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CDP 2024-0009; FORESTER RESIDENCE; DRAINAGE STUDY; 2020-08-03
DRAINAGE STUDY Forester Residence 4464 Adams Street Carlsbad, California 92008 Project Tracking/Permit Number: CDP2020-0018 Submittal Date(s): Original August 3, 2020 Prepared for: John and )t lie Forester Owner 300 Carlsbad Village Drive Suite 108A-355 Carlsbad, CA 92008 Prepared by: Fusion Engineering & Technology 4231 Balboa Avenue, Suite 619 San Diego, CA 92117 P: (619) 73 6-2800 CITY OF CARLSBAD MAR 7 2024 PLANNING DIVISION Fusion Engineering & Technology Contact Person: John S. Rivera, RCE # 73878 Fusion Project Number 0003-0001 [THIS PAGE INTENTIONALLY LEFT BLANK] DECLARATION OF RESPONSIBLE CHARGE I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS PROJECT, THAT I HAVE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THE PROJECT AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSIONS CODE, AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS. I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND SPECIFICATIONS BY THE COUNTY OF SAN DIEGO IS CONFINED TO A REVIEW ONLY AND DOES NOT RELIEVE ME, AS ENGINEER OF WORK, OF MY RESPONSIBILITIES FOR PROJECT DESIGN. RCE NO.:-----'-'73=8=-=-7-=8 _________ EXPIRES: 06/30/2021 FUSION ENGINEERING & TECHNOLOGY 4231 BALBOA AVENUE, SUITE #619 SAN DIEGO, CA 92117 PHONE: (619) 736-2800 [THIS PAGE INTENTIONALLY LEFT BLANK] Table of Contents Executive Summary ................................................................................................................................ 1 Section 1-Project Information .............................................................................................................. 1 Project Description .............................................................................................................................. X Hydrologic Setting ............................................................................................................................... X Section 2 -Methodology and Design Criteria ......................................................................................... X Hydrology/ Rational Method ............................................................................................................... X Storm Drain/Hydraulics ....................................................................................................................... X Detention Analysis ............................................................................................................................... X Section 3 -Hydro logic Effect of Project ................................................................................................... X Existing Condition ................................................................................................................................ X Proposed Condition ............................................................................................................................. X Project Erosion and Sedimentation ...................................................................................................... X Section 4 -Summary and Conclusions .................................................................................................... X Section 5 -References ............................................................................................................................ X List of Exhibits Exhibit A-Vicinity Map Exhibit B -Watershed Vicinity Map Exhibit C-City General Plan Land Use/Zoning Map Exhibit D -Hydrologic Soil Type(s) Exhibit E -FEMA Firmette Map List of Appendices Appendix A-Hydrologic Calculations & Maps Appendix B -Hydraulic Calculations Executive Summary This drainage study presents an analysis of the effects that the proposed construction of the Forester Residence project will have on the quantity and pattern of storm water runoff in the local watershed. This study examines the existing and proposed hydrology of the site and presents final design engineering recommendations for the project drainage facilities necessary to mitigate runoff due to the proposed improvements. Section 1 -Project Information Project Description The Forester Residence project site is located at 4464 Adams Street in the City of Carlsbad, CA. The site at the southeast corner of Adams Street and Highland Drive intersection. Refer to Exhibit A for the vicinity map of the project location. The current site consists of a single-family residence with driveway improvements. The project proposes to replace the existing residence and driveway along Adams Street with a new residence and driveway connecting to Highland Drive. The project proposes a moderate increase in impervious area. Section 3 of this study fully describes the pre and post condition hydrological results of the developed site including whether detention at the site is necessary. Hydrologic Setting The project site is located in the Los Monos Hydrologic Sub Area (904.31) which is part of the Agua Hedionda Watershed (904.00). Exhibit B illustrates the project site in the context of the watershed. The project site is currently developed