF(CFS) =      9.89    TOTAL AREA(ACRES) =      1.79   PEAK FLOW RATE(CFS) =      9.89  ****************************************************************************    FLOW PROCESS FROM NODE      2.01 TO NODE      2.02 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =    65.00    ELEVATION DATA: UPSTREAM(FEET) =     51.00  DOWNSTREAM(FEET) =     27.00    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    6.061    * 100 YEAR RAINFALL INTENSITY(INCH/HR) =  5.541    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.)    NATURAL GOOD COVER    "OPEN BRUSH"               D        0.32      0.20     1.000    95    6.06    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  1.000    SUBAREA RUNOFF(CFS) =      1.56    TOTAL AREA(ACRES) =      0.32   PEAK FLOW RATE(CFS) =      1.56  ============================================================================    END OF STUDY SUMMARY:    TOTAL AREA(ACRES)     =        0.3  TC(MIN.) =      6.06    EFFECTIVE AREA(ACRES) =      0.32  AREA‐AVERAGED Fm(INCH/HR)=  0.20    AREA‐AVERAGED Fp(INCH/HR) =  0.20  AREA‐AVERAGED Ap = 1.000    PEAK FLOW RATE(CFS)   =       1.56  ============================================================================  ============================================================================    END OF RATIONAL METHOD ANALYSIS   Preliminary Hydrology Study Newport Beach Genesis ATTACHMENT 3 Proposed Drainage Map & Runoff Calculations GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS MTE EC WEST COAST HIGHWAY 10.54FS 26 24 22 18 16 14 20 28 38 36 34 32 40 30 48 46 50 44 42 56 54 52 58 62 60 64 66 4442 383634 32 28 26 24 22 18 16 14 40 30 20 32 2826 24 22 18 16 30 20 28 34 3230 36 1820 24 22 26 30 28 32 16 16 14 14 14 14 12 12 12 12 12 12 12 12 10 10 WEST COAST HIGHWAY N88°58'28"E 550.08 S88°12'05"W 550.03' S01 ° 4 7 ' 5 5 " E 1 3 8 . 1 0 ' N88°12'05"E 686.80' SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SDSD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W N88°58'28"E 550.08 S01 ° 4 7 ' 5 5 " E 1 4 5 . 5 2 ' S88°12'05"W 550.03' SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD MWS SD S D SS SS SS SS SS MWS SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SDSDSDSD SD SD L= 4 8 ' L=115' L=101' EX DEVELOPMENT (N.A.P.) EX DEVELOPMENT (N.A.P.)EX DEVELOPMENT (N.A.P.)EX DEVELOPMENT (N.A.P.) EX DEVELOPMENT (N.A.P.) L=210' L= 2 0 2 ' L= 2 5 ' L= 1 4 ' L=6 1 ' WEST COAST HIGHWAY PROP BUILDING NODE 4.0111.58 EL NODE 4.0211.46 TG9.29INVTc=5.00minQ2=0.09cfsQ25=0.19cfsQ100=0.24cfs NODE 4.038.50INVTc=5.00minSQ2=0.21CFSSQ25=0.42CFSSQ100=0.54CFS NODE 2.0151.00 EL NODE 2.0227.00 ELTc=7.90minQ2=0.45cfsQ25=1.03cfsQ100=1.33cfs NODE 1.0113.80 FS NODE 1.0210.14 EL8.00 INVTc=8.74minSQ2=0.69CFSSQ25=1.56CFSSQ100=2.02CFS NODE 2.036.13 INVTc=7.90minSQ2=1.14CFSSQ25=2.60CFSSQ100=3.36CFS NODE 3.0111.15 FF NODE 3.028.50 INVTc=6.24minQ2=0.39cfsQ25=0.83cfsQ100=1.07cfs NODE 3.038.37 INVTc=6.36minSQ2=0.64CFSSQ25=1.38CFSSQ100=1.77CFS NODE 3.048.30 INVTc=6.44minSQ2=0.95CFSSQ25=2.08CFSSQ100=2.63CFS NODE 3.058.02 INVTc=6.77minSQ2=1.14CFSSQ25=2.48CFSSQ100=3.18CFS NODE 2.03a14.00 INVQ2=0.32cfsQ25=0.74cfsQ100=0.96cfs NODE 2.03b11.75 INVQ2=0.14cfsQ25=0.32cfsQ100=0.42cfs NODE 2.03c10.00 INVQ2=0.23cfsQ25=0.51cfsQ100=0.66cfs PROPOSED SD OUTLET EX RCP PUBLICSD LINE EX PUBLIC SDCATCH BASIN PROPOSED SD LINEFOR OFFSITE RUNON& UNDISTURBEDAREA PROP OUTLET PROPOSED GUTTER TO CONVEY OFFSITERUNON TO PUBLICSD B1 0.32 A2 0.05 A1 0.47 C4 0.13 C3 0.18 C1 0.22 C2 0.15 B2 0.23 B3 0.10 B4 0.16 D1 0.04 D2 0.06 NODE 3.067.90 INVTc=6.89minQ2=1.14CFSQ25=2.48CFSQ100=3.18CFS PROPOSED GUTTER TOCONVEY UNDISTURBEDAREA RUNOFF TO PUBLIC SD L=23' HYDROLOGY EXHIBIT: PROP. DRAINAGE AREA MAP AC PAVEMENT CONCRETE LANDSCAPE BUILDING/ROOF AREA DRAINAGE AREA (DA) BOUNDARY DRAINAGE SUB-AREA BOUNDARY PROPERTY LINE CENTERLINE DA ID DA SIZE (ACRES) FLOW LINE W/ FLOW DIRECTION PRIVATE STORM DRAIN LINE LEGEND: # # COMMERCIAL DEVELOPMENT RESOURCES 695 TOWN CENTER DRIVE, SUITE 110 COSTA MESA, CA 92626 CONTACT: HANNAH LANCASTER, PE TEL:(949) 610-8997 PREPARED BY: SD H. M . L . US AUTO TRUST 10250 CONSTELLATION BOULEVARD, SUITE 2850 LOS ANGELES, CA 90067 CONTACT: MATT KAISER TEL: (310) 275-8944 PREPARED FOR: NEWPORT BEACH GENESIS 400 WEST COAST HIGHWAY NEWPORT BEACH, CA 92663 HYDROLOGY CALCULATION SUMMARY PROJECT:Newport Beach Genesis (Using Orange County Hydrology Manual and AES)LOCATION:Newport Beach, CA DATE:04/19/23 BY:SD PROPOSED CONDITION: AES Data Input:AES Output: APERV AIMP ID SF AC Up Down (sf) (%)Tc (min)Qsub (cfs) Qpeak (cfs) Qsub (cfs) Qpeak (cfs) Qsub (cfs) Qpeak (cfs) A1 20,383 0.468 1.01 →1.02 initial subarea 13.80 10.14 202 0.018 3,863 81% Apartments 8.74 0.62 (0.62) 1.41 (1.41) 1.82 (1.82) A2 2,089 0.048 1.02 →1.02 add subarea ‐‐‐ ‐‐‐ ‐‐‐ ‐‐‐487 77% Mobile Home Park 8.74 0.07 0.69 0.15 1.56 0.2 2.02 DA‐A 22,472 0.516 8.74 0.69 1.56 2.02 B1 14,115 0.324 2.01 →2.02 initial subarea 51.00 27.00 101 0.238 14,115     0% Undeveloped 7.90 0.45 (0.45) 1.03 (1.03) 1.33 (1.33) B2 10,132 0.233 2.03a →2.03 add subarea ‐‐‐ ‐‐‐ ‐‐‐ ‐‐‐9,694       4% Undeveloped 7.90 0.32 (0.77) 0.74 (1.77) 0.96 (2.29) B3 4,430 0.102 2.03b →2.03 add subarea ‐‐‐ ‐‐‐ ‐‐‐ ‐‐‐4,157       6% Undeveloped 7.90 0.14 (0.91) 0.32 (2.09) 0.42 (2.71) B4 6,940 0.159 2.03c →2.03 add subarea ‐‐‐ ‐‐‐ ‐‐‐ ‐‐‐5,813       16% 1 Dwelling/Acre 7.90 0.23 1.14 0.51 2.60 0.66 3.36 DA‐B 35,617 0.818 7.90 1.14 2.60 3.36 C1 9,488 0.218 3.01 →3.02 initial subarea 11.15 8.50 210 0.013 0 100% Commercial 6.24 0.39 (0.39) 0.83 (0.81) 1.07 (1.07) ‐‐‐‐‐‐‐‐‐3.02 →3.03 pipe flow 8.50 8.37 25 0.005 ‐‐‐ ‐‐‐ ‐‐‐6.36 ‐‐‐(0.39)‐‐‐(0.81)‐‐‐(1.07) C2 6,417 0.147 3.03 →3.03 add subarea ‐‐‐ ‐‐‐ ‐‐‐ ‐‐‐0 100% Commercial 6.36 0.26 (0.64) 0.56 (1.38) 0.71 (1.77) ‐‐‐‐‐‐‐‐‐3.03 →3.04 pipe flow 8.37 8.30 14 0.005 ‐‐‐ ‐‐‐ ‐‐‐6.44 ‐‐‐(0.64)‐‐‐(1.38)‐‐‐(1.77) C3 7,882 0.181 3.04 →3.04 add subarea ‐‐‐ ‐‐‐ ‐‐‐ ‐‐‐0 100% Commercial 6.44 0.32 (0.95) 0.68 (2.08) 0.87 (2.63) ‐‐‐‐‐‐‐‐‐3.04 →3.05 pipe flow 8.30 7.99 61 0.005 ‐‐‐ ‐‐‐ ‐‐‐6.77 ‐‐‐(0.95)‐‐‐(2.08)‐‐‐(2.63) C4 5,640 0.129 3.05 →3.05 add subarea ‐‐‐ ‐‐‐ ‐‐‐ ‐‐‐218 96% Commercial 6.77 0.22 1.14 0.47 2.48 0.61 3.18 ‐‐‐‐‐‐‐‐‐3.05 →3.06 pipe flow 7.99 7.90 22.8 0.004 ‐‐‐ ‐‐‐ ‐‐‐6.89 ‐‐‐1.14 ‐‐‐2.48 ‐‐‐3.18 DA‐C 29,427 0.676 6.89 1.14 2.48 3.18 D1 1,908 0.044 4.01 →4.02 initial subarea 11.58 11.46 48 0.002 0 100% Commercial 5.00 0.09 (0.09) 0.19 (0.19) 0.24 (0.24) ‐‐‐‐‐‐‐‐‐4.02 →4.03 pipe flow 9.29 8.50 115 0.007 ‐‐‐ ‐‐‐ ‐‐‐5.00 ‐‐‐(0.09)‐‐‐(0.19)‐‐‐(0.24) D2 2,691 0.062 4.03 →4.03 add subarea ‐‐‐ ‐‐‐ ‐‐‐ ‐‐‐0 100% Commercial 5.00 0.13 0.21 0.25 0.42 0.32 0.54 DA‐D 4,600 0.106 5.00 0.21 0.42 0.54 Total Onsite 78,001 1.791 2.73 6.03 7.78 Total Runon 14,115 0.324 0.45 1.03 1.33 25‐yr Storm 100‐yr Storm2‐yr Storm Hydrologic Soil Group D Drainage Area AES Nodes Action Elevation FL (ft) Slope  (ft/ft)Cover Type  ____________________________________________________________________________  ****************************************************************************               RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE              (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)           (c) Copyright 1983‐2016 Advanced Engineering Software (aes)               Ver. 23.0  Release Date: 07/01/2016  License ID 1631                             Analysis prepared by:       COMMERCIAL DEVELOPMENT RESOURCES       695 Town Center Drive, Suite 110            Costa Mesa, CA 92626                                        Tel:(949) 610‐8997   ************************** DESCRIPTION OF STUDY **************************  * Hydrology Study for Newport Beach Genesis                                *  * In the County of Orange, CA                                              *  * Proposed Condition: 2‐year Storm Event                                   *   **************************************************************************  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    FILE NAME: 22029P.DAT                                            TIME/DATE OF STUDY: 11:15 04/19/2023  ============================================================================    USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:  ============================================================================                      ‐‐*TIME‐OF‐CONCENTRATION MODEL*‐‐    USER SPECIFIED STORM EVENT(YEAR) =    2.00    SPECIFIED MINIMUM PIPE SIZE(INCH) =   4.00    SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95    *DATA BANK RAINFALL USED*    *ANTECEDENT MOISTURE CONDITION (AMC) I 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      1.01 TO NODE      1.02 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   202.00    ELEVATION DATA: UPSTREAM(FEET) =     13.80  DOWNSTREAM(FEET) =     10.14    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    8.744    *   2 YEAR RAINFALL INTENSITY(INCH/HR) =  1.642    SUBAREA Tc AND LOSS RATE DATA(AMC  I ):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    RESIDENTIAL    "1 DWELLING/ACRE"          D        0.47      0.20     0.800    57    8.74    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.800    SUBAREA RUNOFF(CFS) =      0.62    TOTAL AREA(ACRES) =      0.47   PEAK FLOW RATE(CFS) =      0.62  ****************************************************************************    FLOW PROCESS FROM NODE      1.02 TO NODE      1.02 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    8.74    *   2 YEAR RAINFALL INTENSITY(INCH/HR) =  1.642    SUBAREA LOSS RATE DATA(AMC  I ):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    MOBILE HOME PARK           D        0.05      0.20     0.250    57    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.250    SUBAREA AREA(ACRES) =    0.05      SUBAREA RUNOFF(CFS) =    0.07    EFFECTIVE AREA(ACRES) =      0.52   AREA‐AVERAGED Fm(INCH/HR) =  0.15    AREA‐AVERAGED Fp(INCH/HR) =  0.20  AREA‐AVERAGED Ap =  0.75    TOTAL AREA(ACRES) =        0.5       PEAK FLOW RATE(CFS) =       0.69  ****************************************************************************    FLOW PROCESS FROM NODE      2.01 TO NODE      2.02 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   101.00    ELEVATION DATA: UPSTREAM(FEET) =     51.00  DOWNSTREAM(FEET) =     27.00    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    7.895    *   2 YEAR RAINFALL INTENSITY(INCH/HR) =  1.742    SUBAREA Tc AND LOSS RATE DATA(AMC  I ):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    NATURAL GOOD COVER    "OPEN BRUSH"               D        0.32      0.20     1.000    64    7.90    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  1.000    SUBAREA RUNOFF(CFS) =      0.45    TOTAL AREA(ACRES) =      0.32   PEAK FLOW RATE(CFS) =      0.45  ****************************************************************************    FLOW PROCESS FROM NODE      2.03 TO NODE      2.03 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    7.90    *   2 YEAR RAINFALL INTENSITY(INCH/HR) =  1.742    SUBAREA LOSS RATE DATA(AMC  I ):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    NATURAL GOOD COVER    "OPEN BRUSH"               D        0.23      0.20     1.000    64    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  1.000    SUBAREA AREA(ACRES) =    0.23      SUBAREA RUNOFF(CFS) =    0.32    EFFECTIVE AREA(ACRES) =      0.56   AREA‐AVERAGED Fm(INCH/HR) =  0.20    AREA‐AVERAGED Fp(INCH/HR) =  0.20  AREA‐AVERAGED Ap =  1.00    TOTAL AREA(ACRES) =        0.6       PEAK FLOW RATE(CFS) =       0.77  ****************************************************************************    FLOW PROCESS FROM NODE      2.03 TO NODE      2.03 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    7.90    *   2 YEAR RAINFALL INTENSITY(INCH/HR) =  1.742    SUBAREA LOSS RATE DATA(AMC  I ):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    NATURAL GOOD COVER    "OPEN BRUSH"               D        0.10      0.20     1.000    64    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  1.000    SUBAREA AREA(ACRES) =    0.10      SUBAREA RUNOFF(CFS) =    0.14    EFFECTIVE AREA(ACRES) =      0.66   AREA‐AVERAGED Fm(INCH/HR) =  0.20    AREA‐AVERAGED Fp(INCH/HR) =  0.20  AREA‐AVERAGED Ap =  1.00    TOTAL AREA(ACRES) =        0.7       PEAK FLOW RATE(CFS) =       0.91  ****************************************************************************    FLOW PROCESS FROM NODE      2.03 TO NODE      2.03 