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Home My WebLink AboutCDP 2020-0044; GIBSON FAMILY RESIDENCE; DRAINAGE REPORT; 2021-05-17DRAINAGE REPORT GIBSON FAMILY RESIDENCE HILLSIDE DRIVE CITY OF CARLSBAD CDP 2020-0044 DWG530-2A Prepared for: Gibson Family Trust 7089 Leeward Street Carlsbad, CA 92011 Prepared by: bltA , Inc. land planning, civil engineering, surveying 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 May 17, 2021 W.O. 1101-1456-600 Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 2 TABLE OF CONTENTS Chapter 1 – Discussion ....................................................................................................................................... 3 1.1 Vicinity Map .................................................................................................................................. 4 1.2 Purpose and Scope ........................................................................................................................ 5 1.3 Project Description ....................................................................................................................... 5 1.4 Existing Conditions ....................................................................................................................... 5 1.5 Developed Conditions .................................................................................................................. 6 1.6 Summary of Results ...................................................................................................................... 7 1.7 General Hydrologic Considerations ............................................................................................ 8 1.8 Study Method ................................................................................................................................ 9 1.9 Conclusions .................................................................................................................................. 10 2.0 Declaration of Responsible Charge .......................................................................................... 11 Chapter 2 – Existing & Developed Hydrology Maps ..................................................................................... 12 Chapter 3 – 100-Year Peak Flow Calculations ............................................................................................... 13 3.1 Offsite Hydrology Calculations .................................................................................................. 14 3.2 Existing Hydrology Calculations ................................................................................................ 16 3.3 Developed Hydrology Calculations (Undetained)................................................................... 20 3.4 Developed Hydrology Calculations (Detained) ....................................................................... 33 3.5 SDRSD D-01 Curb Inlet – Type A Sizing................................................................................. 46 Chapter 4 – Modified-Puls Detention Routing .............................................................................................. 48 4.1 Rational Method Hydrographs .................................................................................................. 49 4.2 Stage-Storage & Stage-Discharge Relationships ..................................................................... 51 4.3 Basin Outlet Details .................................................................................................................... 53 4.4 HEC-HMS Modified-Puls Routing Results ............................................................................. 54 4.5 85th Percentile Volumes .............................................................................................................. 55 Chapter 5 – References ..................................................................................................................................... 56 5.1 Methodology- Rational Method Peak Flow Determination ................................................... 57 5.2 Reference Maps & Plans ............................................................................................................ 58 Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 3 Chapter 1 Discussion Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 4 1.1 Vicinity Map NO SCALE VICINITY MAP NOT TO SCALE Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 5 1.2 Purpose and Scope The purpose of this report is to publish the results of hydrology and hydraulic computer analysis for the development of 4269 Hillside Drive, located in the City of Carlsbad. The proposed project is a 0.403-acre site. The scope is to study the existing and proposed hydrology, Stormwater Quality Management Best Management Practices (BMPs) and hydraulics as it influences the surrounding properties during a 100-year frequency storm event (Q100), and make recommendations to intercept, contain and convey Q100 to the historic point of discharge. 1.3 Project Description The Gibson Family Residence Project is a single-family residential development with associated improvements. The project is located in the City of Carlsbad (APN 206-160- 150). The project site is a 0.403‐acres vacant corner lot and is located southwest of the intersection of Hillside Drive and Park Drive. Furthermore, the site is bordered by a undeveloped lot to the south and a residential property under development to the west. The site location is shown on a Vicinity Map on page 4 of this report. Topographically, the generally rectangular-shaped lot is characterized by largely natural terrain that descends gently in a southeasterly direction. Existing slopes ascending to Hillside Drive and Park Drive mark the northern and eastern property lines. Elevations range from a high of approximately 79 feet near the northwest property corner to a low of approximately 67 feet near the southeast property corner. Onsite Vegetation range from ice plants to native grasses. A large protected Torrey Pine tree is in the southeast site corner. The onsite soil classification is Type A and Type B as determined from USDA Web Soil Survey (see References). 1.4 Existing Conditions Storm flows affecting the site are limited to the rainfall that lands directly on the property and an area south of Hillside Drive along the northerly property line. A concrete spillway constructed along the southerly curb in Hillside Drive directs 4.93 cfs of offsite flow from a 4.64 acres area into the property (see Offsite Hydrology Exhibit Chapter 3 & References Chapter 5). Site drainage will be improved to prevent offsite runoff from entering the property. In the existing condition, the project drains to one (1) Point of Compliance (POC 1) located near the southeast corner of the property, adjacent to Park Drive. Surface runoff sheet flows in a southeasterly direction towards the southeast corner of the property, where flow is concentrated into an existing natural earthen channel. Excessive scouring or erosion is not present. The lot to the west (Parcel 3 of Parcel Map 2108) is currently under development. Runoff from Parcel 1 and Parcel 3 will be diverted towards the southwest Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 6 corner of the property via a graded swale along the driveway on Parcel 1. The Existing Hydrology Exhibit shows runoff basins that will drain towards POC 1, located near southeast corner of the project site (Node 30). Table 1 summarizes the existing runoff information from the site. Refer to the Existing Hydrology Exhibit for drainage patterns, areas, and POC. Table 1 - Summary of Existing Peak Flows DISCHARGE LOCATION DRAINAGE AREA (AC) 100-YEAR PEAK FLOW (CFS) NODE 30 5.40 5.71 1.5 Developed Conditions The Gibson Family Residence Project proposes the development of a large single-family residential dwelling, a pool, onsite flatwork and biofiltration basin. Additional improvements will include an access driveway from Hillside Drive, 11-foot Type A curb inlet in Hillside Drive, Rip-Rap Energy Dissipators, and a temporary berm to prevent runoff from Parcel 1 entering project site. The proposed berm on Parcel 1 is to be constructed by others to prevent cross lot drainage from Parcel 1 onto Parcel 2 and it is not proposed grading. Two (2) POC have been identified in the developed condition. The Developed Hydrology Exhibit shows storm water runoff being routed to POC 1, located near the southeast corner of the project site, and POC 2 located near the northeast corner of the project on Hillside Drive. Storm water runoff will be routed to POC 2, located in a 48 inch storm drain in Hillside Drive through a proposed 18 inch storm drain. Prior to discharge, runoff is drained to an onsite receiving biofiltration basin for pollutant control and the 100-year storm event detention (see References). The disturbed area is approximately 0.564-acres. Approximately 0.255-acres will be impervious and 0.309-acres will be pervious. The majority of stormwater runoff from the project will be intercepted by private yard drains and conveyed into a biofiltration basin (BMP 1) near the northeast corner of the project, adjacent to the street intersection of Hillside Drive and Park Drive (Node 135 & Node 200). Treated flow will be released from BMP 1 through a proposed 8 inch storm drain to a proposed public catch basin near the northeast corner of the project site (Node 230). The area between Hillside Drive and the graded pad will be graded to drain easterly via a vegetated swale to the proposed public catch basin, where the flow will confluence with the flow from BMP 1. The catch basin will convey the intercepted runoff to an existing 48-inch storm drain in Hillside Drive (Node 280). The southeast corner of the property, below the graded pad will be graded to drain to a catch basin, which will discharge the flow to a Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 7 proposed rip-rap via a 6 inch storm drain. The graded fill slope along the southerly property line will daylight offsite onto Parcel 1 per Parcel Map 21808. Improvements along Park Drive will convey runoff in the curb and gutter per DWG 524-9 (see Reference), (Node 50). Developed site flow will mimic existing drainage conditions, and will discharge from the site near historical flow rates. Impervious surfaces have been minimized where feasible. Table 2 & 3 summarizes the expected cumulative 100-year peak flow rates (undetained and detained condition). Per the San Diego County rainfall isopluvial maps, the design 100-year rainfall depth for the site area is 2.69 inches. Refer to the Developed Hydrology Map for drainage patterns, areas, and Points of Compliance. Table 2 - Summary of Undetained Developed Peak Flow DISCHARGE LOCATION DRAINAGE AREA (AC) 100-YEAR PEAK FLOW (CFS) NODE 60 0.20 0.19 NODE 280 5.10 6.16 Table 3 - Summary of Detained Developed Peak Flow DISCHARGE LOCATION DRAINAGE AREA (AC) 100-YEAR PEAK FLOW (CFS) NODE 60 0.20 0.19 NODE 240 5.10 5.67 1.6 Summary of Results Table 4 compares the cumulative existing and developed peak flow conditions. Table 4 - Summary of Existing vs Developed Peak Flows DRAINAGE AREA (AC) 100-YEAR PEAK FLOW (CFS) EXISTING CONDITION 5.40 5.71 DEVELOPED CONDITION DETAINED 5.30 5.86 -0.10 0.15 DEVELOPED CONDITION UNDETAINED 5.30 6.35 Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 8 * The following areas were not included in the developed condition 100-year peak flow (undetained and detained) calculations. 