and slopes from northeast to southwest from an elevation of 100 msl to 70 msl. The subject lot includes a slope down from Highland Drive in the north, a building pad in the center, and a slope down to Adams Street in the south. The property drains in sheet flow condition towards Adams Street which then flows in a southeasterly direction till it is collected by curb inlet approximately and discharges to Agua Hedionda Lagoon. The existing surrounding areas generally consists of single residential development. The general plan designation for the area is currently Residential. The assessor's parcel numbers (APNs) for the site is 206- 192-08. Exhibit C illustrates the City of Carlsbad General Plan and Zoning near the project site. The NRCS WebSoil Survey for the by the United States Department of Agriculture Soil Conservation Service was reference as a source to determine the site's underlying hydrologic soil group classification. It determined the sites underlying soil to consist of Type B soils (Marina Loamy Coarse Sand). Type B soils are characterized as 'soils having a moderate infiltration rate (moderate runoff potential) when thoroughly wet' and 'consist chiefly or moderately deep to deep, moderately well to well drained soils with moderately fine to moderately coarse textures. These soils have a moderate rate of water transmission. Exhibit D illustrates the soil types and limits. The Federal Emergency Management Agency (FEMA) website was referenced to determine the site's location relative to any mapped flood hazard ar·eas. The project site was determined to be within an area on the FEMA Flood Insurance Rate Map designated as Zone X, an area of minimal flood hazard. The FIRMette Map associated with the Forester Residence project is included in Exhibit E. The FilRMette was derived from Map Panel 06073C0764H. Section 2 -Methodology and Design Criteria Hydrology/ Rational Method Per the city drainage standards, the critical SO-year frequency, 6-hour storm has a total rainfall of 2.25 inches. 2.5 Rational Method Hydrologic Analysis Computer Software Package -AES-2016 Design Storm -100-year return intervals Land Use -Single Family development Soil Type-Hydrologic soil group B was assumed for all areas after referencing the NRCS Web Soil Survey website. Runoff Coefficient-In accordance with the San Diego County Hydrology Manual (SDCHM) Standards, the C coefficient for natural and undeveloped areas is 0.25; the C coefficient for developed areas is a weighted factor of 0.25 (landscape in soil) and 0.9 (impervious areas) as a function of the fraction of impervious areas (ai expressed as a decimal value between O and 1) according to: C = 0.25(1-ai) + 0.9ai Rainfall Intensity -Initial time of concentration values were determined using the County of San Diego's overland flow nomograph for urban areas. Downstream Tc values are ·determined by adding the initial sub-basin time of concentration and the downstream routing time. Per SDCHM standards, intensity values were determined from the County of San Diego's Intensity-Duration equation. Method of Analysis -The Rational Method is the most widely used hydrologic model for estimating peak runoff rates. Applied to small urban and semi-urban areas with drainage areas less than 0.5 square miles, the Rational Method relates storm rainfall intensity, a runoff coefficient, and drainage area to peak runoff rate. This relationship is expressed by the equation: Q= CIA where: Q = The peak runoff rate in cubic feet per second at the point of analysis. C = A runoff coefficient representing the area -averaged ratio of runoff to rainfall intensity. I = The time-averaged rainfall intensity in in/hr. corresponding to the time of concentration. A= The drainage basin area in acres. To perform a node-link study, the total watershed area is divided into subareas which discharge at designated nodes. The procedure for the subarea summation model is as follows: (1) Subdivide the watershed into an initial subarea (generally 1 lot in developed conditions or an area with a maximum overland flow length does not exceed values displayed in Table 3.2 of the SDCHM) and subsequent subareas, which are generally less than 10 acres in size. Assign upstream and downstream node numbers to each subarea. (2) Estimate an initial Tc by using the appropriate nomograph or overland flow velocity estimation. (3) Using the initial Tc, determine the corresponding values of I. Then Q =CI A. (4) Using Q, estimate the travel time between this node and the next by Manning's equation as applied to the particular channel or conduit linking the two nodes. Then, repeat the calculation for Q based on the revised intensity (which is a function of the revised time of concentration) The nodes are joined together by links, which may be street gutter flows, drainage swales, drainage ditches, pipe flow, or various channel flows. The AES-2016 computer subarea menu is as follows: SUBAREA HYDROLOGIC PROCESS 1. Confluence analysis at node. 2. Initial subarea analysis (including time of concentration calculation). 3. Pipe flow travel time (computer estimated). 4. Pipe flow travel time (user specified). 