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    7.90    *   2 YEAR RAINFALL INTENSITY(INCH/HR) =  1.742    SUBAREA LOSS RATE DATA(AMC  I ):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    RESIDENTIAL    "1 DWELLING/ACRE"          D        0.16      0.20     0.800    57    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.800    SUBAREA AREA(ACRES) =    0.16      SUBAREA RUNOFF(CFS) =    0.23    EFFECTIVE AREA(ACRES) =      0.82   AREA‐AVERAGED Fm(INCH/HR) =  0.19    AREA‐AVERAGED Fp(INCH/HR) =  0.20  AREA‐AVERAGED Ap =  0.96    TOTAL AREA(ACRES) =        0.8       PEAK FLOW RATE(CFS) =       1.14  ****************************************************************************    FLOW PROCESS FROM NODE      3.01 TO NODE      3.02 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   210.00    ELEVATION DATA: UPSTREAM(FEET) =     11.15  DOWNSTREAM(FEET) =      8.50    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    6.188    *   2 YEAR RAINFALL INTENSITY(INCH/HR) =  2.003    SUBAREA Tc AND LOSS RATE DATA(AMC  I ):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    COMMERCIAL                 D        0.22      0.20     0.100    57    6.19    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.100    SUBAREA RUNOFF(CFS) =      0.39    TOTAL AREA(ACRES) =      0.22   PEAK FLOW RATE(CFS) =      0.39  ****************************************************************************    FLOW PROCESS FROM NODE      3.02 TO NODE      3.03 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =     8.50  DOWNSTREAM(FEET) =     8.37    FLOW LENGTH(FEET) =    25.00   MANNING'S N =  0.012    DEPTH OF FLOW IN   6.0 INCH PIPE IS   4.5 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   2.47    ESTIMATED PIPE DIAMETER(INCH) =   6.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       0.39    PIPE TRAVEL TIME(MIN.) =   0.17    Tc(MIN.) =    6.36    LONGEST FLOWPATH FROM NODE      3.01 TO NODE      3.03 =     235.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      3.03 TO NODE      3.03 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    6.36    *   2 YEAR RAINFALL INTENSITY(INCH/HR) =  1.972    SUBAREA LOSS RATE DATA(AMC  I ):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    COMMERCIAL                 D        0.15      0.20     0.100    57    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.100    SUBAREA AREA(ACRES) =    0.15      SUBAREA RUNOFF(CFS) =    0.26    EFFECTIVE AREA(ACRES) =      0.37   AREA‐AVERAGED Fm(INCH/HR) =  0.02    AREA‐AVERAGED Fp(INCH/HR) =  0.20  AREA‐AVERAGED Ap =  0.10    TOTAL AREA(ACRES) =        0.4       PEAK FLOW RATE(CFS) =       0.64  ****************************************************************************    FLOW PROCESS FROM NODE      3.03 TO NODE      3.04 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =     8.37  DOWNSTREAM(FEET) =     8.30    FLOW LENGTH(FEET) =    14.00   MANNING'S N =  0.012    DEPTH OF FLOW IN   9.0 INCH PIPE IS   4.6 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   2.83    ESTIMATED PIPE DIAMETER(INCH) =   9.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       0.64    PIPE TRAVEL TIME(MIN.) =   0.08    Tc(MIN.) =    6.44    LONGEST FLOWPATH FROM NODE      3.01 TO NODE      3.04 =     249.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      3.04 TO NODE      3.04 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    6.44    *   2 YEAR RAINFALL INTENSITY(INCH/HR) =  1.958    SUBAREA LOSS RATE DATA(AMC  I ):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    COMMERCIAL                 D        0.18      0.20     0.100    57    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.100    SUBAREA AREA(ACRES) =    0.18      SUBAREA RUNOFF(CFS) =    0.32    EFFECTIVE AREA(ACRES) =      0.55   AREA‐AVERAGED Fm(INCH/HR) =  0.02    AREA‐AVERAGED Fp(INCH/HR) =  0.20  AREA‐AVERAGED Ap =  0.10    TOTAL AREA(ACRES) =        0.5       PEAK FLOW RATE(CFS) =       0.95  ****************************************************************************    FLOW PROCESS FROM NODE      3.04 TO NODE      3.05 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =     8.30  DOWNSTREAM(FEET) =     7.99    FLOW LENGTH(FEET) =    61.00   MANNING'S N =  0.012    DEPTH OF FLOW IN   9.0 INCH PIPE IS   5.9 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   3.11    ESTIMATED PIPE DIAMETER(INCH) =   9.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       0.95    PIPE TRAVEL TIME(MIN.) =   0.33    Tc(MIN.) =    6.77    LONGEST FLOWPATH FROM NODE      3.01 TO NODE      3.05 =     310.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      3.05 TO NODE      3.05 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    6.77    *   2 YEAR RAINFALL INTENSITY(INCH/HR) =  1.903    SUBAREA LOSS RATE DATA(AMC  I ):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    COMMERCIAL                 D        0.13      0.20     0.100    57    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.100    SUBAREA AREA(ACRES) =    0.13      SUBAREA RUNOFF(CFS) =    0.22    EFFECTIVE AREA(ACRES) =      0.68   AREA‐AVERAGED Fm(INCH/HR) =  0.02    AREA‐AVERAGED Fp(INCH/HR) =  0.20  AREA‐AVERAGED Ap =  0.10    TOTAL AREA(ACRES) =        0.7       PEAK FLOW RATE(CFS) =       1.14  ****************************************************************************    FLOW PROCESS FROM NODE      3.05 TO NODE      3.06 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =     7.99  DOWNSTREAM(FEET) =     7.90    FLOW LENGTH(FEET) =    22.80   MANNING'S N =  0.012    DEPTH OF FLOW IN  12.0 INCH PIPE IS   5.9 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   2.98    ESTIMATED PIPE DIAMETER(INCH) =  12.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       1.14    PIPE TRAVEL TIME(MIN.) =   0.13    Tc(MIN.) =    6.89    LONGEST FLOWPATH FROM NODE      3.01 TO NODE      3.06 =     332.80 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      4.01 TO NODE      4.02 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =    48.00    ELEVATION DATA: UPSTREAM(FEET) =     11.58  DOWNSTREAM(FEET) =     11.46    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    5.000    *   2 YEAR RAINFALL INTENSITY(INCH/HR) =  2.264    SUBAREA Tc AND LOSS RATE DATA(AMC  I ):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS   Tc         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN  (MIN.)    