1. Area between Hillside Drive and the graded pad 2. The graded fill slope along the southerly property line 3. Area encompassing improvements per DWG 524-9 1.7 General Hydrologic Considerations Rainfall Precipitation has been obtained from NOAA website at the coordinates of the project (Chapter 5-References). Rainfall was developed using the 2003 San Diego County Hydrology Manual (SDCHM), where “t” is made equal to the time of concentration to maximize peak flow. However, longer durations up to 360 minutes area used to build the complete hydrograph (precipitation distribution for the 100-year, 6-hour storm event). The 6-hour storm is distributed according to the methodology explained in the SDCHM, where the peak precipitation starts four hours after the beginning of the storm (see intensity tables in Chapter 5-References). HEC-HMS allows for hydrology input time steps of 1, 2, 3, 4, 5, 6, 10, 15 & 20 minutes. Rational Method analysis input was used to determine inflow hydrograph using the 2/3’s 1/3 distribution as detailed on pages 4-2 and 4-3 of the 2003 SDCHM. The time of concentration (Tc) used for the construction of these hydrographs was rounded to the nearest time interval that HEC-HMS could accept. The peak flow remains as per the modified rational method analysis and is not reduced (or increased) from this hydrograph development accordingly. HEC-HMS uses an elevation-storage-discharge function to model the basin volume (stage- storage) and basin discharge (stage-discharge) relationships, the available storage volume provided by WQ units. Rational method hydrographs, stage-storage, and stage-discharge relationships and HEC- HMS model output is provided in Chapter 4 of this report. Developed Condition Hydrograph Determination Developed condition runoff hydrographs were generated using the Rational Method Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 9 Hydrograph Procedure discussed in the Section 6-Rational Method Hydrograph Procedure of the SDCHM. There hydrographs were then entered into the developed condition HEC-HMS model. 1.8 Study Method The method of analysis was based on the Rational Method according to the San Diego County Hydrology Manual (SDCHM). The Hydrology and Hydraulic Analysis were done on Hydro Soft by Advanced Engineering Software 2014. The study considers the runoff for a 100-year storm frequency. Methodology used for the computation of design rainfall events, runoff coefficients, and rainfall intensity values are consistent with criteria set forth in the “2003 County of San Diego Drainage Design Manual.” A more detailed explanation of methodology used for this analysis is listed in Chapter 5 – References of this report. Drainage basin areas were determined from the topography and proposed grades shown on the Preliminary Grading Plan. The Rational Method for this project provided the following variable coefficients: Rainfall Intensity – Initial time of concentration (Tc) values based on Table 3-2 of the SDCHM. Rainfall Isopluvial Maps from the SDCHM were used to determine P6 for 100- year storm, see References. I = 7.44x(P6)x(Tc)- 0.645 P6 for 100-year storm =2.69 inches Runoff Coefficient - In accordance with the County of San Diego standards, runoff coefficients were based on land use and soil type. The soil conditions used in this study are consistent with Type-A and Type-B soil qualities. An appropriate runoff coefficient (C) for each type of land use in the subarea was selected from Table 3-1 of SDCHM and multiplied by the percentage of total area (A) included in that class. The sum of the products for all land uses is the weighted runoff coefficient (∑[CA]). The Proposed Hydrology Exhibit shows the offsite area, proposed on-site drainage system, on- site subareas, and nodal points. Table 5 summarizes the composite C-values calculated in the existing and proposed conditions. Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 10 Table 5 - Composite Runoff Coefficient Value Calculations UP NODE DOWN NODE TOTAL AREA (AC) C1 A1 (AC) C2 A2 (AC) Ccomp 10 20 0.103 0.23 0.103 0.87 0.000 0.23 20 30 0.628 0.23 0.628 0.87 0.000 0.23 EXISTING HYDROLOGY UP NODE DOWN NODE TOTAL AREA (AC) C1 A1 (AC)C2 A2 (AC) Ccomp 10 20 0.102 0.23 0.102 0.87 0.000 0.23 20 30 0.043 0.23 0.043 0.87 0.000 0.23 40 50 0.034 0.23 0.034 0.87 0.000 0.23 70 80 0.025 0.23 0.010 0.87 0.011 0.48 90 120 0.125 0.23 0.041 0.87 0.084 0.66 130 135 0.055 0.23 0.027 0.87 0.027 0.55 140 150 0.044 0.32 0.023 0.87 0.021 0.58 155 160 0.068 0.23 0.007 0.87 0.061 0.81 160 200 0.083 0.23 0.027 0.87 0.056 0.66 220 230 0.086 0.23 0.083 0.87 0.003 0.25 PROPOSED HYDROLOGY Notes: C-values taken from Table 3-1 of San Diego County Hydrology Manual, consistent with on- site existing soil types from the USDA Web Soil Survey. See References. 1.9 Conclusion The Gibson Family Residence Hillside Drive Project satisfies the drainage requirements of the City of Carlsbad. All storm drain facilities have been sized to convey the 100-year storm event without any adverse effects. The biofiltration basin is adequately sized for flow attenuation and any increase in runoff due to increased impervious area is fully mitigated. Furthermore, project will result in decreasing the 100-year storm peak discharge from 6.16 cfs to 5.67 cfs at POC 2. Based on this conclusion, runoff released from the proposed project site will unlikely cause any adverse impact to downstream water bodies or existing habitat integrity. Sediment will likely be reduced upon site development. 2.0 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 City of Carlsbad is confined to a review only and does not relieve me, as Engineer of Work, of my responsibilities for project design. Bruce L. Rice R.C.E. 60676 Expires 12/31/22 CibsoN FAMily REsidENCE HillsidE DRiVE (CDP 2020--0044) DRAiNA~E REpORT bl-IA, Inc. 11 Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 12 Chapter 2 Existing & Developed Hydrology Maps LEGEND K:\Civil 3D\1456\_GIBSON PROJECT\DWG\HYDRO\1456 - Exist. Hydro - Offsite.dwg, 5/17/2021 3:51:49 PM, DWG To PDF.pc3 -....... • 0 ~ \ ~ \ ~ ' / 200' 1 oo' o' 200' 400' 500' 1"""""""1111111111 ~-~1111111111"""1 SCALE: 1" = 200' - BRUCE L. RICE NO. 60676 C[Vl OF CA bl-lA,lnc. land planning, cMI englnee~ng, suiveylng 5115 AVENI0A ENCINAS SUITE "L" CARLSBAD, CA. 92008-4387 (760) 931-8700 SURF ACE NODE SURF ACE RUNOFF {CFS) ELEVATION BASIN AREA {ACRES) COMPOSITE RUNOFF COEFFICIENT BASIN BOUNDARY FLOWLINE EL=78.33 @ C=O.23 OFFS/TE FLOW EXHIBIT: GIBSON FAMILY RESIDENCE HILLSIDE DRIVE (PARCEL2 OF PM 21808) CITY OF CARLSBAD, CALIFORNIA SHEET 1 OF 1 LEGEND SUMMARY OF RESULTS K:\Civil 3D\1456\_GIBSON PROJECT\DWG\HYDRO\1456 - Exist. Hydro.dwg, 5/17/2021 3:49:29 PM, DWG To PDF.pc3 \ 10' 5' 1 o· 20' 30' SCALE: 1" = 1 o· ' I ' I I ' ' I ' I \ ' ' \ \ ' ' ' ' ' ' ' ' ' ' ' I EL=B0.60 ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' I ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' \ ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' K: \Civil 30\1456\_GIBS0N PR0JECT\DWG\HY0R0\ 1456 -Exist. Hydro.dwg Moy 17, 2021 -3:49pm ' ' ' ' ' ' \ \ ' --f-792 ' ' ' ' ' ' ' ' ' ' ' ' ' ~ ' ' I I I ' ' ' I I I ' ' r::f::J ' ' I I ' ' 0 \i~ ' ' ' I I ' ' ' I I ' ' ' ' ' \ ' ' ' ' ' \ \ (.) N ~e Cw, ' ' ' \ \ \ ' ' ' ' ' \ EXISTING CONDITION 100-YEAR PEAK FLOW \ \ I I I I I ' I I I I I ' I ' I I I ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' If/ ~ ' ' ' ' ' ' ' \ \ DISCHARGE DRAINAGE AREA 100-YEAR PEAK LOCATION (ACl FLOW (CFSl NOOE30 5.40 5.71 ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ---1 - ··•-..... ... _...., __________ _.., __ _ EL=74.00 ~__,.,------1 @v CC=0.23 ---- ----------- ------ PARCEL 1 PM21808 I BRUCE L RICE NO. 80878 C!Vl\. OF Ct." bl-lA,lnc. land planning, clllil engl11ee~ng, $1.ll"lleylng 5115 AVENIDA ENCINAS SUITE "L" CARLSBAD, CA. 92008-4387 (760) 931-8700 ' ' ' ' ' ' ' ' ' ' ' ' ' ' SURFACE NODE ' ' \ SURFACE RUNOFF (CFS) ELEVATION BASIN AREA (ACRES) \ \ . . \ . . \ \ 'S \ \ <I;,,. \ \ . . \ \ .. . \ . . \ • . COMPOSITE RUNOFF COEFFICIENT BASIN BOUNDARY PROJECT BOUNDARY EL=66.44 c§v C=0.23 FLOWLINE . ·--~---~- EXISTING HYDROLOGY: GIBSON FAMILY RESIDENCE HILLSIDE DRIVE (PARCEL 2 OF PM 21808) CITY Or CARLSBAD, CALIFORNIA SHEET 1 OF 1 8')'6#6'& 59#.' LEGEND SUMMARY OF RESULTS SURFACE NODE SURFACE RUNOFF (CFS) ELEVATION PIPE NODE PIPE FLOW (CFS) INVERT ELEVATION BASIN AREA (ACRES) COMPOSITE RUNOFF COEFFICIENT BASIN BOUNDARY PROJECT BOUNDARY FLOWLINE ONSITE STORM DRAIN BUILDING & ROOF CONCRETE POOL AREA DECOMPOSED GRANITE ---SD EL=70.00 @ D.8.3 IE=74.69 ~ C=0.23 / \ \ \ EL=B0.61 K: \Civil 30\1456\_GIBS0N PR0JECT\DWG\HY0R0\ 1456 -Prop. Hydro.dwg May 20, 2021 -4:04pm \ \ ' \ \, - ' ' ' ' ' ' ' 0.043 . ' . ' . ' ' ' \ C=0.2J ' ' ' ' ' \ \ ' \ ' \ ' \ \ ' \ \ \ \ ' ' ' ' ' ' ' ' ' ' ' ' ' \ ' ' \ ' \ ' ' \ ' ' ' ' \ \ \ \ ~ ct:) \ 0 · .. ~ ct:)', ~~ ~e, Cw. \ . . I . ' ,. "' . ~/. ; 1,,..:---.... ,.~- • ~ , . ; • f • • , ; . '• . ·4 4 • ./ 4 y • 4 .• 4 UN DETAINED DEVELOPED CONDITION 100-YEAR PEAK DISCHARGE DRAINAGE AREA 100-YEAR PEAK LOCATION IACl FLOW (CFS\ NODE60 0.20 0.19 NODE280 5.10 6.16 DETAINED DEVELOPED CONDITION 100-YEAR PEAK FLOW DISCHARGE DRAINAGE AREA 100-YEAR PEAK LOCATION (AC\ FLOW (CFS\ NODE230 0.20 0.19 NODE280 5.10 5.67 PARCEL 1 PM21808 I BRUCE L RICE NO. 80878 C!Vl\. OF Ct." 1 o· bl-lA,lnc. land planning, clllil engl11ee~ng, $1JNeylng 5115 AVENIDA ENCINAS SUITE "L" CARLSBAD, CA. 92008-4387 (760) 931-8700 5' o· I a'/ ~I . I II i I I I ~I -sr ~1 I I I \ \ . . \ . . \ \ 'S \ \ <I;,,_ \ \ . . \ 1 o· \ .. . \ . . \ SCALE: 1 " = 1 O' •. 20' DEVELOPED HYDROLOGY: GIBSON FAMILY RESIDENCE HILLSIDE DRIVE (PARCEL 2 OF PM 21808) CITY Or CARLSBAD, CALIFORNIA SHEET 1 OF 1 30' Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 13 Chapter 3 100-Year Peak Flow Calculations Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 14 3.1 Offsite Hydrology Calculations 100-YEAR STORM ************************************************************************************* RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1459 Analysis prepared by: BHA Inc 5115 Avenida Encinas, Suite L Carlsbad, CA 92008 ************************** DESCRIPTION OF STUDY ************************** * OFFSITE FLOW 100 YEAR STORM * * GIBSON FAMILY RESIDENCE * * 4269 HILLSIDE DRIVE, CARLSBAD CA (JN 1101-1456-600) * ************************************************************************** FILE NAME: K:\HYDRO\1456NEW\1456O100.DAT TIME/DATE OF STUDY: 14:21 05/17/2021 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.690 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 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 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.