5. Trapezoidal channel travel time. 6. Street flow analysis through subarea. 7. User -specified information at node. 8. Addition ofsubarea runoffto main line. 9. V-gutter flow through area. 10. Copy main stream data to memory bank 11. Confluence main stream data with a memory bank 12. Clear a memory bank At the confluence point of two or more basins, the following procedure is used to combine peak flow rates to account for differences in the basin's times of concentration. This adjustment is based on the assumption that each basin's hydrographs are triangular in shape. (1). If the collection streams have the same times of concentration, then the Q values are directly summed, Qp = Qa + Qb; Tp =Ta= Tb (2). If the collection streams have different times of concentration, the smaller of the tributary Q values may be adjusted as follows: (i). The most frequent case is where the collection stream with the longer time of concentration has the larger Q. The smaller Q value is adjusted by the ratio of rainfall intensities. Qp = Qa + Qb {la/lb); Tp = Ta (ii). In some cases, the collection stream with the shorter time of concentration has the larger Q. Then the smaller Q is adjusted by a ratio of the T values. Qp = Qb+ 0a (Tb/Ta); Tp = Tb For more than 3 peaks that have a confluence in a discharge area a similar logic but more complex approach is used: If "N" peaks are at confluence, and "N" different times of concentration are analyzed, "N" confluence calculations are made at each of the "N" time of concentration values. Peak flows are arranged from smaller to larger in terms of time of concentration and not in terms of value. For a time of concentration Tei belonging to a peak Oi the peaks whose time of concentration is smaller than Tei are adjusted by intensity and the peaks whose time of concentration is larger than Tei are adjusted by a ratio of the Tei values. The total peak flow with the time of concentration Tei (denoted as QTrci) will be: The confluence peak is chosen as the larger between QTTcl, QTrc2, .... , QTrci, QTrci+1, .... , QTrcN-1, QTrcN See Appendix A for Pre-project and Post-project rational method hydrology calculations. Storm Drain/Hydraulics Storm drain will be sized to convey the runoff from the SO-year storm event and have a minimum diameter of 18" for pipe connecting to public facilities. Storm drain routing hydraulics will be performed utilizing the AutoCAD Civil3D StormSewers extension. Inlet will be sized based on location (sag or continuous grade), street grade, and flow rate received. The calculations will be performed utilizing the AutoCAD Civil3D Hydraflow Express extension. See Appendix B for hydraulic calculations Detention Any necessary detention calculations will be performed using the AutoCAD Civil3D Hydrographs extension. This program routes the incoming hydrograph through the detention facility. The hydrograph in to the basin will be generated utilizing the RATHYDRO computer program which was prepared for the County of San Diego. The input into the Hydrographs extension program also includes storage-specific information such as stage-storage and stage-discharge. See Appendix C for detention basin calculations. Section 3 -Hydrologic Effect of Project Existing Condition The existing site is currently developed with a single-family residence with driveway and slope landscape improvements. Stormwater runoff generated by the site sheet flows towards Adams Street. Gutter flow adjacent to the site drains southeast towards a curb inlet located downstream of the site which subsequently discharges to Agua Hedionda Lagoon. The site was calculated to have a weighted runoff coefficient of 0.47 based on the amount of pervious and impervious surfaces. The hydrologic calculations included in Appendix A determined the amount of runoff from the site to be 2.11 cfs from 0.71 acres. Appendix A also includes the Existing Condition Drainage Map depicting the sites current drainage patterns. Proposed Condition The project proposes to replace the existing single-family residence and driveway connecting to Adams street with a new single-family residence and driveway connecting to Highland Drive. The roof downspouts will discharge at the surface to the new driveway and/or landscaped dispersion areas. Flow from the new driveway and adjacent landscape areas will be directed to onsite catch basins and then piped to a BMP to satisfy pollutant control requirements. The slope area along Adams Street will sheet flow directly to Adams Street and is not tributary to the project BMP. Please refer to the project Storm Water Quality Management Plan for further details. The discharge from the site BMP will then be piped down the slope along Adams Street and discharges to Adams Street via curb outlet. The existing drainage patters will be generally be maintained as runoff from the site is directed towards Adams Street. The site proposes an increase in impervious surfaces. However, due to the extended path of travel the increase in runoff is negligible from 2.11 cfs in existing condition to 2.17 cfs in proposed condition. Therefore, the negligible increase in flow is not expected to present any significant risk to life or