COMMERCIAL                 D        0.04      0.20     0.100    57    5.00    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.100    SUBAREA RUNOFF(CFS) =      0.09    TOTAL AREA(ACRES) =      0.04   PEAK FLOW RATE(CFS) =      0.09  ****************************************************************************    FLOW PROCESS FROM NODE      4.02 TO NODE      4.03 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    ** WARNING: Computed Flowrate is less than 0.1 cfs,                  Routing Algorithm is UNAVAILABLE.  ****************************************************************************    FLOW PROCESS FROM NODE      4.03 TO NODE      4.03 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    5.00    *   2 YEAR RAINFALL INTENSITY(INCH/HR) =  2.264    SUBAREA LOSS RATE DATA(AMC  I ):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    COMMERCIAL                 D        0.06      0.20     0.100    57    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.100    SUBAREA AREA(ACRES) =    0.06      SUBAREA RUNOFF(CFS) =    0.13    EFFECTIVE AREA(ACRES) =      0.11   AREA‐AVERAGED Fm(INCH/HR) =  0.02    AREA‐AVERAGED Fp(INCH/HR) =  0.20  AREA‐AVERAGED Ap =  0.10    TOTAL AREA(ACRES) =        0.1       PEAK FLOW RATE(CFS) =       0.21  ============================================================================    END OF STUDY SUMMARY:    TOTAL AREA(ACRES)     =        0.1  TC(MIN.) =      5.00    EFFECTIVE AREA(ACRES) =      0.11  AREA‐AVERAGED Fm(INCH/HR)=  0.02    AREA‐AVERAGED Fp(INCH/HR) =  0.20  AREA‐AVERAGED Ap = 0.100    PEAK FLOW RATE(CFS)   =       0.21  ============================================================================  ============================================================================    END OF RATIONAL METHOD ANALYSIS    ____________________________________________________________________________  ****************************************************************************               RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE              (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)           (c) Copyright 1983‐2016 Advanced Engineering Software (aes)               Ver. 23.0  Release Date: 07/01/2016  License ID 1631                             Analysis prepared by:       COMMERCIAL DEVELOPMENT RESOURCES       695 Town Center Drive, Suite 110            Costa Mesa, CA 92626                                        Tel:(949) 610‐8997   ************************** DESCRIPTION OF STUDY **************************  * Hydrology Study for Newport Beach Genesis                                *  * In the County of Orange, CA                                              *  * Proposed Condition: 25‐year Storm Event                                  *   **************************************************************************                           ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    FILE NAME: 22029P.DAT                                            TIME/DATE OF STUDY: 11:13 04/19/2023  ============================================================================    USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:  ============================================================================                      ‐‐*TIME‐OF‐CONCENTRATION MODEL*‐‐    USER SPECIFIED STORM EVENT(YEAR) =   25.00    SPECIFIED MINIMUM PIPE SIZE(INCH) =   4.00    SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95    *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      1.01 TO NODE      1.02 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   202.00    ELEVATION DATA: UPSTREAM(FEET) =     13.80  DOWNSTREAM(FEET) =     10.14    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    8.744    *  25 YEAR RAINFALL INTENSITY(INCH/HR) =  3.516    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.)    RESIDENTIAL    "1 DWELLING/ACRE"          D        0.47      0.20     0.800    75    8.74    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.800    SUBAREA RUNOFF(CFS) =      1.41    TOTAL AREA(ACRES) =      0.47   PEAK FLOW RATE(CFS) =      1.41  ****************************************************************************    FLOW PROCESS FROM NODE      1.02 TO NODE      1.02 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    8.74    *  25 YEAR RAINFALL INTENSITY(INCH/HR) =  3.516    SUBAREA LOSS RATE DATA(AMC  II):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    MOBILE HOME PARK           D        0.05      0.20     0.250    75    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.250    SUBAREA AREA(ACRES) =    0.05      SUBAREA RUNOFF(CFS) =    0.15    EFFECTIVE AREA(ACRES) =      0.52   AREA‐AVERAGED Fm(INCH/HR) =  0.15    AREA‐AVERAGED Fp(INCH/HR) =  0.20  AREA‐AVERAGED Ap =  0.75    TOTAL AREA(ACRES) =        0.5       PEAK FLOW RATE(CFS) =       1.56  ****************************************************************************    FLOW PROCESS FROM NODE      2.01 TO NODE      2.02 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   101.00    ELEVATION DATA: UPSTREAM(FEET) =     51.00  DOWNSTREAM(FEET) =     27.00    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    7.895    *  25 YEAR RAINFALL INTENSITY(INCH/HR) =  3.725    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.)    