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2300 S.C.S. CURVE NUMBER (AMC II) = 0 Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 15 INITIAL SUBAREA FLOW-LENGTH(FEET) = 96.00 UPSTREAM ELEVATION(FEET) = 167.00 DOWNSTREAM ELEVATION(FEET) = 150.00 ELEVATION DIFFERENCE(FEET) = 17.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.122 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.641 SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.15 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 150.00 DOWNSTREAM ELEVATION(FEET) = 78.00 STREET LENGTH(FEET) = 887.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.76 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.39 STREET FLOW TRAVEL TIME(MIN.) = 2.57 Tc(MIN.) = 9.69 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.626 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2300 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.230 SUBAREA AREA(ACRES) = 4.52 SUBAREA RUNOFF(CFS) = 4.81 TOTAL AREA(ACRES) = 4.6 PEAK FLOW RATE(CFS) = 4.93 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 7.97 FLOW VELOCITY(FEET/SEC.) = 6.55 DEPTH*VELOCITY(FT*FT/SEC.) = 1.87 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 983.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.6 TC(MIN.) = 9.69 PEAK FLOW RATE(CFS) = 4.93 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 16 3.2 Existing Hydrology Calculations 100-YEAR STORM ************************************************************************************* RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1459 Analysis prepared by: BHA Inc 5115 Avenida Encinas, Suite L Carlsbad, CA 92008 ************************** DESCRIPTION OF STUDY ************************** * EXISTING 100 YEAR STORM HYDROLOGY * * GIBSON FAMILY RESIDENCE * * 4269 HILLSIDE DRIVE, CARLSBAD CA (JN 1101-1456-600) * ************************************************************************** FILE NAME: K:\HYDRO\1456NEW\1456E100.DAT TIME/DATE OF STUDY: 13:04 05/17/2021 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.690 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 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 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.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2300 S.C.S. CURVE NUMBER (AMC II) = 0 Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 17 INITIAL SUBAREA FLOW-LENGTH(FEET) = 95.00 UPSTREAM ELEVATION(FEET) = 80.61 DOWNSTREAM ELEVATION(FEET) = 74.00 ELEVATION DIFFERENCE(FEET) = 6.61 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.996 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.236 SUBAREA RUNOFF(CFS) = 0.12 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.12 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 74.00 DOWNSTREAM(FEET) = 66.44 CHANNEL LENGTH THRU SUBAREA(FEET) = 148.00 CHANNEL SLOPE = 0.0511 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.776 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2300 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.47 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.01 AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 1.22 Tc(MIN.) = 9.22 SUBAREA AREA(ACRES) = 0.63 SUBAREA RUNOFF(CFS) = 0.69 AREA-AVERAGE RUNOFF COEFFICIENT = 0.230 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 0.80 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.13 FLOW VELOCITY(FEET/SEC.) = 2.40 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 243.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.22 RAINFALL INTENSITY(INCH/HR) = 4.78 TOTAL STREAM AREA(ACRES) = 0.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.80 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2300 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 96.00 UPSTREAM ELEVATION(FEET) = 167.00 DOWNSTREAM ELEVATION(FEET) = 150.00 ELEVATION DIFFERENCE(FEET) = 17.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.122 Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 18 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.641 SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.15 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 150.00 DOWNSTREAM ELEVATION(FEET) = 78.33 STREET LENGTH(FEET) = 887.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.76 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.39 STREET FLOW TRAVEL TIME(MIN.) = 2.57 Tc(MIN.) = 9.69 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.626 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2300 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.230 SUBAREA AREA(ACRES) = 4.52 SUBAREA RUNOFF(CFS) = 4.81 TOTAL AREA(ACRES) = 4.6 PEAK FLOW RATE(CFS) = 4.93 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 7.97 FLOW VELOCITY(FEET/SEC.) = 6.55 DEPTH*VELOCITY(FT*FT/SEC.) = 1.87 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 60.00 = 983.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 30.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.69 RAINFALL INTENSITY(INCH/HR) = 4.63 TOTAL STREAM AREA(ACRES) = 4.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.93 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.80 9.22 4.776 0.73 2 4.93 9.69 4.626 4.64 Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 19 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.50 9.22 4.776 2 5.71 9.69 4.626 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.71 Tc(MIN.) = 9.69 TOTAL AREA(ACRES) = 5.4 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 30.00 = 983.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 5.4 TC(MIN.) = 9.69 PEAK FLOW RATE(CFS) = 5.71 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 20 3.3 Developed Hydrology Calculations - Undetained 100-YEAR STORM ************************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1459 Analysis prepared by: BHA Inc 5115 Avenida Encinas, Suite L Carlsbad, CA 92008 ************************** DESCRIPTION OF STUDY ************************** * DEVELOPED 100 YEAR STORM HYDROLOGY - UNDETAINED * * GIBSON FAMILY RESIDENCE * * 4269 HILLSIDE DRIVE, CARLSBAD CA (JN 1101-1456-600) * ************************************************************************** FILE NAME: K:\HYDRO\1456NEW\1456P100.DAT TIME/DATE OF STUDY: 14:33 05/20/2021 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.690 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 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 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.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2300 S.C.S. CURVE NUMBER (AMC II) = 0 Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = 85.00 UPSTREAM ELEVATION(FEET) = 80.61 DOWNSTREAM ELEVATION(FEET) = 78.51 ELEVATION DIFFERENCE(FEET) = 2.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 10.680 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.344 SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.10 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 78.51 DOWNSTREAM(FEET) = 77.05 CHANNEL LENGTH THRU SUBAREA(FEET) = 60.00 CHANNEL SLOPE = 0.0243 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.018 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2300 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.12 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.73 AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 1.37 Tc(MIN.) = 12.06 SUBAREA AREA(ACRES) = 0.04 SUBAREA RUNOFF(CFS) = 0.04 AREA-AVERAGE RUNOFF COEFFICIENT = 0.230 TOTAL AREA(ACRES) = 0.1 PEAK FLOW RATE(CFS) = 0.13 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET/SEC.) = 0.80 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 145.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.06 RAINFALL INTENSITY(INCH/HR) = 4.02 TOTAL STREAM AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.13 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2300 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 45.00 UPSTREAM ELEVATION(FEET) = 77.00 DOWNSTREAM ELEVATION(FEET) = 73.00 ELEVATION DIFFERENCE(FEET) = 4.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.072 Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 22 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.023 SUBAREA RUNOFF(CFS) = 0.05 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.05 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 5.00 RAIN INTENSITY(INCH/HOUR) = 7.09 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.10 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 69.00 DOWNSTREAM(FEET) = 68.00 FLOW LENGTH(FEET) = 13.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.53 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.10 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 5.05 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 60.00 = 58.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.05 RAINFALL INTENSITY(INCH/HR) = 7.04 TOTAL STREAM AREA(ACRES) = 0.03 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.10 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.13 12.06 4.018 0.14 2 0.10 5.05 7.044 0.03 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.16 5.05 7.044 2 0.19 12.06 4.018 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.19 Tc(MIN.) = 12.06 TOTAL AREA(ACRES) = 0.2 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 145.00 FEET. Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 23 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4800 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 80.50 DOWNSTREAM ELEVATION(FEET) = 76.04 ELEVATION DIFFERENCE(FEET) = 4.46 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.780 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.823 SUBAREA RUNOFF(CFS) = 0.07 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.07 **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 100.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6600 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 45.00 UPSTREAM ELEVATION(FEET) = 77.23 DOWNSTREAM ELEVATION(FEET) = 76.00 ELEVATION DIFFERENCE(FEET) = 1.23 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.800 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.087 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.58 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.58 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 75.00 DOWNSTREAM(FEET) = 74.81 FLOW LENGTH(FEET) = 32.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 4.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.78 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.58 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 3.99 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 110.00 = 77.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 74.81 DOWNSTREAM(FEET) = 74.62 FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 5.2 INCHES Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 24 PIPE-FLOW VELOCITY(FEET/SEC.) = 2.44 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.58 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 4.29 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 120.00 = 121.