property downstream of the project site. Refer to Appendix A for post condition calculations and drainage map associated with the proposed improvements at the site. Table 1 below summarizes the hydrologic calculations for both the existing and proposed conditions. The Nodes on the table correspond to those shown on the hydrology maps in Appendix A. Table 1-Summary of Total Pre Vs Post Developed Conditions Watershed 100-Year Condition Area Peak Flow (acres) (cfs) Existing 0.71 2.11 Proposed 0.71 2.17 Difference: 0.0 +0.06 Project Erosion and Sedimentation Since the project will not significantly increase the amount of runoff versus existing condition, runoff will be over non-erodible surfaces, and since the project will not create a runoff diversion, neither erosion or sedimentation 'are' anticipated. Once flows have exited the lot, the flows are conveyed via impervious surfaces (gutters and storm drain pipes) not subject to erosion, and discharges to the Agua Hedionda Lagoon. Section 4 -Summary and Conclusions ► The project proposes a redevelopment project to construct a new single-family residence with associated driveway and landscaped slope improvements. The proposed improvements to the site will not significantly increase the amount of runoff generated versus existing conditions due to the similarities in runoff coefficients and time of concentration. ► The proposed design of the onsite drainage collection and storm drain facilities is adequate to convey the expected peak flow rates generated at the site. Exhibit A-Vicinity Map PROJECT SITE VIC~NITY CITY OF OCEANSIDE PACIFIC OCEAN 7a MAP CITY OF ENCINITAS NOT TO SCALE CITY OF VISTA TY OF N MARCOS Exhibit B-Watershed Vicinity Map Lay:ers O 303(d) list and TMDLs 2014-2016 ~gend) D Areas of Special Biological Significance 0 Arid and Semi-Arid Regions 0 Caltrans Districts 0 Caltrans Facilities 0 Caltrans Tier 1 Monitoring Sites ~ Calwater Watersheds 0 Coastal Zone 0 Counties 0 Geologic Map {_Legend) D High Risk Receiving Watersheds 0 Monthly Precipitation 0 MS4Areas 0 Post Miles 0 Rainfall Distribution 0 RWQCB Boundaries 0 USGS Topo Maps 0 Watershed Boundary Dataset Risk Level-Determination Information Hover over a layer name for a description. Additional information. tables. coordinates, and links are below the map. HelQ '\,V atershed Information , - -?~-... ' • ~:;1 'ff ... '. ⇒,ic ·r ;la~~ing Water::e;~~;~_?~~? x :J -90~.31 Regional Board Hydrologic Region Hydrologic Unit Hydrologic Area Hydrologic SU~Area San Diego ~outh_C'oast CARLSBAD • -Agua Hedionda Los Monos ··················································•·······•··•••••••••·•••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• CALWATER WATERSHED CARLSBAD rrm,it1ir,tmiiiiii', [iiiii.fiiiii,jii[¼":fflirfii. r'ijffliiiiiiii, .n:H"'·\ .. ,,"'t§ Los Monos Latitude,Longitude 33.1629, -117.2323 Hydrologic Area Planning Watershed Agua Hedlonda 4904310000 Hydrologic Sub-Area # HSA Area (acres) 904.31 13686 Exhibit C-City General Plan and / or Zoning Map Pacific Ocean General Plan Land Use R-1.5, Residential 0-1.5 du/ac . , , R-4, Residential 0-4 du/ac R-8, Residential 4-8 du/ac -R-15, Residential 8-15 du/ac R-15/L, Residential 8-15 du/ac/Local Shopping Center -R-15NC, Residential 8-15 du/ac/Visitor Commercial R-15/0, Residential 8-15 du/ac/ Office -R-23, Residential 15-23 du/ac -R-30, Residential 23-30 du/ac _V,Village V-B, VIiiage-Barno L, Local Shopping Center ~ UCF, Local Shopping Center/Community Facilities -GC, General Commercial -VC, Visitor Commercial ~ VC/OS, Visitor Commercial/Open Space -R, Regional Commercial Pl, Planned Industrial Pl/0, Planned Industrial/Office O,Office P, Public CF, Community Facilities -OS, Open Space TC, Transportation Corridor i-• ' ! I j OS I i :... .. _ Coastal Zone Highway Major Street Planned Street -+-+-Railroad I-• 7 Lagoon Right of Way .-••-HJ l_ _____ j City Limits Airport Influence Area Review Area 1 Review Area 2 C cityof Carlsbad GENERAL PLAN Land Use Map ···-···-· ....... . Updated April 2019 ···-···-···- --....... / ! ft ---===Feet ,;r, 0 3,000 J:\cbgl•lptoduc:tt\pla11nnD\Sta11dardMap\GPlandUH 11x17 .rrud Exhibit D-Hydrologic Soil Type(s) Soil Map-San Diego County Area, California 469400 469410 469420 4f9l3) 4fll4,() 469450 469400 469470 4004a) 463<!00 4E!l9Xl ,ms10 4e85a) 4005.'!l 4005«) 468550 <mm 400570 33"8'46"N i I 33° 8' 46• N i i I I i i I I I I ; I ~ ~ I i i I, i 33° 8'42•N I 33° 8'4r N 469400 , 400440 4694&) 469400 469470 463400 463<!00 41:a'(X) 463510 4695.!J 400!ID ~ 468550 <mm 400570 ;; ;; :... ii; ., Map Scale: 1:786 if print:£. . on A landscape (11" x 8.5") sheet ~ Meters -~ 9 N 0 10 20 40 00 9 A Feet 0 35 70 140 210 Map projedion: Web Mercator CDmer coordinates: WGS84 Edge tics: lJTM Zone 11N WGS84 USDA Natural Resources Web Soil Survey 317/2020 ""iiii Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Map-San Diego County Area, California MAP LEGEND MAP INFORMATION Area of Interest {AOI) D Area of Interest (AOI) Soils D Soil Map Unit Polygons -Soil Map Unit Lines □ Soil Map Unit Points Special Point Features ~ Blowout ~ Borrow Pit lf;€ Clay Spot ◊ Closed Depression X Gravel Pit . Gravelly Spot .. @ Landfill A. Lava Flow .!!!, Marsh