NATURAL GOOD COVER    "OPEN BRUSH"               D        0.32      0.20     1.000    81    7.90    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  1.000    SUBAREA RUNOFF(CFS) =      1.03    TOTAL AREA(ACRES) =      0.32   PEAK FLOW RATE(CFS) =      1.03  ****************************************************************************    FLOW PROCESS FROM NODE      2.03 TO NODE      2.03 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    7.90    *  25 YEAR RAINFALL INTENSITY(INCH/HR) =  3.725    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    "OPEN BRUSH"               D        0.23      0.20     1.000    81    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  1.000    SUBAREA AREA(ACRES) =    0.23      SUBAREA RUNOFF(CFS) =    0.74    EFFECTIVE AREA(ACRES) =      0.56   AREA‐AVERAGED Fm(INCH/HR) =  0.20    AREA‐AVERAGED Fp(INCH/HR) =  0.20  AREA‐AVERAGED Ap =  1.00    TOTAL AREA(ACRES) =        0.6       PEAK FLOW RATE(CFS) =       1.77  ****************************************************************************    FLOW PROCESS FROM NODE      2.03 TO NODE      2.03 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    7.90    *  25 YEAR RAINFALL INTENSITY(INCH/HR) =  3.725    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    "OPEN BRUSH"               D        0.10      0.20     1.000    81    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  1.000    SUBAREA AREA(ACRES) =    0.10      SUBAREA RUNOFF(CFS) =    0.32    EFFECTIVE AREA(ACRES) =      0.66   AREA‐AVERAGED Fm(INCH/HR) =  0.20    AREA‐AVERAGED Fp(INCH/HR) =  0.20  AREA‐AVERAGED Ap =  1.00    TOTAL AREA(ACRES) =        0.7       PEAK FLOW RATE(CFS) =       2.09  ****************************************************************************    FLOW PROCESS FROM NODE      2.03 TO NODE      2.03 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    7.90    *  25 YEAR RAINFALL INTENSITY(INCH/HR) =  3.725    SUBAREA LOSS RATE DATA(AMC  II):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    RESIDENTIAL    "1 DWELLING/ACRE"          D        0.16      0.20     0.800    75    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.800    SUBAREA AREA(ACRES) =    0.16      SUBAREA RUNOFF(CFS) =    0.51    EFFECTIVE AREA(ACRES) =      0.82   AREA‐AVERAGED Fm(INCH/HR) =  0.19    AREA‐AVERAGED Fp(INCH/HR) =  0.20  AREA‐AVERAGED Ap =  0.96    TOTAL AREA(ACRES) =        0.8       PEAK FLOW RATE(CFS) =       2.60  ****************************************************************************    FLOW PROCESS FROM NODE      3.01 TO NODE      3.02 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   210.00    ELEVATION DATA: UPSTREAM(FEET) =     11.15  DOWNSTREAM(FEET) =      8.50    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    6.188    *  25 YEAR RAINFALL INTENSITY(INCH/HR) =  4.275    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                 D        0.22      0.20     0.100    75    6.19    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.100    SUBAREA RUNOFF(CFS) =      0.83    TOTAL AREA(ACRES) =      0.22   PEAK FLOW RATE(CFS) =      0.83  ****************************************************************************    FLOW PROCESS FROM NODE      3.02 TO NODE      3.03 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =     8.50  DOWNSTREAM(FEET) =     8.37    FLOW LENGTH(FEET) =    25.00   MANNING'S N =  0.012    DEPTH OF FLOW IN   9.0 INCH PIPE IS   5.3 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   3.05    ESTIMATED PIPE DIAMETER(INCH) =   9.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       0.83    PIPE TRAVEL TIME(MIN.) =   0.14    Tc(MIN.) =    6.32    LONGEST FLOWPATH FROM NODE      3.01 TO NODE      3.03 =     235.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      3.03 TO NODE      3.03 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    6.32    *  25 YEAR RAINFALL INTENSITY(INCH/HR) =  4.223    SUBAREA LOSS RATE DATA(AMC  II):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    COMMERCIAL                 D        0.15      0.20     0.100    75    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.100    SUBAREA AREA(ACRES) =    0.15      SUBAREA RUNOFF(CFS) =    0.56    EFFECTIVE AREA(ACRES) =      0.37   AREA‐AVERAGED Fm(INCH/HR) =  0.02    AREA‐AVERAGED Fp(INCH/HR) =  0.20  AREA‐AVERAGED Ap =  0.10    TOTAL AREA(ACRES) =        0.4       PEAK FLOW RATE(CFS) =       1.38  ****************************************************************************    FLOW PROCESS FROM NODE      3.03 TO NODE      3.04 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =     8.37  DOWNSTREAM(FEET) =     8.30    FLOW LENGTH(FEET) =    14.00   MANNING'S N =  0.012    DEPTH OF FLOW IN  12.0 INCH PIPE IS   6.1 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   3.42    ESTIMATED PIPE DIAMETER(INCH) =  12.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       1.38    PIPE TRAVEL TIME(MIN.) =   0.07    Tc(MIN.) =    6.39    LONGEST FLOWPATH FROM NODE      3.01 TO NODE      3.04 =     249.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      3.04 TO NODE      3.04 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    6.39    *  25 YEAR RAINFALL INTENSITY(INCH/HR) =  4.197    SUBAREA LOSS RATE DATA(AMC  II):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    COMMERCIAL                 D        0.18      0.20     0.100    75    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.100    SUBAREA AREA(ACRES) =    0.18      SUBAREA RUNOFF(CFS) =    0.68    EFFECTIVE AREA(ACRES) =      0.55   AREA‐AVERAGED Fm(INCH/HR) =  0.02    AREA‐AVERAGED Fp(INCH/HR) =  0.20  AREA‐AVERAGED Ap =  0.10    TOTAL AREA(ACRES) =        0.5       PEAK FLOW RATE(CFS) =       2.05  ****************************************************************************    FLOW PROCESS FROM NODE      3.04 TO NODE      3.05 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =     8.30  DOWNSTREAM(FEET) =     7.99    FLOW LENGTH(FEET) =    61.00   MANNING'S N =  0.012    DEPTH OF FLOW IN  12.0 INCH PIPE IS   7.9 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   3.76    ESTIMATED PIPE DIAMETER(INCH) =  12.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       2.05    PIPE TRAVEL TIME(MIN.) =   0.27    Tc(MIN.) =    6.66    LONGEST FLOWPATH FROM NODE      3.01 TO NODE      3.05 =     310.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      3.05 TO NODE      3.05 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    6.66    *  25 YEAR RAINFALL INTENSITY(INCH/HR) =  4.100    SUBAREA LOSS RATE DATA(AMC  II):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    COMMERCIAL                 D        0.13      0.20     0.100    75    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.100    SUBAREA AREA(ACRES) =    0.13      SUBAREA RUNOFF(CFS) =    0.47    EFFECTIVE AREA(ACRES) =      0.68   AREA‐AVERAGED Fm(INCH/HR) =  0.02    AREA‐AVERAGED Fp(INCH/HR) =  0.20  AREA‐AVERAGED Ap =  0.10    TOTAL AREA(ACRES) =        0.7       PEAK FLOW RATE(CFS) =       2.48  ****************************************************************************    FLOW PROCESS FROM NODE      3.05 TO NODE      3.06 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =     7.99  DOWNSTREAM(FEET) =     7.90    FLOW LENGTH(FEET) =    22.80   MANNING'S N =  0.012    DEPTH OF FLOW IN  15.0 INCH PIPE IS   8.2 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   3.62    ESTIMATED PIPE DIAMETER(INCH) =  15.