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 74.62 DOWNSTREAM(FEET) = 74.20 FLOW LENGTH(FEET) = 59.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 4.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.97 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.58 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 4.62 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 130.00 = 180.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.087 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6264 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 0.80 TC(MIN.) = 4.62 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 135.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 74.20 DOWNSTREAM(FEET) = 74.10 FLOW LENGTH(FEET) = 7.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 4.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.14 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.80 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 4.65 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 135.00 = 187.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 135.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.087 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2300 Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 25 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6136 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.01 TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 0.81 TC(MIN.) = 4.65 **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 135.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.087 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2300 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5940 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.02 TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 0.83 TC(MIN.) = 4.65 **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 135.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 4.65 RAINFALL INTENSITY(INCH/HR) = 7.09 TOTAL STREAM AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.83 **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 150.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5600 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 38.00 UPSTREAM ELEVATION(FEET) = 77.00 DOWNSTREAM ELEVATION(FEET) = 76.50 ELEVATION DIFFERENCE(FEET) = 0.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.468 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.690 SUBAREA RUNOFF(CFS) = 0.16 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.16 **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 155.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 75.50 DOWNSTREAM(FEET) = 75.26 FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 2.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.06 Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 26 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.16 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 5.74 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 155.00 = 72.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.482 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7118 SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.36 TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = 0.52 TC(MIN.) = 5.74 **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 160.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 75.26 DOWNSTREAM(FEET) = 75.05 FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 4.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.65 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.52 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 5.97 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 160.00 = 108.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 170.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 75.05 DOWNSTREAM(FEET) = 74.69 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 3.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.01 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.52 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 6.22 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 170.00 = 153.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.158 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6897 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.34 Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 27 TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 0.83 TC(MIN.) = 6.22 **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 74.69 DOWNSTREAM(FEET) = 74.53 FLOW LENGTH(FEET) = 26.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 5.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.99 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.83 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 6.36 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 180.00 = 179.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 190.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 74.53 DOWNSTREAM(FEET) = 74.34 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 5.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.03 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.83 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 6.53 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 190.00 = 209.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 200.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 74.34 DOWNSTREAM(FEET) = 74.10 FLOW LENGTH(FEET) = 4.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 2.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.15 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.83 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 6.54 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 200.00 = 213.00 FEET. +--------------------------------------------------------------------------+ | | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 28 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.54 RAINFALL INTENSITY(INCH/HR) = 5.96 TOTAL STREAM AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.83 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.83 4.65 7.087 0.20 2 0.83 6.54 5.962 0.19 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 1.41 4.65 7.087 2 1.52 6.54 5.962 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.52 Tc(MIN.) = 6.54 TOTAL AREA(ACRES) = 0.4 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 200.00 = 213.00 FEET. +--------------------------------------------------------------------------+ | EXIT BIOFILTATION BASIN | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 230.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 70.00 DOWNSTREAM(FEET) = 69.90 FLOW LENGTH(FEET) = 12.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 10.0 INCH PIPE IS 6.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.96 GIVEN PIPE DIAMETER(INCH) = 10.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.52 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 6.59 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 230.00 = 225.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.59 RAINFALL INTENSITY(INCH/HR) = 5.93 TOTAL STREAM AREA(ACRES) = 0.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.52 Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 29 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 230.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 80.00 DOWNSTREAM ELEVATION(FEET) = 76.00 ELEVATION DIFFERENCE(FEET) = 4.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.639 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.641 SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.10 **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.64 RAINFALL INTENSITY(INCH/HR) = 4.64 TOTAL STREAM AREA(ACRES) = 0.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.10 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.52 6.59 5.933 0.39 2 0.10 9.64 4.641 0.09 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 1.59 6.59 5.933 2 1.29 9.64 4.641 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.59 Tc(MIN.) = 6.59 TOTAL AREA(ACRES) = 0.5 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 230.00 = 225.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 270.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 69.90 DOWNSTREAM(FEET) = 68.74 FLOW LENGTH(FEET) = 5.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.39 Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 30 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.59 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 6.59 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 270.00 = 230.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.59 RAINFALL INTENSITY(INCH/HR) = 5.93 TOTAL STREAM AREA(ACRES) = 0.48 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.59 **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 250.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2300 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 96.00 UPSTREAM ELEVATION(FEET) = 167.00 DOWNSTREAM ELEVATION(FEET) = 150.00 ELEVATION DIFFERENCE(FEET) = 17.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.122 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.641 SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.15 **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 260.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 150.00 DOWNSTREAM ELEVATION(FEET) = 78.33 STREET LENGTH(FEET) = 887.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.76 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.39 STREET FLOW TRAVEL TIME(MIN.) = 2.56 Tc(MIN.) = 9.69 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.626 Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 31 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2300 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.230 SUBAREA AREA(ACRES) = 4.52 SUBAREA RUNOFF(CFS) = 4.81 TOTAL AREA(ACRES) = 4.6 PEAK FLOW RATE(CFS) = 4.94 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 7.97 FLOW VELOCITY(FEET/SEC.) = 6.56 DEPTH*VELOCITY(FT*FT/SEC.) = 1.87 LONGEST FLOWPATH FROM NODE 240.00 TO NODE 260.00 = 983.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 260.00 TO NODE 270.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 73.20 DOWNSTREAM(FEET) = 68.82 FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.03 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.94 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 9.84 LONGEST FLOWPATH FROM NODE 240.00 TO NODE 270.00 = 1078.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.84 RAINFALL INTENSITY(INCH/HR) = 4.58 TOTAL STREAM AREA(ACRES) = 4.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.94 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.59 6.59 5.929 0.48 2 4.94 9.84 4.578 4.64 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.90 6.59 5.929 2 6.16 9.84 4.578 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.16 Tc(MIN.) = 9.84 TOTAL AREA(ACRES) = 5.1 LONGEST FLOWPATH FROM NODE 240.00 TO NODE 270.00 = 1078.00 FEET. Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 32 **************************************************************************** FLOW PROCESS FROM NODE 270.00 TO NODE 280.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 68.82 DOWNSTREAM(FEET) = 67.62 FLOW LENGTH(FEET) = 26.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.68 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.16 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 9.89 LONGEST FLOWPATH FROM NODE 240.00 TO NODE 280.00 = 1104.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 5.1 TC(MIN.) = 9.89 PEAK FLOW RATE(CFS) = 6.16 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 33 3.3 Developed Hydrology Calculations - Detained 100-YEAR STORM ************************************************************************************* RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1459 Analysis prepared by: BHA Inc 5115 Avenida Encinas, Suite L Carlsbad, CA 92008 ************************** DESCRIPTION OF STUDY ************************** * DEVELOPED 100 YEAR STORM HYDROLOGY - DETAINED * * GIBSON FAMILY RESIDENCE * * 4269 HILLSIDE DRIVE, CARLSBAD CA (JN 1101-1456-600) * ************************************************************************** FILE NAME: K:\HYDRO\1456NEW\1456D100.DAT TIME/DATE OF STUDY: 14:44 05/20/2021 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.690 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 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 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.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2300 S.C.S. CURVE NUMBER (AMC II) = 0 Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 34 INITIAL SUBAREA FLOW-LENGTH(FEET) = 85.00 UPSTREAM ELEVATION(FEET) = 80.61 DOWNSTREAM ELEVATION(FEET) = 78.51 ELEVATION DIFFERENCE(FEET) = 2.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 10.680 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.344 SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.10 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 78.51 DOWNSTREAM(FEET) = 77.05 CHANNEL LENGTH THRU SUBAREA(FEET) = 60.00 CHANNEL SLOPE = 0.0243 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.018 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2300 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.12 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.73 AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 1.37 Tc(MIN.) = 12.06 SUBAREA AREA(ACRES) = 0.04 SUBAREA RUNOFF(CFS) = 0.04 AREA-AVERAGE RUNOFF COEFFICIENT = 0.230 TOTAL AREA(ACRES) = 0.1 PEAK FLOW RATE(CFS) = 0.13 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET/SEC.) = 0.80 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 145.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.06 RAINFALL INTENSITY(INCH/HR) = 4.02 TOTAL STREAM AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.13 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2300 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 45.00 UPSTREAM ELEVATION(FEET) = 77.00 DOWNSTREAM ELEVATION(FEET) = 73.00 ELEVATION DIFFERENCE(FEET) = 4.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.072 Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 35 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.023 SUBAREA RUNOFF(CFS) = 0.05 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.05 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 5.00 RAIN INTENSITY(INCH/HOUR) = 7.09 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.10 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 69.00 DOWNSTREAM(FEET) = 68.00 FLOW LENGTH(FEET) = 13.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.53 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.10 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 5.05 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 60.00 = 58.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.05 RAINFALL INTENSITY(INCH/HR) = 7.04 TOTAL STREAM AREA(ACRES) = 0.03 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.10 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.13 12.06 4.018 0.14 2 0.10 5.05 7.044 0.03 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.16 5.05 7.044 2 0.19 12.06 4.018 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.19 Tc(MIN.) = 12.06 TOTAL AREA(ACRES) = 0.2 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 145.00 FEET. Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 36 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4800 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 80.50 DOWNSTREAM ELEVATION(FEET) = 76.04 ELEVATION DIFFERENCE(FEET) = 4.46 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.780 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.823 SUBAREA RUNOFF(CFS) = 0.07 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.07 **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 100.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6600 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 45.00 UPSTREAM ELEVATION(FEET) = 77.23 DOWNSTREAM ELEVATION(FEET) = 76.00 ELEVATION DIFFERENCE(FEET) = 1.23 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.800 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.087 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.58 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.58 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 75.00 DOWNSTREAM(FEET) = 74.81 FLOW LENGTH(FEET) = 32.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 4.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.78 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.58 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 3.99 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 110.00 = 77.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 74.81 DOWNSTREAM(FEET) = 74.62 FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 5.2 INCHES Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 37 PIPE-FLOW VELOCITY(FEET/SEC.) = 2.44 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.58 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 4.29 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 120.00 = 121.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 74.62 DOWNSTREAM(FEET) = 74.20 FLOW LENGTH(FEET) = 59.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 4.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.97 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.58 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 4.62 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 130.00 = 180.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.087 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6264 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 0.80 TC(MIN.) = 4.62 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 135.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 74.20 DOWNSTREAM(FEET) = 74.10 FLOW LENGTH(FEET) = 7.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 4.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.14 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.80 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 4.65 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 135.00 = 187.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 135.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.087 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2300 Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 38 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6136 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.01 TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 0.81 TC(MIN.) = 4.65 **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 135.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.087 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2300 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5940 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.02 TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 0.83 TC(MIN.) = 4.65 **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 135.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 4.65 RAINFALL INTENSITY(INCH/HR) = 7.09 TOTAL STREAM AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.83 **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 150.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5600 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 38.00 UPSTREAM ELEVATION(FEET) = 77.00 DOWNSTREAM ELEVATION(FEET) = 76.50 ELEVATION DIFFERENCE(FEET) = 0.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.468 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.690 SUBAREA RUNOFF(CFS) = 0.16 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.16 **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 155.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 75.50 DOWNSTREAM(FEET) = 75.26 FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 2.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.06 Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 39 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.16 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 5.74 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 155.00 = 72.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.482 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7118 SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.36 TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = 0.52 TC(MIN.) = 5.74 **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 160.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 75.26 DOWNSTREAM(FEET) = 75.05 FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 4.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.65 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.52 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 5.97 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 160.00 = 108.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 170.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 75.05 DOWNSTREAM(FEET) = 74.69 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 3.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.01 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.52 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 6.22 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 170.00 = 153.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.158 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6897 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.34 Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 40 TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 0.83 TC(MIN.) = 6.22 **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 74.69 DOWNSTREAM(FEET) = 74.53 FLOW LENGTH(FEET) = 26.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 5.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.99 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.83 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 6.36 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 180.00 = 179.