or swamp * Mine or Quarry @ Miscellaneous Water Q Perennial Water V Rock Outcrop + Saline Spot .. Sandy Spot . .. § Severely Eroded Spot ◊ Sinkhole ~ Slide or Slip fJ Sodic Spot USDA Natural Resources ~ Conservation Service El Spoil Area (I Stony Spot ro Very Stony Spot ~ Wet Spot fl Other ~· Special Line Features Water Features Streams and Canals Transportation t-+-t Rails _, Interstate Highways -US Routes Major Roads Local Roads Background Aerial Photography Web Soil Survey National Cooperative Soil Survey 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: San Diego County Area, California Survey Area Data: Version 14, Sep 16, 2019 Soil map units are labeled (as space allows) for map scales 1 :50,000 or larger. Date(s) aerial images were photographed: Nov 3, 2014---Nov 22, 2014 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. 317/2020 Page 2 of 3 ' Map Unit Description: Marina loamy coarse sand, 9 to 30 percent slopes---San Diego County Area, California San Diego County Area, California MIE-Marina loamy coarse sand, 9 to 30 percent slopes USDA Natural Resources iiiii Conservation Service Map Unit Setting National map unit symbol: hbfO Mean annual air temperature: 57 to 61 degrees F Frost-free period: 330 to 350 days Farmland classification: Not prime farmland Map Unit Composition Marina and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Marina Setting Landform: Ridges Down-slope shape: Concave Across-slope shape: Linear Parent material: Eolian sands derived from mixed sources Typical profile H1 -0 to 10 inches: loamy coarse sand H2 -10 to 57 inches: loamy sand, loamy coarse sand H2 -10 to 57 inches: sand, coarse sand H3 -57 to 60 inches: H3 -57 to 60 inches: Properties and qualities Slope: 9 to 30 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Somewhat excessively drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Moderate (about 8.7 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 6e Hydrologic Soil Group: B Hydric soil rating: No Web Soil Survey National Cooperative Soil Survey 3/7/2020 Page 1 of2 Map Unit Description: Marina loamy coarse sand, 9 to 30 percent slopes---San Diego County Area, California Minor Components Corralitos Percent of map unit: 5 percent Hydric soil rating: No Carlsbad Percent of map unit: 5 percent Hydric soil rating: No Chesterton Percent of map unit: 5 percent Hydric soil rating: No Data Source Information Soil Survey Area: San Diego County Area, California Survey Area Data: Version 14, Sep 16, 2019 USDA Natural Resources ""em Conservation Service Web Soil Survey National Cooperative Soil Survey 3nl2020 Page 2 of 2 Soil Map-San Diego County Area, California Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI MIE Marina loamy coarse sand, 9 to 30 percent slopes Totals for Area of Interest USDA Natural Resources "'?ii Conservation Service Web Soil Survey National Cooperative Soil Survey Percent of AOI 1.8 1.8 100.0% 100.0% 3/712020 Page 3 of 3 ;: Hydrologic Soil Group-San Diego County Area, California ;: !;a (4464 Adams Street) ;,; !': !': s s 469410 469420 400<ro 469440 46948.) 469400 469470 469400 469400 469:lO 469510 4€ll520 46953) 469540 46959:J 46959J 33° 8' 45• N 33° 8' 46ft N I i I I i i i i I I I ; \; ~ 12 i I I I I 33° 8' 42• N 33° 8' 42n N 400410 40042 <1€8<13. 41:, .J 4ffl400 469400 469470 469400 40049:J 469:lO 469510 4€ll520 4695'.0 4695<IO 46959:J 46959J ;: ~ Map Scale: 1:740 W prinl:E . on A landscape (11" x 8.5") sheet !': Meters ~ N 0 10 2D 40 f,() A Feet 0 35 70 140 210 Map projection: Web Mercator Comermordinates: WGS84 Edge tics: IJTivl Zone llN WGS84 USDA Natural Resources Web Soil Survey 2/24/2020 "'ziii Conservation Service National Cooperative Soil Survey Page 1 of 4 Hydrologic Soil Group-San Diego County Area, California (4464 Adams Street) MAP LEGEND MAP INFORMATION Area of Interest (ADI) D Area of Interest (ADI) Soils Soil Rating Polygons ~A □ AID CI] B D BID D C D CID D D D Not rated or not available Soil Rating Lines ,,.V A -AID -B -BID -C -CID -D .,.:-f' Not rated or not available Soil Rating Points □ A [.! AID ■ B ■ BID USDA Natural Resources "'siii Conservation Service Ill □ C CID EJ D □ Not rated or not available _ Water Features Streams and Canals Transportation ++-t Rails ....,,,. Interstate Highways US Routes Major Roads Local Roads Background • Aerial Photography Web Soil Survey National Cooperative Soil Survey 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: San Diego County Area, California Survey Area Data: Version 14, Sep 16, 2019 Soil map units are labeled (as space allows) for map scales 1 :50,000 or larger. Date(s) aerial images were photographed: Nov 3, 2014-Nov 22, 2014 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. 2/24/2020 Page 2 of 4 Hydrologic Soil Group-San Diego County Area, California 4464 Adams Street Hydrologic Soil Group •. Map unit symbol Map unit name Rating Acres in AOI Percent of AOI MIE Marina loamy coarse B 1.7 sand, 9 to 30 percent slopes Totals for Area of Interest 1.7 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/0, B/D, and C/0). 