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       2.48    PIPE TRAVEL TIME(MIN.) =   0.11    Tc(MIN.) =    6.77    LONGEST FLOWPATH FROM NODE      3.01 TO NODE      3.06 =     332.80 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      4.01 TO NODE      4.02 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =    48.00    ELEVATION DATA: UPSTREAM(FEET) =     11.58  DOWNSTREAM(FEET) =     11.46    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    5.000    *  25 YEAR RAINFALL INTENSITY(INCH/HR) =  4.824    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                 D        0.04      0.20     0.100    75    5.00    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.100    SUBAREA RUNOFF(CFS) =      0.19    TOTAL AREA(ACRES) =      0.04   PEAK FLOW RATE(CFS) =      0.19  ****************************************************************************    FLOW PROCESS FROM NODE      4.02 TO NODE      4.03 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =     9.29  DOWNSTREAM(FEET) =     8.50    FLOW LENGTH(FEET) =   115.00   MANNING'S N =  0.012    DEPTH OF FLOW IN   6.0 INCH PIPE IS   2.6 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   2.35    ESTIMATED PIPE DIAMETER(INCH) =   6.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       0.19    PIPE TRAVEL TIME(MIN.) =   0.82    Tc(MIN.) =    5.82    LONGEST FLOWPATH FROM NODE      4.01 TO NODE      4.03 =     163.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      4.03 TO NODE      4.03 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    5.82    *  25 YEAR RAINFALL INTENSITY(INCH/HR) =  4.428    SUBAREA LOSS RATE DATA(AMC  II):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    COMMERCIAL                 D        0.06      0.20     0.100    75    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.100    SUBAREA AREA(ACRES) =    0.06      SUBAREA RUNOFF(CFS) =    0.25    EFFECTIVE AREA(ACRES) =      0.11   AREA‐AVERAGED Fm(INCH/HR) =  0.02    AREA‐AVERAGED Fp(INCH/HR) =  0.20  AREA‐AVERAGED Ap =  0.10    TOTAL AREA(ACRES) =        0.1       PEAK FLOW RATE(CFS) =       0.42  ============================================================================    END OF STUDY SUMMARY:    TOTAL AREA(ACRES)     =        0.1  TC(MIN.) =      5.82    EFFECTIVE AREA(ACRES) =      0.11  AREA‐AVERAGED Fm(INCH/HR)=  0.02    AREA‐AVERAGED Fp(INCH/HR) =  0.20  AREA‐AVERAGED Ap = 0.100    PEAK FLOW RATE(CFS)   =       0.42  ============================================================================  ============================================================================    END OF RATIONAL METHOD ANALYSIS    ____________________________________________________________________________  ****************************************************************************               RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE              (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)           (c) Copyright 1983‐2016 Advanced Engineering Software (aes)               Ver. 23.0  Release Date: 07/01/2016  License ID 1631                             Analysis prepared by:       COMMERCIAL DEVELOPMENT RESOURCES       695 Town Center Drive, Suite 110            Costa Mesa, CA 92626                                        Tel:(949) 610‐8997   ************************** DESCRIPTION OF STUDY **************************  * Hydrology Study for Newport Beach Genesis                                *  * In the County of Orange, CA                                              *  * Proposed Condition: 100‐year Storm Event                                 *   **************************************************************************                                                                  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    FILE NAME: 22029P.DAT                                            TIME/DATE OF STUDY: 16:01 03/08/2023  ============================================================================    USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:  ============================================================================                      ‐‐*TIME‐OF‐CONCENTRATION MODEL*‐‐    USER SPECIFIED STORM EVENT(YEAR) =  100.00    SPECIFIED MINIMUM PIPE SIZE(INCH) =   4.00    SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95    *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      1.01 TO NODE      1.02 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   199.00    ELEVATION DATA: UPSTREAM(FEET) =     13.80  DOWNSTREAM(FEET) =      9.90    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    5.546    * 100 YEAR RAINFALL INTENSITY(INCH/HR) =  5.831    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                 D        0.26      0.20     0.100    91    5.55    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.100    SUBAREA RUNOFF(CFS) =      1.38    TOTAL AREA(ACRES) =      0.26   PEAK FLOW RATE(CFS) =      1.38  ****************************************************************************    FLOW PROCESS FROM NODE      1.02 TO NODE      1.02 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    5.55    * 100 YEAR RAINFALL INTENSITY(INCH/HR) =  5.831    SUBAREA LOSS RATE DATA(AMC III):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    MOBILE HOME PARK           D        0.04      0.20     0.250    91    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.250    SUBAREA AREA(ACRES) =    0.04      SUBAREA RUNOFF(CFS) =    0.20    EFFECTIVE AREA(ACRES) =      0.30   AREA‐AVERAGED Fm(INCH/HR) =  0.02    AREA‐AVERAGED Fp(INCH/HR) =  0.20  AREA‐AVERAGED Ap =  0.12    TOTAL