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 190.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 74.53 DOWNSTREAM(FEET) = 74.34 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 5.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.03 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.83 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 6.53 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 190.00 = 209.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 200.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 74.34 DOWNSTREAM(FEET) = 74.10 FLOW LENGTH(FEET) = 4.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 2.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.15 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.83 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 6.54 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 200.00 = 213.00 FEET. +--------------------------------------------------------------------------+ | | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 41 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.54 RAINFALL INTENSITY(INCH/HR) = 5.96 TOTAL STREAM AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.83 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.83 4.65 7.087 0.20 2 0.83 6.54 5.962 0.19 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 1.41 4.65 7.087 2 1.52 6.54 5.962 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.52 Tc(MIN.) = 6.54 TOTAL AREA(ACRES) = 0.4 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 200.00 = 213.00 FEET. +--------------------------------------------------------------------------+ | EXIT BIOFILTATION BASIN | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.00 RAIN INTENSITY(INCH/HOUR) = 4.53 TOTAL AREA(ACRES) = 0.39 TOTAL RUNOFF(CFS) = 0.65 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 230.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 70.00 DOWNSTREAM(FEET) = 69.90 FLOW LENGTH(FEET) = 12.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 4.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.23 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.65 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 10.06 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 230.00 = 225.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 1 ---------------------------------------------------------------------------- Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 42 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.06 RAINFALL INTENSITY(INCH/HR) = 4.51 TOTAL STREAM AREA(ACRES) = 0.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.65 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 230.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 80.00 DOWNSTREAM ELEVATION(FEET) = 76.00 ELEVATION DIFFERENCE(FEET) = 4.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.639 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.641 SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.10 **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.64 RAINFALL INTENSITY(INCH/HR) = 4.64 TOTAL STREAM AREA(ACRES) = 0.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.10 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.65 10.06 4.514 0.39 2 0.10 9.64 4.641 0.09 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.72 9.64 4.641 2 0.75 10.06 4.514 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.75 Tc(MIN.) = 10.06 TOTAL AREA(ACRES) = 0.5 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 230.00 = 225.00 FEET. **************************************************************************** Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 43 FLOW PROCESS FROM NODE 230.00 TO NODE 270.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 69.90 DOWNSTREAM(FEET) = 68.74 FLOW LENGTH(FEET) = 5.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.73 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.75 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 10.07 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 270.00 = 230.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.07 RAINFALL INTENSITY(INCH/HR) = 4.51 TOTAL STREAM AREA(ACRES) = 0.48 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.75 **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 250.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2300 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 96.00 UPSTREAM ELEVATION(FEET) = 167.00 DOWNSTREAM ELEVATION(FEET) = 150.00 ELEVATION DIFFERENCE(FEET) = 17.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.122 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.641 SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.15 **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 260.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 150.00 DOWNSTREAM ELEVATION(FEET) = 78.33 STREET LENGTH(FEET) = 887.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 44 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.76 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.39 STREET FLOW TRAVEL TIME(MIN.) = 2.56 Tc(MIN.) = 9.69 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.626 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2300 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.230 SUBAREA AREA(ACRES) = 4.52 SUBAREA RUNOFF(CFS) = 4.81 TOTAL AREA(ACRES) = 4.6 PEAK FLOW RATE(CFS) = 4.94 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 7.97 FLOW VELOCITY(FEET/SEC.) = 6.56 DEPTH*VELOCITY(FT*FT/SEC.) = 1.87 LONGEST FLOWPATH FROM NODE 240.00 TO NODE 260.00 = 983.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 260.00 TO NODE 270.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 73.20 DOWNSTREAM(FEET) = 68.82 FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.03 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.94 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 9.84 LONGEST FLOWPATH FROM NODE 240.00 TO NODE 270.00 = 1078.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.84 RAINFALL INTENSITY(INCH/HR) = 4.58 TOTAL STREAM AREA(ACRES) = 4.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.94 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.75 10.07 4.512 0.48 2 4.94 9.84 4.578 4.64 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 45 NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.67 9.84 4.578 2 5.61 10.07 4.512 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.67 Tc(MIN.) = 9.84 TOTAL AREA(ACRES) = 5.1 LONGEST FLOWPATH FROM NODE 240.00 TO NODE 270.00 = 1078.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 270.00 TO NODE 280.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 68.82 DOWNSTREAM(FEET) = 67.62 FLOW LENGTH(FEET) = 26.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.43 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.67 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 9.89 LONGEST FLOWPATH FROM NODE 240.00 TO NODE 280.00 = 1104.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 5.1 TC(MIN.) = 9.89 PEAK FLOW RATE(CFS) = 5.67 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 46 3.5 SDRSD D-01 Curb Inlet Sizing HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1459 Analysis prepared by: BHA Inc 5115 Avenida Encinas, Suite L Carlsbad, CA 92008 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 13:06 05/17/2021 ============================================================================ Problem Descriptions: SDRSD D-01 CURB INLET - TYPE A HYDRAULIC CALCULATIONS **************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.034000 CONSTANT STREET FLOW(CFS) = 4.93 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.014000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ============================================================================ STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.50 PRODUCT OF DEPTH&VELOCITY = 1.46 ============================================================================ Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 47 CURB INLET SIZING PER 2005 SAN DIEGO COUNTY DRAINAGE MANUAL SHALLOW FLOW DEPTHS: EQUATION 2-8 Q =CWLWd3/2 Q =inlet capacity = 4.93 cfs CW = weir discharge coefficient = 3.00 LW = weir length (ft) d = depth of flow = 0.32 ft Solve for LW Q CW*d2/3LW = = 9 ft Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 48 Chapter 4 Modified-Puls Detention Routing Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 49 4.1 Rational Method Hydrographs BMP 1 Q100yr = 1.52 cfs Tc = 6 min P6 100yr = 2.69 in C = 0.63 A = 0.393 I =7.44*P6*D-0.645 VOL = I*D/60 ?VOL = V1 -V0 I (incr) = ?VOL/T Q = CIA VOL = C*P6 *A N D I VOL ?VOL I (incr) Q VOL (min) (in/hr) in (in) (in\hr) (cfs) (cf) 0 0 0 0 0.63 6.30 1.5200 547 0.0000 1 6 6.30 0.63 0.18 1.76 0.4352 157 0.0397 2 12 4.03 0.81 0.12 1.25 0.3089 111 0.0401 3 18 3.10 0.93 0.10 1.00 0.2478 89 0.0411 4 24 2.58 1.03 0.08 0.85 0.2104 76 0.0415 5 30 2.23 1.12 0.07 0.75 0.1847 66 0.0425 6 36 1.98 1.19 0.07 0.67 0.1658 60 0.0430 7 42 1.80 1.26 0.06 0.61 0.1511 54 0.0441 8 48 1.65 1.32 0.06 0.56 0.1394 50 0.0447 9 54 1.53 1.37 0.05 0.52 0.1297 47 0.0459 10 60 1.43 1.43 0.05 0.49 0.1216 44 0.0465 11 66 1.34 1.48 0.05 0.46 0.1147 41 0.0479 12 72 1.27 1.52 0.04 0.44 0.1086 39 0.0486 13 78 1.20 1.57 0.04 0.42 0.1034 37 0.0501 14 84 1.15 1.61 0.04 0.40 0.0987 36 0.0509 15 90 1.10 1.65 0.04 0.38 0.0946 34 0.0526 16 96 1.05 1.69 0.04 0.37 0.0908 33 0.0535 17 102 1.01 1.72 0.04 0.35 0.0874 31 0.0554 18 108 0.98 1.76 0.03 0.34 0.0844 30 0.0564 19 114 0.94 1.79 0.03 0.33 0.0815 29 0.0586 20 120 0.91 1.83 0.03 0.32 0.0789 28 0.0598 21 126 0.88 1.86 0.03 0.31 0.0766 28 0.0624 22 132 0.86 1.89 0.03 0.30 0.0743 27 0.0638 (Re-0rdered) Ordinate Sum = Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 50 23 138 0.83 1.92 0.03 0.29 0.0723 26 0.0669 24 144 0.81 1.95 0.03 0.28 0.0704 25 0.0686 25 150 0.79 1.98 0.03 0.28 0.0686 25 0.0723 26 156 0.77 2.00 0.03 0.27 0.0669 24 0.0743 27 162 0.75 2.03 0.03 0.26 0.0653 24 0.0789 28 168 0.73 2.06 0.03 0.26 0.0638 23 0.0815 29 174 0.72 2.08 0.03 0.25 0.0624 22 0.0874 30 180 0.70 2.11 0.02 0.25 0.0611 22 0.0908 31 186 0.69 2.13 0.02 0.24 0.0598 22 0.0987 32 192 0.67 2.16 0.02 0.24 0.0586 21 0.1034 33 198 0.66 2.18 0.02 0.23 0.0575 21 0.1147 34 204 0.65 2.20 0.02 0.23 0.0564 20 0.1216 35 210 0.64 2.23 0.02 0.22 0.0554 20 0.1394 36 216 0.62 2.25 0.02 0.22 0.0544 20 0.1511 37 222 0.61 2.27 0.02 0.22 0.0535 19 0.1847 38 228 0.60 2.29 0.02 0.21 0.0526 19 0.2104 39 234 0.59 2.31 0.02 0.21 0.0517 19 0.3089 40 240 0.58 2.33 0.02 0.21 0.0509 18 0.4352 41 246 0.57 2.35 0.02 0.20 0.0501 18 1.5400 42 252 0.57 2.38 0.02 0.20 0.0493 18 0.2478 43 258 0.56 2.39 0.02 0.20 0.0486 17 0.1658 44 264 0.55 2.41 0.02 0.19 0.0479 17 0.1297 45 270 0.54 2.43 0.02 0.19 0.0472 17 0.1086 46 276 0.53 2.45 0.02 0.19 0.0465 17 0.0946 47 282 0.53 2.47 0.02 0.19 0.0459 17 0.0844 48 288 0.52 2.49 0.02 0.18 0.0453 16 0.0766 49 294 0.51 2.51 0.02 0.18 0.0447 16 0.0704 50 300 0.51 2.53 0.02 0.18 0.0441 16 0.0653 51 306 0.50 2.54 