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 USDA Natural Resources -= Conservation Service Web Soil Survey National Cooperative Soil Survey 100.0% 100.0% 2/24/2020 Page 3 of4 Hydrologic Soil Group-San Diego County Area, California Component Percent Cutoff: None Specified Tie-break Rule: Higher USDA Natural Resources .,,,_ Conservation Service Web Soil Survey Natiopal Cooperative Soil Survey 4464 Adams Street 2/24/2020 Page 4 of4 Exhibit E-FEMA Firmette Map Nationa l Flood Hazard Laye r FIRMette 0 250 500 1,000 1,500 Legelild SEE FIS REPORT FOR DETAILED LEGEND ANO INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD ,HAZARD AREAS Without Base Flood Elevation (BFE) Zont! A, V, A99 With BFE or Depth Zone AE, AO. Al/, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1 % annual chance flood with average depth less than one foot or with drainage areas of less than one square mile Zone x Future Conditions 1% Annual Chance Flood Hazard Zone x r ,I' i Area with Reduced Flood Risk due to ..-a.r,.:I,.;;~•-OTHER AREAS OF Levee. See Notes. zonex FLOOD HAZARD f' # 4' Area with Flood Risk due to Levee zone o ,<o SCREEN! Area of Minimal Flood Hazard Zone x ~ Effective LOMRs OTHER AREAS Area of Undetermined Flood Hazard zone D GENERAL Channel, Culvert, or Storm Sewer STRUCTURES I I I I I I I Levee, Dike, or Floodwall OTHER FEATURES MAP PANELS Cross Sections with 1% Annual Chance Water Surface Elevation ©---Coastal Transect -m-Base Flood Elevation Line (BFE) = Limit of Study ---Jurisdiction Boundary Coastal Transect Baseline Profile Baseline Hydrographic Feature Digital Data Available N No Digital Data Available Unmapped + The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information Is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 3/7/2020 at 10:15:04 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map Image Is void If the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Appendix A-Hydrologic Calculations & Maps 4464 Adams Street Hydrology Calculations Node Node Code 2 11 12 Code 6 12 13 Code 6 13 14 Total Node Node Code 2 31 32 Code6 32 33 Code 3 33 34 Code8 33 34 Code 3 34 35 Code8 62 35 Total Area (s.f.) 4859 9578 16449 30886 Area (s.f.) 5093 7875 8198 9720 30886 Existing Condition Hydrology Parameters Area (ac.) Elev Up (ft) Elev Down Length (ft) Slope (ft) Notes Area Imp %Imp C 0.112 106.3 90.0 100 16.3% 3044 63% 0.66 0.220 90.0 79.0 142 7.7% 2832 30% 0.45 0.378 79.0 66.5 224 5.6% 2987 18% 0.37 0.709 8863 Proposed Condition Hydrology Parameters Area (ac.) Elev Up (ft) Elev Down Length (ft) Slope (ft) Notes Area Imp %Imp C 0.117 106.3 91.4 108 13.8% 2683 53% 0.59 0.181 91.4 90.6 103 0.8% 4116 52% 0.59 86.6 81.0 143 3.9% 0.188 4774 58% 0.63 76.0 66.5 77 12.3% 0.223 0 0% 0.25 0.709 11573 County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event -6 Hours lsopluvial (inches) jP 6= 2.6 in San Diego County Hydrology Manual Date: June 2003 Table 3-1 Section: Page: RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient "C" Soil Tvne NRCS Elements County Elements %IMPER. A ~B~ O* ,;::;::;:J Undisturbed Natural Terrain (Natural) Permanent Open Space 0.20 0.25 Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 3 6 of26 C D 0.30 0.35 0.36 0.41 0.42 0.46 0.45 0.49 0.48 0.52 0.54 0.57 0.57 0.60 0.60 0.63 0.69 0.71 0.78 0.79 0.78 0.79 0.81 0.82 0.84 0.85 0.84 0.85 0.87 0.87 *The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU/A= dwelling units per acre NRCS = National Resources Conservation Service 3-6 ' ~-~~.- '"'\ I 12 ,\_.---~ ---~---....._ - '>·\,~: \ ~~--==--- LEGEND PROJECT BOUNDARY DRAINAGE BOUNDARY INTIALSUBAREA FlOWDlRECTION AREA HYDROLOGlC SOIL T'l'?E NOOE NUMBER CONDITION PREDEVE~~~~y MAP E HYD ESIDENC FOREsTgf Js STREET 4464 A CALIFORNIA TY OF CARLSBAD, h-23-202.lkl-4:.35 Cl DS\0003$1M>.dwgQFe ll:\Pto)lel Dcta\0003\Hyd\~\ ************************************************************************* *** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1239 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * 4464 Adams Street * * Ql00 Existing * * WO#0004-0001 * ************************************************************************* * FILE NAME: D:\AES\0003\EXl00.DAT TIME/DATE OF STUDY: 14:22 02/23/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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 FACTOR HIKE NO. (n} (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) 1 0.0150 30.0 2 17.0 0.0150 3 20.0 0.0150 4 0.0150 16.0 5 26.0 0.0150 6 44.0 0.0150 20.0 10.0 12.0 10.0 18.0 12.0 0.018/0.018/0.020 0.020/0.020/0.020 0.020/0.020/0.020 0.020/0.020/0.020 0.020/0.020/0.020 0.020/0.020/0.020 0.67 0.50 0.50 0.50 0.50 0.50 2.00 0.0313 0.167 1.50 0.0313 0.125 1.50 0.0313 0.125 1.50 0.0313 0.125 1.50 0.0313 0.125 1.50 0.0313 0.125 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth= 0.50 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.