AREA(ACRES) =        0.3       PEAK FLOW RATE(CFS) =       1.58  ****************************************************************************    FLOW PROCESS FROM NODE      1.02 TO NODE      1.02 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    5.55    * 100 YEAR RAINFALL INTENSITY(INCH/HR) =  5.831    SUBAREA LOSS RATE DATA(AMC III):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    COMMERCIAL                 D        0.10      0.20     0.100    91    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.100    SUBAREA AREA(ACRES) =    0.10      SUBAREA RUNOFF(CFS) =    0.52    EFFECTIVE AREA(ACRES) =      0.40   AREA‐AVERAGED Fm(INCH/HR) =  0.02    AREA‐AVERAGED Fp(INCH/HR) =  0.20  AREA‐AVERAGED Ap =  0.11    TOTAL AREA(ACRES) =        0.4       PEAK FLOW RATE(CFS) =       2.10  ****************************************************************************    FLOW PROCESS FROM NODE      2.01 TO NODE      2.02 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   101.00    ELEVATION DATA: UPSTREAM(FEET) =     51.00  DOWNSTREAM(FEET) =     27.00    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    7.895    * 100 YEAR RAINFALL INTENSITY(INCH/HR) =  4.762    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.)    NATURAL GOOD COVER    "OPEN BRUSH"               D        0.32      0.20     1.000    95    7.90    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  1.000    SUBAREA RUNOFF(CFS) =      1.33    TOTAL AREA(ACRES) =      0.32   PEAK FLOW RATE(CFS) =      1.33  ****************************************************************************    FLOW PROCESS FROM NODE      2.03 TO NODE      2.03 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    7.90    * 100 YEAR RAINFALL INTENSITY(INCH/HR) =  4.762    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    "OPEN BRUSH"               D        0.23      0.20     1.000    95    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  1.000    SUBAREA AREA(ACRES) =    0.23      SUBAREA RUNOFF(CFS) =    0.96    EFFECTIVE AREA(ACRES) =      0.56   AREA‐AVERAGED Fm(INCH/HR) =  0.20    AREA‐AVERAGED Fp(INCH/HR) =  0.20  AREA‐AVERAGED Ap =  1.00    TOTAL AREA(ACRES) =        0.6       PEAK FLOW RATE(CFS) =       2.29  ****************************************************************************    FLOW PROCESS FROM NODE      2.03 TO NODE      2.03 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    7.90    * 100 YEAR RAINFALL INTENSITY(INCH/HR) =  4.762    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    "OPEN BRUSH"               D        0.10      0.20     1.000    95    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  1.000    SUBAREA AREA(ACRES) =    0.10      SUBAREA RUNOFF(CFS) =    0.42    EFFECTIVE AREA(ACRES) =      0.66   AREA‐AVERAGED Fm(INCH/HR) =  0.20    AREA‐AVERAGED Fp(INCH/HR) =  0.20  AREA‐AVERAGED Ap =  1.00    TOTAL AREA(ACRES) =        0.7       PEAK FLOW RATE(CFS) =       2.71  ****************************************************************************    FLOW PROCESS FROM NODE      2.03 TO NODE      2.03 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    7.90    * 100 YEAR RAINFALL INTENSITY(INCH/HR) =  4.762    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    "OPEN BRUSH"               D        0.16      0.20     1.000    95    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  1.000    SUBAREA AREA(ACRES) =    0.16      SUBAREA RUNOFF(CFS) =    0.65    EFFECTIVE AREA(ACRES) =      0.82   AREA‐AVERAGED Fm(INCH/HR) =  0.20    AREA‐AVERAGED Fp(INCH/HR) =  0.20  AREA‐AVERAGED Ap =  1.00    TOTAL AREA(ACRES) =        0.8       PEAK FLOW RATE(CFS) =       3.36  ****************************************************************************    FLOW PROCESS FROM NODE      3.01 TO NODE      3.02 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =   213.00    ELEVATION DATA: UPSTREAM(FEET) =     11.15  DOWNSTREAM(FEET) =      8.50    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    6.241    * 100 YEAR RAINFALL INTENSITY(INCH/HR) =  5.449    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                 D        0.21      0.20     0.100    91    6.24    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.100    SUBAREA RUNOFF(CFS) =      1.04    TOTAL AREA(ACRES) =      0.21   PEAK FLOW RATE(CFS) =      1.04  ****************************************************************************    FLOW PROCESS FROM NODE      3.02 TO NODE      3.03 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =     8.50  DOWNSTREAM(FEET) =     8.34    FLOW LENGTH(FEET) =    26.00   MANNING'S N =  0.012    DEPTH OF FLOW IN   9.0 INCH PIPE IS   5.8 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   3.42    ESTIMATED PIPE DIAMETER(INCH) =   9.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       1.04    PIPE TRAVEL TIME(MIN.) =   0.13    Tc(MIN.) =    6.37    LONGEST FLOWPATH FROM NODE      3.01 TO NODE      3.03 =     239.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      3.03 TO NODE      3.03 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    6.37    * 100 YEAR RAINFALL INTENSITY(INCH/HR) =  5.387    SUBAREA LOSS RATE DATA(AMC III):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    COMMERCIAL                 D        0.16      0.20     0.100    91    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.100    SUBAREA AREA(ACRES) =    0.16      SUBAREA RUNOFF(CFS) =    0.77    EFFECTIVE AREA(ACRES) =      0.37   AREA‐AVERAGED Fm(INCH/HR) =  0.02    AREA‐AVERAGED Fp(INCH/HR) =  0.20  AREA‐AVERAGED Ap =  0.10    TOTAL AREA(ACRES) =        0.4       PEAK FLOW RATE(CFS) =       1.80  ****************************************************************************    FLOW PROCESS FROM NODE      3.03 TO NODE      3.04 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =     8.34  DOWNSTREAM(FEET) =     8.26    FLOW LENGTH(FEET) =    13.00   MANNING'S N =  0.012    DEPTH OF FLOW IN  12.0 INCH PIPE IS   6.8 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   3.95    ESTIMATED PIPE DIAMETER(INCH) =  12.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       1.80    PIPE TRAVEL TIME(MIN.) =   0.05    Tc(MIN.) =    6.42    LONGEST FLOWPATH FROM NODE      3.01 TO NODE      3.04 =     252.