0.02 0.18 0.0436 16 0.0611 52 312 0.49 2.56 0.02 0.17 0.0430 15 0.0575 53 318 0.49 2.58 0.02 0.17 0.0425 15 0.0544 54 324 0.48 2.60 0.02 0.17 0.0420 15 0.0517 55 330 0.48 2.61 0.02 0.17 0.0415 15 0.0493 56 336 0.47 2.63 0.02 0.17 0.0411 15 0.0472 57 342 0.46 2.65 0.02 0.16 0.0406 15 0.0453 58 348 0.46 2.66 0.02 0.16 0.0401 14 0.0436 59 354 0.45 2.68 0.02 0.16 0.0397 14 0.0420 60 360 0.45 2.70 0.00 0.00 0.0000 0 0.0000 Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 51 4.2 Stage-Storage & Stage-Discharge Relationship Stage-Storage & Stage-Discharge Relationship for BMP 1 Discharge vs. Elevation Table HMP orifice Basin Dimensions No. of orif: 1 Area: 375 ft2 Gravel Porosity 0.4 Dia: 6.00 " Perimeter 89 ft Soil Porositiy 0.2 Area: 0.1963 ft2 Gravel Depth 1.33 ft Cg-low: 0.62 Soil Depth 1.50 ft Mulch Depth 0.25 ft Total Subsurface Depth 3.08 ft Basin Depth QHMP orifice Stage Area Volume Basin Depth Volume Qtotal (ft) (cfs)(ft2) (ft 3)(ft) (acre-ft) (cfs) 0.000 0.043 375 73.330 313 0.000 0.0072 0.043 0.083 0.043 375 73.413 344 0.083 0.0079 0.043 0.167 0.043 375 73.497 375 0.167 0.0086 0.043 0.250 0.043 375 73.580 406 0.250 0.0093 0.043 0.333 0.043 375 73.663 438 0.333 0.0100 0.043 0.417 0.043 375 73.747 469 0.417 0.0108 0.043 0.500 0.043 375 73.830 500 0.500 0.0115 0.043 0.583 0.043 375 73.913 531 0.583 0.0122 0.165 0.667 0.043 375 73.997 563 0.667 0.0129 0.215 0.750 0.043 375 74.080 594 0.750 0.0136 0.253 0.833 0.043 375 74.163 625 0.833 0.0143 0.383 0.917 0.043 375 74.247 656 0.917 0.0151 0.424 1.000 0.043 375 74.330 688 1.000 0.0158 0.461 1.083 0.043 375 74.413 719 1.083 0.0165 0.495 1.167 0.043 375 74.497 750 1.167 0.0172 0.527 1.250 0.043 375 74.580 781 1.250 0.0179 0.557 1.333 0.043 375 74.663 813 1.333 0.0187 0.585 1.417 0.043 375 74.747 844 1.417 0.0194 0.612 1.500 0.043 375 74.830 875 1.500 0.0201 0.637 1.650 0.043 375 74.980 931 1.650 0.0214 0.662 1.733 0.043 375 75.063 963 1.733 0.0221 1.568 1.817 0.043 375 75.147 994 1.817 0.0228 3.203 1.900 0.043 375 75.230 1,025 1.900 0.0235 5.314 1.983 0.043 375 75.313 1,056 1.983 0.0242 7.809 2.067 0.043 375 75.397 1,088 2.067 0.0250 10.636 2.150 0.043 375 75.480 1,119 2.150 0.0257 13.758 2.233 0.043 375 75.563 1,150 2.233 0.0264 17.151 2.317 0.043 375 75.647 1,181 2.317 0.0271 20.793 Basin Elev. Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 52 Outlet Structure for Discharge of BMP 1 Discharge vs. Elevation Table Lower orifice Lower Slot Emergency Weir No. of orif: 0 No. of slots: 3 Invert: 1.650 ft Dia: 1 in Invert: 0.000 ft B: 11.830 ft Invert: 0.000 ft B: 0.160 ft Area: 0.000 sf Area: 0.040 sf Cg-low: 0.62 hslot: 0.250 ft Cg-low: 0.62 Middle orifice Upper slot No. of orif: 0 No. of slots: 0 Dia: 4 in Invert: 0.417 ft Invert: 0.417 ft B: 1.000 ft Area: 0.000 sf Area: 0.333 sf Cg-low: 0.62 hslot: 0.333 ft Cg-low: 0.62 *Note: h = head above the invert of the lowest surface discharge opening. USE Basin Elev. H h* Qorifice-low Qorifice-upper Qslot-low Qslot-upper Qemerg Qtot (ft) (ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 73.830 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 73.913 0.583 0.083 0.000 0.000 0.121 0.000 0.000 0.121 73.997 0.667 0.167 0.000 0.000 0.171 0.000 0.000 0.171 74.080 0.750 0.250 0.000 0.000 0.210 0.000 0.000 0.210 74.163 0.833 0.333 0.000 0.000 0.339 0.000 0.000 0.339 74.247 0.917 0.417 0.000 0.000 0.381 0.000 0.000 0.381 74.330 1.000 0.500 0.000 0.000 0.418 0.000 0.000 0.418 74.413 1.083 0.583 0.000 0.000 0.452 0.000 0.000 0.452 74.497 1.167 0.667 0.000 0.000 0.484 0.000 0.000 0.484 74.580 1.250 0.750 0.000 0.000 0.513 0.000 0.000 0.513 74.663 1.333 0.833 0.000 0.000 0.542 0.000 0.000 0.542 74.747 1.417 0.917 0.000 0.000 0.568 0.000 0.000 0.568 74.830 1.500 1.000 0.000 0.000 0.594 0.000 0.000 0.594 74.980 1.650 1.083 0.000 0.000 0.618 0.000 0.000 0.618 75.063 1.733 1.167 0.000 0.000 0.642 0.000 0.882 1.524 75.147 1.817 1.250 0.000 0.000 0.665 0.000 2.495 3.160 75.230 1.900 1.333 0.000 0.000 0.687 0.000 4.584 5.271 75.313 1.983 1.417 0.000 0.000 0.708 0.000 7.058 7.766 75.397 2.067 1.500 0.000 0.000 0.729 0.000 9.863 10.592 75.480 2.150 1.583 0.000 0.000 0.749 0.000 12.966 13.715 75.563 2.233 1.667 0.000 0.000 0.768 0.000 16.339 17.107 75.647 2.317 1.750 0.000 0.000 0.787 0.000 19.962 20.750 Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 53 4.3 Biofiltration Basin Details J6"XJ6" BROOKS BOX CATCH BASIN ------TG=76. 17 18N AMENDED SOIL MIN. INFILTRATION RATE 51/HR {HANSON HEIDELBERG CEMENT GROUP "A-1 BIO-RETENTION SOIL W/COMPOST MIX Dff P ROUTED, DENSE, DROUGHT TOLERANT PLANTING SUITABLE FOR WELL DRAINE:D SOIL PER LANDSCAPE PLAN RETAINING WALL 14" RISER INVERT 4" FRffBOARD #8A, PRODUCT CODE 804C) J -2N DIA. ORIFICE 6" LOWER ORIFICE i INVERT (PONDING DEPTH)! EANOUT STANO, TH SOLID CAP y ~~ )/~ «~ :V/V/",1/,",1/V: ,_.,. ,_.,. ,_.,. ,_.,.~ ~'V, ~~'-(/.('0<_'(/_ !w-,1', ...... -..... .-..... ~'---~~ ,J"'-.__..i '-" G :4\/i L ~ ~~~==-+---+---=.i.........=-----""~ ~« ~~~~d;,;:;;b:z:;~~(/fi(~~~"~~~~~~~~~~~~~~ ~~ ~,"-"(" v0 >6" PVC MIN. DEAD sro 7/Y". . 01/TLE"[ Pl~E ~,._,........,.........,.....,. . LINER" ~"'-(JELO,W UffDER_DRAI/! .,.._,...,..........,,.......,......,-,.. A_,"< ~~~'( ·)',/)·)'/Y /)-. ~""~"-~~~"'»,'( 'l'.V, ~~«'0,,',,.~',,.~~',,.'0,,',_~~i=:XISTING~ ?s~';z;.,f;-liA"r(fo 17MlfL , ,. NFORMING TO ASTM D ,,,~'\ GROUND OUT OF V2 STORAGE AREA WITH 3034 OR EQUIVALENT 1" DRILLED ORIFICE. Sff DETAIL. BIQFJLTRATION BASIN DETAIL {SECTION C'-c:J NOT TO SCALE .,,«.<«? "A.IN/NG WALL Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 54 4.4 HEC-HMS Modified-Puls Routing Results Project: BMP 1 Simulation Run: Q 100 Reservoir: Basin 1 Start of Run: 0,1Jan2000, 00:00 End of Run: 0 1Jan2000, 06: 00 Compute 11me: 18Dec2020, 15:38:09 Basin Model: Post_Dev Meteorologic Model: Met 1 Control Spedfications:Control 1 Volume Unlts: @P'! Q ACRE-FT Computed Results---------------------------------------------~ 0,020 i:=-'7 0,018 () ~ a, Peak Inflow: 1. 52 (CFS) Peak Discharge: 0.65 (CFS) Inflow Volume: n/a Discharge Volume: n/a Datefnme of Peak Inflow: 01Jan2000, 04:06 Date/nme of Peak Discharge: 01Jan2000, 04: 10 Peak Storage: 0.0209 (ACRE-FT) Peak Elevauon: 1.60 (FT) Reservoir "Basin 1" Results for Run "0100" .. ,. ' 1,55 U9 € > a, ~ 0,016 --1.04 w 0 i'ii 0,014 --0,78 0,012 .,._,,__ • ·-_ ------~--· ··················y··················1················ \. "'·····r·················· o.53 1,4 1,2 1.0 :s 0,8 :SC 0 0,6 ;:;: 0,4 02 0,0 00:00 01 :00 0200 03:00 I I I l ,, ,, ,, I I I 11------+------ I I I I J I I I 04:00 05:00 06:00 01Jan2000 Legend (Compute Time: 18Dec2020, 15:38:09)--------------------------------------~ Run:Q100Element:Basin 1 Result:storage --Run:Q100Element:Basin 1 Result:Outflow Run:O100 Element:Basin 1 Result:Pool Elevation Run:O100 Element:Basin 1 Result:Combined Inflow Project: BMP 1 Simulation Run: Q100 Reservoir: Basin 1 Start of Run: 01Jan2000, 00:00 Basin Model: Post_Dev End of Run: 01Jan2000, 06:00 Meteorologic Model: Met 1 Compute Time:18Dec2020, 15:38:09 Control Specifications:Control 1 Date Time Inflow (CFS) Storage (ACRE-FT) Elevation (FT) Outflow (CFS) 01Jan2000 00:00 0.00 0.0122 0.58 0.17 01Jan2000 00:01 0.01 0.0120 0.56 0.13 01Jan2000 00:02 0.01 0.0119 0.54 0.10 01Jan2000 00:03 0.02 0.0117 0.53 0.09 01Jan2000 00:04 0.03 0.0117 0.52 0.07 01Jan2000 00:05 0.03 0.0116 0.51 0.06 01Jan2000 00:06 0.04 0.0116 0.51 0.06 01Jan2000 00:07 0.04 0.0116 0.51 0.05 01Jan2000 00:08 0.04 0.0115 0.51 0.05 01Jan2000 00:09 0.04 0.0115 0.50 0.05 01Jan2000 00:10 0.04 0.0115 0.50 0.05 01Jan2000 00:11 0.04 0.0115 0.50 0.05 01Jan2000 00:12 0.04 0.0115 0.50 0.04 01Jan2000 00:13 0.04 0.0115 0.50 0.04 01Jan2000 00:14 0.04 0.0115 0.50 0.04 01Jan2000 00:15 0.04 0.0115 0.50 0.04 01Jan2000 00:16 0.04 0.0115 0.50 0.04 01Jan2000 00:17 0.04 0.0115 0.50 0.04 01Jan2000 00:18 0.04 0.0115 0.50 0.04 01Jan2000 00:19 0.04 0.0115 0.50 0.04 01Jan2000 00:20 0.04 0.0115 0.50 0.04 01Jan2000 00:21 0.04 0.0115 0.50 0.04 01Jan2000 00:22 0.04 0.0115 0.50 0.04 01Jan2000 00:23 0.04 0.0115 0.50 0.04 01Jan2000 00:24 0.04 0.0115 0.50 0.04 01Jan2000 00:25 0.04 0.0115 0.50 0.04 Page 1 Date Time Inflow (CFS) Storage (ACRE-FT) Elevation (FT) Outflow (CFS) 01Jan2000 00:26 0.04 0.0115 0.50 0.04 01Jan2000 00:27 0.04 0.0115 0.50 0.04 01Jan2000 00:28 0.04 0.0115 0.50 0.04 01Jan2000 00:29 0.04 0.0115 0.50 0.04 01Jan2000 00:30 0.04 0.0115 0.50 0.04 01Jan2000 00:31 0.04 0.0115 0.50 0.04 01Jan2000 00:32 0.04 0.0115 0.50 0.04 01Jan2000 00:33 0.04 0.0115 0.50 0.04 01Jan2000 00:34 0.04 0.0115 0.50 0.04 01Jan2000 00:35 0.04 0.0115 0.50 0.04 01Jan2000 00:36 0.04 0.0115 0.50 0.04 01Jan2000 00:37 0.04 0.0115 0.50 0.04 01Jan2000 00:38 0.04 0.0115 0.50 0.04 01Jan2000 00:39 0.04 0.0115 0.50 0.04 01Jan2000 00:40 0.04 0.0115 0.50 0.04 01Jan2000 00:41 0.04 0.0115 0.50 0.04 01Jan2000 00:42 0.04 0.0115 0.50 0.04 01Jan2000 00:43 0.04 0.0115 0.50 0.04 01Jan2000 00:44 0.04 0.0115 0.50 0.04 01Jan2000 00:45 0.04 0.0115 0.50 0.04 01Jan2000 00:46 0.04 0.0115 0.50 0.04 01Jan2000 00:47 0.04 0.0115 0.50 0.04 01Jan2000 00:48 0.04 0.0115 0.50 0.04 01Jan2000 00:49 0.04 0.0115 0.50 0.04 01Jan2000 00:50 0.05 0.0115 0.50 0.04 01Jan2000 00:51 0.05 0.0115 0.50 0.04 01Jan2000 00:52 0.05 0.0115 0.50 0.04 01Jan2000 00:53 0.05 0.0115 0.50 0.04 01Jan2000 00:54 0.05 0.0115 0.50 0.04 01Jan2000 00:55 0.05 0.0115 0.50 0.04 01Jan2000 00:56 0.05 0.0115 0.50 0.04 Page 2 Date Time Inflow (CFS) Storage (ACRE-FT) Elevation (FT) Outflow (CFS) 01Jan2000 00:57 0.05 0.0115 0.50 0.04 01Jan2000 00:58 0.05 0.0115 0.50 0.04 01Jan2000 00:59 0.05 0.0115 0.50 0.04 01Jan2000 01:00 0.05 0.0115 0.50 0.05 01Jan2000 01:01 0.05 0.0115 0.50 0.05 01Jan2000 01:02 0.05 0.0115 0.50 0.05 01Jan2000 01:03 0.05 0.0115 0.50 0.05 01Jan2000 01:04 0.05 0.0115 0.50 0.05 01Jan2000 01:05 0.05 0.0115 0.50 0.05 01Jan2000 01:06 0.05 0.0115 0.50 0.05 01Jan2000 01:07 0.05 0.0115 0.50 0.05 01Jan2000 01:08 0.05 0.0115 0.50 0.05 01Jan2000 01:09 0.05 0.0115 0.50 0.05 01Jan2000 01:10 0.05 0.0115 0.50 0.05 01Jan2000 01:11 0.05 0.0115 0.50 0.05 01Jan2000 01:12 0.05 0.0115 0.50 0.05 01Jan2000 01:13 0.05 0.0115 0.50 0.05 01Jan2000 01:14 0.05 0.0115 0.50 0.05 01Jan2000 01:15 0.05 0.0115 0.50 0.05 01Jan2000 01:16 0.05 0.0115 0.50 0.05 01Jan2000 01:17 0.05 0.0115 0.50 0.05 01Jan2000 01:18 0.05 0.0115 0.50 0.05 01Jan2000 01:19 0.05 0.0115 0.50 0.05 01Jan2000 01:20 0.05 0.0115 0.50 0.05 01Jan2000 01:21 0.05 0.0115 0.50 0.05 01Jan2000 01:22 0.05 0.0115 0.50 0.05 01Jan2000 01:23 0.05 0.0115 0.50 0.05 01Jan2000 01:24 0.05 0.0115 0.50 0.05 01Jan2000 01:25 0.05 0.0115 0.51 0.05 01Jan2000 01:26 0.05 0.0115 0.51 0.05 01Jan2000 01:27 0.05 0.0115 0.51 0.05 Page 3 Date Time Inflow (CFS) Storage (ACRE-FT) Elevation (FT) Outflow (CFS) 01Jan2000 01:28 0.05 0.0115 0.51 0.05 01Jan2000 01:29 0.05 0.0115 0.51 0.05 01Jan2000 01:30 0.05 0.0115 0.51 0.05 01Jan2000 01:31 0.05 0.0116 0.51 0.05 01Jan2000 01:32 0.05 0.0116 0.51 0.05 01Jan2000 01:33 0.05 0.0116 0.51 0.05 01Jan2000 01:34 0.05 0.0116 0.51 0.05 01Jan2000 01:35 0.05 0.0116 0.51 0.05 01Jan2000 01:36 0.05 0.0116 0.51 0.05 01Jan2000 01:37 0.05 0.0116 0.51 0.05 01Jan2000 01:38 0.05 0.0116 