* ************************************************************************* *** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 rs CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 106.30 DOWNSTREAM ELEVATION(FEET) = 90.00 ELEVATION DIFFERENCE(FEET) = 16.30 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.676 .6600 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, rs USED IN Tc CALCULATIONJ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 6.850 NOTE: RAINFALL INTENSITY rs BASED ON Tc 5-MINUTE. SUBAREA RUNOFF(CFS) 0.51 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.51 ************************************************************************* *** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 rs CODE= 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION# 4 USED)<<<<< -------==-------====--==--=============================================== UPSTREAM ELEVATION(FEET) = 79.00 90.00 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET) = 142.00 STREET HALFWIDTH(FEET) = 16.00 CURB HEIGHT(INCHES) = 6.0 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 10.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.18 2.66 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) STREET FLOW TRAVEL TIME(MIN.) = 0.53 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 4.48 0.80 Tc(MIN.) 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. *USER SPECIFIED(SUBAREA): RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT 0.521 4.21 .4500 SUBAREA AREA(ACRES) TOTAL AREA(ACRES) = 0.22 0.3 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) 3.86 0.0150 0.85 0.68 1.18 FLOW VELOCITY(FEET/SEC.) = 4.44 DEPTH*VELOCITY(FT*FT/SEC.) = 0.90 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 13.00 = 242.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE= 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION# 3 USED)<<<<< ----------------==-==---------------===================================== UPSTREAM ELEVATION(FEET) = 66.50 79.00 DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = 224.00 STREET HALFWIDTH(FEET) = 20.00 CURB HEIGHT(INCHES) = 6.0 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 12.00 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 0.0150 1. 66 STREET FLOW DEPTH(FEET) = 0.23 5.38 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) STREET FLOW TRAVEL TIME(MIN.) = 0.92 100 YEAR RAINFALL INTENSITY(INCH/HOUR) *USER SPECIFIED(SUBAREA): 4.06 0.95 Tc (MIN.) 6.743 RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT 0.441 5.12 .3700 SUBAREA AREA(ACRES) 0.38 TOTAL AREA(ACRES) = 0.7 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) 6.15 0.94 2 .11 FLOW VELOCITY(FEET/SEC.) = 4.25 DEPTH*VELOCITY(FT*FT/SEC.) 1.06 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 14.00 = 466.00 FEET. ==========================-=====================---------=--------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 0 . 7 TC (MIN. ) 2.11 5.12 ==========================-=========-========---------------------------- END OF RATIONAL METHOD ANALYSIS Fusion Eng Tech 4231 Balboa Ave #619 San Diego CA DEVELOPED CONDITION HYDROLOGY MAP PROJECT BOUNDAAY DRAINAGE BOUNDARY INTIAl.SUBAREA FLOW DIRECTION AAEA HYDROLCGICSO!L 1YPE NOOE NUMBER MAP FORESTER RESIDENCE 4464 ADAMS STREET 1 OF - _________ _J _ _:C~ITY~O;,F;C~A;R;L;s;BA~D~,~C~A~Ll~F~O:R~N~IA~---1~1~ >.\e~;d O.•\ooo'\"""c,o\o,\oorot""',-,0,,,-.,,_,,,,.,.,., j (619) 736-2800 ************************************************************************* *** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1239 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * 4464 Adams Street * * Ql00 Proposed * * WO#0004-0001 * ************************************************************************* * FILE NAME: D:\AES\0003\PRl00.DAT TIME/DATE OF STUDY: 14:08 02/23/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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 FACTOR HIKE NO. (n) (FT) (FT) SIDE/ SIDE/ WAY (FT) (FT) (FT) (FT) ====== 1 0.0150 2 0.0150 3 30.0 17.0 20.0 10.0 12.0 10.0 18.0 12.0 0.018/0.018/0.020 0.020/0 .. 020/0.020 0.020/0.020/0.020 0.020/0.020/0.020 0.020/0.020/0.020 0.020/0.020/0.020 0.67 0.50 0.50 0.50 0.50 0.50 2.00 0.0313 0.167 0.0150 4 0.0150 20.0 16.0 5 26.0 0.0150 6 44.0 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth= 0.50 FEET 1.50 0.0313 0.125 1.50 0.0313 0.125 1.50 0.0313 0.125 1.50 0.0313 0.125 1.50 0.0313 0.125 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.* ************************************************************************* *** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 108.00 UPSTREAM ELEVATION(FEET) = 106.30 DOWNSTREAM ELEVATION(FEET) = 91.40 ELEVATION DIFFERENCE(FEET) = 14.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.261 .5900 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 100.00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) 0.47 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.47 ************************************************************************* *** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE= 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION# 4 USED)<<<<< UPSTREAM ELEVATION(FEET) = 90.60 91.40 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET) = 103.00 STREET HALFWIDTH(FEET) = 16.00 CURB HEIGHT(INCHES) = 6.0 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) -INSIDE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF= 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 10.00 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 6.27 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) STREET FLOW TRAVEL TIME(MIN.) = 1.07 100 YEAR RAINFALL INTENSITY(INCH/HOUR) *USER SPECIFIED(SUBAREA): 1.61 0.41 Tc(MIN.) 6.576 5.33 RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT S.C.S. CURVE NUMBER (AMC II) = 0 .5900 AREA-AVERAGE RUNOFF COEFFICIENT SUBAREA AREA(ACRES) 0.18 TOTAL AREA(ACRES) = 0.3 0.590 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) 7.45 0.0150 0.82 0.70 1.16 FLOW VELOCITY(FEET/SEC.) = 1.72 DEPTH*VELOCITY(FT*FT/SEC.) 0.47 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 33.00 = 211.