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      3.04 TO NODE      3.04 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    6.42    * 100 YEAR RAINFALL INTENSITY(INCH/HR) =  5.360    SUBAREA LOSS RATE DATA(AMC III):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    COMMERCIAL                 D        0.18      0.20     0.100    91    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.100    SUBAREA AREA(ACRES) =    0.18      SUBAREA RUNOFF(CFS) =    0.87    EFFECTIVE AREA(ACRES) =      0.55   AREA‐AVERAGED Fm(INCH/HR) =  0.02    AREA‐AVERAGED Fp(INCH/HR) =  0.20  AREA‐AVERAGED Ap =  0.10    TOTAL AREA(ACRES) =        0.6       PEAK FLOW RATE(CFS) =       2.66  ****************************************************************************    FLOW PROCESS FROM NODE      3.04 TO NODE      3.05 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =     8.26  DOWNSTREAM(FEET) =     8.00    FLOW LENGTH(FEET) =    41.00   MANNING'S N =  0.012    DEPTH OF FLOW IN  12.0 INCH PIPE IS   8.8 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   4.31    ESTIMATED PIPE DIAMETER(INCH) =  12.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       2.66    PIPE TRAVEL TIME(MIN.) =   0.16    Tc(MIN.) =    6.58    LONGEST FLOWPATH FROM NODE      3.01 TO NODE      3.05 =     293.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      3.05 TO NODE      3.05 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    6.58    * 100 YEAR RAINFALL INTENSITY(INCH/HR) =  5.286    SUBAREA LOSS RATE DATA(AMC III):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    COMMERCIAL                 D        0.12      0.20     0.100    91    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.100    SUBAREA AREA(ACRES) =    0.12      SUBAREA RUNOFF(CFS) =    0.55    EFFECTIVE AREA(ACRES) =      0.67   AREA‐AVERAGED Fm(INCH/HR) =  0.02    AREA‐AVERAGED Fp(INCH/HR) =  0.20  AREA‐AVERAGED Ap =  0.10    TOTAL AREA(ACRES) =        0.7       PEAK FLOW RATE(CFS) =       3.17  ****************************************************************************    FLOW PROCESS FROM NODE      4.01 TO NODE      4.02 IS CODE =  21  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<    >>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<  ============================================================================    INITIAL SUBAREA FLOW‐LENGTH(FEET) =    54.00    ELEVATION DATA: UPSTREAM(FEET) =     11.13  DOWNSTREAM(FEET) =     11.04    Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20    SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =    5.388    * 100 YEAR RAINFALL INTENSITY(INCH/HR) =  5.928    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                 D        0.03      0.20     0.100    91    5.39    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.100    SUBAREA RUNOFF(CFS) =      0.13    TOTAL AREA(ACRES) =      0.03   PEAK FLOW RATE(CFS) =      0.13  ****************************************************************************    FLOW PROCESS FROM NODE      4.02 TO NODE      4.03 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =     9.00  DOWNSTREAM(FEET) =     8.59    FLOW LENGTH(FEET) =    81.00   MANNING'S N =  0.012    DEPTH OF FLOW IN   6.0 INCH PIPE IS   2.3 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   1.89    ESTIMATED PIPE DIAMETER(INCH) =   6.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       0.13    PIPE TRAVEL TIME(MIN.) =   0.71    Tc(MIN.) =    6.10    LONGEST FLOWPATH FROM NODE      4.01 TO NODE      4.03 =     135.00 FEET.  ****************************************************************************    FLOW PROCESS FROM NODE      4.03 TO NODE      4.03 IS CODE =  81  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<  ============================================================================    MAINLINE Tc(MIN.) =    6.10    * 100 YEAR RAINFALL INTENSITY(INCH/HR) =  5.519    SUBAREA LOSS RATE DATA(AMC III):     DEVELOPMENT TYPE/      SCS SOIL   AREA      Fp         Ap     SCS         LAND USE            GROUP   (ACRES)  (INCH/HR)  (DECIMAL)  CN    COMMERCIAL                 D        0.05      0.20     0.100    91    SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =  0.20    SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =  0.100    SUBAREA AREA(ACRES) =    0.05      SUBAREA RUNOFF(CFS) =    0.24    EFFECTIVE AREA(ACRES) =      0.07   AREA‐AVERAGED Fm(INCH/HR) =  0.02    AREA‐AVERAGED Fp(INCH/HR) =  0.20  AREA‐AVERAGED Ap =  0.10    TOTAL AREA(ACRES) =        0.1       PEAK FLOW RATE(CFS) =       0.36  ****************************************************************************    FLOW PROCESS FROM NODE      4.03 TO NODE      4.04 IS CODE =  31  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐    >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<    >>>>>USING COMPUTER‐ESTIMATED PIPESIZE (NON‐PRESSURE FLOW)<<<<<  ============================================================================    ELEVATION DATA: UPSTREAM(FEET) =     8.59  DOWNSTREAM(FEET) =     8.50    FLOW LENGTH(FEET) =     9.00   MANNING'S N =  0.012    DEPTH OF FLOW IN   6.0 INCH PIPE IS   3.4 INCHES    PIPE‐FLOW VELOCITY(FEET/SEC.) =   3.17    ESTIMATED PIPE DIAMETER(INCH) =   6.00    NUMBER OF PIPES =   1    PIPE‐FLOW(CFS) =       0.36    PIPE TRAVEL TIME(MIN.) =   0.05    Tc(MIN.) =    6.15    LONGEST FLOWPATH FROM NODE      4.01 TO NODE      4.04 =     144.00 FEET.  ============================================================================    END OF STUDY SUMMARY:    TOTAL AREA(ACRES)     =        0.1  TC(MIN.) =      6.15    EFFECTIVE AREA(ACRES) =      0.07  AREA‐AVERAGED Fm(INCH/HR)=  0.02    AREA‐AVERAGED Fp(INCH/HR) =  0.20  AREA‐AVERAGED Ap = 0.100    PEAK FLOW RATE(CFS)   =       0.36  ============================================================================  ============================================================================    END OF RATIONAL METHOD ANALYSIS   Preliminary Hydrology Study Newport Beach Genesis ATTACHMENT 4 Storm Drain System Calculations Preliminary Hydrology Study Newport Beach Genesis ATTACHMENT 5 Referenced Storm Drain Plans