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ----------------===-------=============================================== ELEVATION DATA: UPSTREAM(FEET) = 86.60 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 143.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 6.10 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 1.16 0.39 Tc(MIN.) = 5.72 81.00 1 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 31.00 TO NODE 34.00 354.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.282 *USER SPECIFIED(SUBAREA): RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF SUBAREA AREA(ACRES) TOTAL AREA(ACRES) = TC(MIN.) = 5.72 COEFFICIENT= 0.6055 0.19 SUBAREA RUNOFF(CFS) 0.5 TOTAL RUNOFF(CFS) = .6300 0.74 1.85 ************************************************************************* *** FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ======================================================--=======------=--- ELEVATION DATA: UPSTREAM(FEET) = 76.00 DOWNSTREAM(FEET) = FLOW LENGTH (FEET) =. 77. 00 MANNING'S N O. 013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 10.49 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 1.85 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE FEET. 0.12 Tc(MIN.) = 5.84 31. 00 TO NODE 35.00 = 66.50 1 431.00 ************************************************************************* *** FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< =============================================--------==------------------ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 6.197 *USER SPECIFIED(SUBAREA): RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT S.C.S. CURVE NUMBER (AMC II) 0 AREA-AVERAGE RUNOFF COEFFICIENT SUBAREA AREA(ACRES) 0.22 TOTAL AREA(ACRES) 0.7 TC(MIN.) 5.84 = 0.4937 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) .2500 0.35 2.17 =====================================--=--------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 0.7 2.17 TC(MIN.) 5.84 =----=============================================----------------------- END OF RATIONAL METHOD ANALYSIS Appendix B-Hydraulic Calculations • Channel Report I.~" HOPE FROM DRIVEWAY CATCH BASIN TO BMP Hydraflow Express Extension for Autodesk® AutoCAD® Civil 30® by Autodesk, Inc. <Name> Circular Diameter (ft) Invert Elev (ft) Slope(%) N-Value Calculations Compute by: Known Q (cfs) Elev (ft) = 0.67 = 100.00 = 6.12 = 0.012 Known Q = 1.85 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Ye (ft) Top Width (ft) EGL (ft) Saturday, Mar 7 2020 = 0.36 = 1.850 = 0.19 = 9.53 = 1.11 = 0.62 = 0.67 = 1.77 Section 101.00 --r------------------.--------------- ---··-•···---·--· -------· ----······-·-•···-·· -·---··--·--····-·-·· •• ---···---·····---·----··· ----··-··--·· ·············-- 100.75 -+-----------------+------------- V . ············••··••·······•·-··-•····· ---············ ·········· -··-. ·······-······· ·········•· -· ·····•·•· ........ ····-····-······· ···-·1=~=~=-===~===~ 100.25 -+-----------------t\------------f-- 99.75 ---"------------------L-------------- o 1 Reach (ft) • Channel Report Ia_,i HOPE FROM BMP TO CURB OUTLET Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. <Name> Circular Diameter (ft) Invert Elev (ft) Slope(%) N-Value Calculations Compute by: Known Q (cfs) Elev (ft) = 0.67 = 100.00 = 28.00 = 0.012 Known Q = 1.85 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Ye (ft) Top Width (ft) EGL (ft) Saturday, Mar 7 2020 = 0.24 = 1.850 = 0.11 = 16.25 = 0.86 = 0.62 = 0.64 = 4.34 Section 101.00 ~----------------~------------- 100.75 --+------------------!------------- 100.50 100.25 100.00 99.75 _L ________________ __.1. ____________ _ 0 Reach (ft) • • Channel Report 'STANDARD CURB OUTLET D-25 CAPACITY Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Monday, Jan 6 2020 <Name> Rectangular Bottom Width (ft) Total Depth (ft) Invert Elev (ft) Slope(%) N-Value Calculations Compute by: Known Q (cfs) Elev (ft) = 3.00 = 0.25 = 100.00 = 2.00 = 0.013 Known Q = 4.06 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Ye (ft) Top Width (ft) EGL (ft) = 0.24 = 4.060 = 0.72 = 5.64 = 3.48 = 0.25 = 3.00 = 0.73 101.00 ~---~----------,-------r--------r----.----.---------,-- '-----.. -···---------·---·---------·-------·----------------·- Depth (ft) 1.00 100.75 ---1----.......L..----1------+------1----------1----+------+-----+-0.75 100.50 ----l------1----1------\-----+------+----+----+------+-0.50 ______ , ____ ......, ____ ,_ ----·------.. ---~-------------... ·------~-...-...-- 100.00 --+---~---...... ----i-----+-----+------1----+-------t-0.00 99.75 ____J_ ___ .......L.. ___ .J..._ __ _L ___ ___,__ __ ---1 ___ __,_ ___ --'---------'----0.25 0 .5 1 1.5 2 2.5 3 3.5 4 Reach (ft)