0.51 0.05 01Jan2000 01:39 0.05 0.0116 0.51 0.05 01Jan2000 01:40 0.05 0.0116 0.51 0.05 01Jan2000 01:41 0.06 0.0116 0.51 0.05 01Jan2000 01:42 0.06 0.0116 0.51 0.05 01Jan2000 01:43 0.06 0.0116 0.51 0.05 01Jan2000 01:44 0.06 0.0116 0.51 0.05 01Jan2000 01:45 0.06 0.0116 0.51 0.05 01Jan2000 01:46 0.06 0.0116 0.51 0.06 01Jan2000 01:47 0.06 0.0116 0.51 0.06 01Jan2000 01:48 0.06 0.0116 0.51 0.06 01Jan2000 01:49 0.06 0.0116 0.51 0.06 01Jan2000 01:50 0.06 0.0116 0.51 0.06 01Jan2000 01:51 0.06 0.0116 0.51 0.06 01Jan2000 01:52 0.06 0.0116 0.51 0.06 01Jan2000 01:53 0.06 0.0116 0.51 0.06 01Jan2000 01:54 0.06 0.0116 0.51 0.06 01Jan2000 01:55 0.06 0.0116 0.51 0.06 01Jan2000 01:56 0.06 0.0116 0.51 0.06 01Jan2000 01:57 0.06 0.0116 0.51 0.06 01Jan2000 01:58 0.06 0.0116 0.51 0.06 Page 4 Date Time Inflow (CFS) Storage (ACRE-FT) Elevation (FT) Outflow (CFS) 01Jan2000 01:59 0.06 0.0116 0.51 0.06 01Jan2000 02:00 0.06 0.0116 0.51 0.06 01Jan2000 02:01 0.06 0.0116 0.51 0.06 01Jan2000 02:02 0.06 0.0116 0.51 0.06 01Jan2000 02:03 0.06 0.0116 0.51 0.06 01Jan2000 02:04 0.06 0.0116 0.51 0.06 01Jan2000 02:05 0.06 0.0116 0.51 0.06 01Jan2000 02:06 0.06 0.0116 0.51 0.06 01Jan2000 02:07 0.06 0.0116 0.51 0.06 01Jan2000 02:08 0.06 0.0116 0.51 0.06 01Jan2000 02:09 0.06 0.0116 0.51 0.06 01Jan2000 02:10 0.06 0.0116 0.51 0.06 01Jan2000 02:11 0.06 0.0116 0.51 0.06 01Jan2000 02:12 0.06 0.0116 0.51 0.06 01Jan2000 02:13 0.06 0.0116 0.51 0.06 01Jan2000 02:14 0.06 0.0116 0.51 0.06 01Jan2000 02:15 0.07 0.0116 0.51 0.06 01Jan2000 02:16 0.07 0.0116 0.51 0.06 01Jan2000 02:17 0.07 0.0116 0.51 0.06 01Jan2000 02:18 0.07 0.0116 0.51 0.06 01Jan2000 02:19 0.07 0.0116 0.52 0.07 01Jan2000 02:20 0.07 0.0116 0.52 0.07 01Jan2000 02:21 0.07 0.0116 0.52 0.07 01Jan2000 02:22 0.07 0.0116 0.52 0.07 01Jan2000 02:23 0.07 0.0116 0.52 0.07 01Jan2000 02:24 0.07 0.0116 0.52 0.07 01Jan2000 02:25 0.07 0.0116 0.52 0.07 01Jan2000 02:26 0.07 0.0116 0.52 0.07 01Jan2000 02:27 0.07 0.0116 0.52 0.07 01Jan2000 02:28 0.07 0.0116 0.52 0.07 01Jan2000 02:29 0.07 0.0117 0.52 0.07 Page 5 Date Time Inflow (CFS) Storage (ACRE-FT) Elevation (FT) Outflow (CFS) 01Jan2000 02:30 0.07 0.0117 0.52 0.07 01Jan2000 02:31 0.07 0.0117 0.52 0.07 01Jan2000 02:32 0.07 0.0117 0.52 0.07 01Jan2000 02:33 0.07 0.0117 0.52 0.07 01Jan2000 02:34 0.07 0.0117 0.52 0.07 01Jan2000 02:35 0.07 0.0117 0.52 0.07 01Jan2000 02:36 0.07 0.0117 0.52 0.07 01Jan2000 02:37 0.08 0.0117 0.52 0.07 01Jan2000 02:38 0.08 0.0117 0.52 0.07 01Jan2000 02:39 0.08 0.0117 0.52 0.07 01Jan2000 02:40 0.08 0.0117 0.52 0.07 01Jan2000 02:41 0.08 0.0117 0.52 0.08 01Jan2000 02:42 0.08 0.0117 0.52 0.08 01Jan2000 02:43 0.08 0.0117 0.52 0.08 01Jan2000 02:44 0.08 0.0117 0.52 0.08 01Jan2000 02:45 0.08 0.0117 0.52 0.08 01Jan2000 02:46 0.08 0.0117 0.52 0.08 01Jan2000 02:47 0.08 0.0117 0.52 0.08 01Jan2000 02:48 0.08 0.0117 0.52 0.08 01Jan2000 02:49 0.08 0.0117 0.53 0.08 01Jan2000 02:50 0.08 0.0117 0.53 0.08 01Jan2000 02:51 0.08 0.0117 0.53 0.08 01Jan2000 02:52 0.09 0.0117 0.53 0.08 01Jan2000 02:53 0.09 0.0117 0.53 0.08 01Jan2000 02:54 0.09 0.0117 0.53 0.08 01Jan2000 02:55 0.09 0.0117 0.53 0.08 01Jan2000 02:56 0.09 0.0117 0.53 0.09 01Jan2000 02:57 0.09 0.0117 0.53 0.09 01Jan2000 02:58 0.09 0.0118 0.53 0.09 01Jan2000 02:59 0.09 0.0118 0.53 0.09 01Jan2000 03:00 0.09 0.0118 0.53 0.09 Page 6 Date Time Inflow (CFS) Storage (ACRE-FT) Elevation (FT) Outflow (CFS) 01Jan2000 03:01 0.09 0.0118 0.53 0.09 01Jan2000 03:02 0.09 0.0118 0.53 0.09 01Jan2000 03:03 0.09 0.0118 0.53 0.09 01Jan2000 03:04 0.10 0.0118 0.53 0.09 01Jan2000 03:05 0.10 0.0118 0.53 0.09 01Jan2000 03:06 0.10 0.0118 0.53 0.09 01Jan2000 03:07 0.10 0.0118 0.54 0.09 01Jan2000 03:08 0.10 0.0118 0.54 0.10 01Jan2000 03:09 0.10 0.0118 0.54 0.10 01Jan2000 03:10 0.10 0.0118 0.54 0.10 01Jan2000 03:11 0.10 0.0118 0.54 0.10 01Jan2000 03:12 0.10 0.0118 0.54 0.10 01Jan2000 03:13 0.11 0.0118 0.54 0.10 01Jan2000 03:14 0.11 0.0118 0.54 0.10 01Jan2000 03:15 0.11 0.0118 0.54 0.10 01Jan2000 03:16 0.11 0.0119 0.54 0.10 01Jan2000 03:17 0.11 0.0119 0.54 0.11 01Jan2000 03:18 0.11 0.0119 0.54 0.11 01Jan2000 03:19 0.12 0.0119 0.55 0.11 01Jan2000 03:20 0.12 0.0119 0.55 0.11 01Jan2000 03:21 0.12 0.0119 0.55 0.11 01Jan2000 03:22 0.12 0.0119 0.55 0.11 01Jan2000 03:23 0.12 0.0119 0.55 0.12 01Jan2000 03:24 0.12 0.0119 0.55 0.12 01Jan2000 03:25 0.12 0.0119 0.55 0.12 01Jan2000 03:26 0.13 0.0119 0.55 0.12 01Jan2000 03:27 0.13 0.0120 0.55 0.12 01Jan2000 03:28 0.13 0.0120 0.55 0.12 01Jan2000 03:29 0.14 0.0120 0.56 0.13 01Jan2000 03:30 0.14 0.0120 0.56 0.13 01Jan2000 03:31 0.14 0.0120 0.56 0.13 Page 7 Date Time Inflow (CFS) Storage (ACRE-FT) Elevation (FT) Outflow (CFS) 01Jan2000 03:32 0.14 0.0120 0.56 0.13 01Jan2000 03:33 0.15 0.0120 0.56 0.14 01Jan2000 03:34 0.15 0.0120 0.56 0.14 01Jan2000 03:35 0.15 0.0121 0.57 0.14 01Jan2000 03:36 0.15 0.0121 0.57 0.14 01Jan2000 03:37 0.16 0.0121 0.57 0.14 01Jan2000 03:38 0.16 0.0121 0.57 0.15 01Jan2000 03:39 0.17 0.0121 0.57 0.15 01Jan2000 03:40 0.17 0.0121 0.58 0.16 01Jan2000 03:41 0.18 0.0122 0.58 0.16 01Jan2000 03:42 0.18 0.0122 0.58 0.16 01Jan2000 03:43 0.19 0.0122 0.59 0.17 01Jan2000 03:44 0.19 0.0123 0.59 0.17 01Jan2000 03:45 0.20 0.0123 0.59 0.17 01Jan2000 03:46 0.20 0.0123 0.60 0.17 01Jan2000 03:47 0.21 0.0124 0.60 0.18 01Jan2000 03:48 0.21 0.0124 0.61 0.18 01Jan2000 03:49 0.23 0.0125 0.61 0.18 01Jan2000 03:50 0.24 0.0125 0.62 0.19 01Jan2000 03:51 0.26 0.0126 0.63 0.19 01Jan2000 03:52 0.28 0.0127 0.64 0.20 01Jan2000 03:53 0.29 0.0128 0.66 0.21 01Jan2000 03:54 0.31 0.0129 0.67 0.22 01Jan2000 03:55 0.33 0.0131 0.69 0.22 01Jan2000 03:56 0.35 0.0132 0.71 0.23 01Jan2000 03:57 0.37 0.0134 0.73 0.24 01Jan2000 03:58 0.39 0.0136 0.75 0.25 01Jan2000 03:59 0.41 0.0138 0.77 0.28 01Jan2000 04:00 0.44 0.0139 0.79 0.32 01Jan2000 04:01 0.62 0.0142 0.82 0.36 01Jan2000 04:02 0.80 0.0146 0.87 0.40 Page 8 Date Time Inflow (CFS) Storage (ACRE-FT) Elevation (FT) Outflow (CFS) 01Jan2000 04:03 0.98 0.0153 0.94 0.43 01Jan2000 04:04 1.16 0.0161 1.04 0.48 01Jan2000 04:05 1.34 0.0172 1.16 0.53 01Jan2000 04:06 1.52 0.0184 1.30 0.57 01Jan2000 04:07 1.31 0.0195 1.43 0.62 01Jan2000 04:08 1.10 0.0203 1.52 0.64 01Jan2000 04:09 0.88 0.0208 1.58 0.65 01Jan2000 04:10 0.67 0.0209 1.60 0.65 01Jan2000 04:11 0.46 0.0208 1.58 0.65 01Jan2000 04:12 0.25 0.0204 1.54 0.64 01Jan2000 04:13 0.23 0.0199 1.47 0.63 01Jan2000 04:14 0.22 0.0193 1.41 0.61 01Jan2000 04:15 0.21 0.0188 1.35 0.59 01Jan2000 04:16 0.19 0.0183 1.29 0.57 01Jan2000 04:17 0.18 0.0178 1.23 0.55 01Jan2000 04:18 0.17 0.0173 1.17 0.53 01Jan2000 04:19 0.16 0.0168 1.12 0.51 01Jan2000 04:20 0.15 0.0163 1.06 0.49 01Jan2000 04:21 0.15 0.0159 1.01 0.46 01Jan2000 04:22 0.14 0.0154 0.96 0.44 01Jan2000 04:23 0.14 0.0150 0.91 0.42 01Jan2000 04:24 0.13 0.0146 0.87 0.40 01Jan2000 04:25 0.13 0.0143 0.83 0.38 01Jan2000 04:26 0.12 0.0140 0.79 0.32 01Jan2000 04:27 0.12 0.0137 0.77 0.28 01Jan2000 04:28 0.12 0.0135 0.74 0.25 01Jan2000 04:29 0.11 0.0133 0.72 0.24 01Jan2000 04:30 0.11 0.0132 0.70 0.23 01Jan2000 04:31 0.11 0.0130 0.68 0.22 01Jan2000 04:32 0.10 0.0129 0.66 0.21 01Jan2000 04:33 0.10 0.0127 0.64 0.20 Page 9 Date Time Inflow (CFS) Storage (ACRE-FT) Elevation (FT) Outflow (CFS) 01Jan2000 04:34 0.10 0.0126 0.63 0.19 01Jan2000 04:35 0.10 0.0125 0.61 0.18 01Jan2000 04:36 0.09 0.0123 0.60 0.18 01Jan2000 04:37 0.09 0.0122 0.59 0.17 01Jan2000 04:38 0.09 0.0121 0.58 0.15 01Jan2000 04:39 0.09 0.0121 0.57 0.14 01Jan2000 04:40 0.09 0.0120 0.56 0.13 01Jan2000 04:41 0.09 0.0119 0.55 0.12 01Jan2000 04:42 0.08 0.0119 0.55 0.11 01Jan2000 04:43 0.08 0.0119 0.54 0.11 01Jan2000 04:44 0.08 0.0118 0.54 0.10 01Jan2000 04:45 0.08 0.0118 0.54 0.10 01Jan2000 04:46 0.08 0.0118 0.53 0.09 01Jan2000 04:47 0.08 0.0118 0.53 0.09 01Jan2000 04:48 0.08 0.0118 0.53 0.09 01Jan2000 04:49 0.08 0.0117 0.53 0.09 01Jan2000 04:50 0.07 0.0117 0.53 0.08 01Jan2000 04:51 0.07 0.0117 0.53 0.08 01Jan2000 04:52 0.07 0.0117 0.52 0.08 01Jan2000 04:53 0.07 0.0117 0.52 0.08 01Jan2000 04:54 0.07 0.0117 0.52 0.08 01Jan2000 04:55 0.07 0.0117 0.52 0.07 01Jan2000 04:56 0.07 0.0117 0.52 0.07 01Jan2000 04:57 0.07 0.0117 0.52 0.07 01Jan2000 04:58 0.07 0.0117 0.52 0.07 01Jan2000 04:59 0.07 0.0117 0.52 0.07 01Jan2000 05:00 0.07 0.0117 0.52 0.07 01Jan2000 05:01 0.06 0.0116 0.52 0.07 01Jan2000 05:02 0.06 0.0116 0.52 0.07 01Jan2000 05:03 0.06 0.0116 0.52 0.07 01Jan2000 05:04 0.06 0.0116 0.52 0.07 Page 10 Date Time Inflow (CFS) Storage (ACRE-FT) Elevation (FT) Outflow (CFS) 01Jan2000 05:05 0.06 0.0116 0.52 0.07 01Jan2000 05:06 0.06 0.0116 0.51 0.06 01Jan2000 05:07 0.06 0.0116 0.51 0.06 01Jan2000 05:08 0.06 0.0116 0.51 0.06 01Jan2000 05:09 0.06 0.0116 0.51 0.06 01Jan2000 05:10 0.06 0.0116 0.51 0.06 01Jan2000 05:11 0.06 0.0116 0.51 0.06 01Jan2000 05:12 0.06 0.0116 0.51 0.06 01Jan2000 05:13 0.06 0.0116 0.51 0.06 01Jan2000 05:14 0.06 0.0116 0.51 0.06 01Jan2000 05:15 0.06 0.0116 0.51 0.06 01Jan2000 05:16 0.06 0.0116 0.51 0.06 01Jan2000 05:17 0.05 0.0116 0.51 0.06 01Jan2000 05:18 0.05 0.0116 0.51 0.06 01Jan2000 05:19 0.05 0.0116 0.51 0.06 01Jan2000 05:20 0.05 0.0116 0.51 0.06 01Jan2000 05:21 0.05 0.0116 0.51 0.06 01Jan2000 05:22 0.05 0.0116 0.51 0.05 01Jan2000 05:23 0.05 0.0116 0.51 0.05 01Jan2000 05:24 0.05 0.0116 0.51 0.05 01Jan2000 05:25 0.05 0.0116 0.51 0.05 01Jan2000 05:26 0.05 0.0116 0.51 0.05 01Jan2000 05:27 0.05 0.0116 0.51 0.05 01Jan2000 05:28 0.05 0.0116 0.51 0.05 01Jan2000 05:29 0.05 0.0115 0.51 0.05 01Jan2000 05:30 0.05 0.0115 0.51 0.05 01Jan2000 05:31 0.05 0.0115 0.51 0.05 01Jan2000 05:32 0.05 0.0115 0.50 0.05 01Jan2000 05:33 0.05 0.0115 0.50 0.05 01Jan2000 05:34 0.05 0.0115 0.50 0.05 01Jan2000 05:35 0.05 0.0115 0.50 0.05 Page 11 Date Time Inflow (CFS) Storage (ACRE-FT) Elevation (FT) Outflow (CFS) 01Jan2000 05:36 0.05 0.0115 0.50 0.05 01Jan2000 05:37 0.05 0.0115 0.50 0.05 01Jan2000 05:38 0.05 0.0115 0.50 0.05 01Jan2000 05:39 0.05 0.0115 0.50 0.05 01Jan2000 05:40 0.05 0.0115 0.50 0.05 01Jan2000 05:41 0.05 0.0115 0.50 0.05 01Jan2000 05:42 0.05 0.0115 0.50 0.05 01Jan2000 05:43 0.05 0.0115 0.50 0.05 01Jan2000 05:44 0.04 0.0115 0.50 0.05 01Jan2000 05:45 0.04 0.0115 0.50 0.05 01Jan2000 05:46 0.04 0.0115 0.50 0.05 01Jan2000 05:47 0.04 0.0115 0.50 0.05 01Jan2000 05:48 0.04 0.0115 0.50 0.04 01Jan2000 05:49 0.04 0.0115 0.50 0.04 01Jan2000 05:50 0.04 0.0115 0.50 0.04 01Jan2000 05:51 0.04 0.0115 0.50 0.04 01Jan2000 05:52 0.04 0.0115 0.50 0.04 01Jan2000 05:53 0.04 0.0115 0.50 0.04 01Jan2000 05:54 0.04 0.0115 0.50 0.04 01Jan2000 05:55 0.03 0.0115 0.50 0.04 01Jan2000 05:56 0.03 0.0115 0.50 0.04 01Jan2000 05:57 0.02 0.0115 0.49 0.04 01Jan2000 05:58 0.01 0.0114 0.49 0.04 01Jan2000 05:59 0.01 0.0114 0.48 0.04 01Jan2000 06:00 0.00 0.0113 0.48 0.04 Page 12 Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 55 4.5 85th Percentile Volumes 85th Percentile Rainfall (in) Runoff Factor 0.590 0.63 85th Percentile Volume Area (sf) 17,119 85th Percentile Volume (ac-ft) =0.0122 Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 56 Chapter 5 References Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 57 5.1 Methodology – Rational Method Peak Flow Determination 10/29/2020 Precipitation Frequency Data Server NOAA Atlas 14, Volume 6, Version 2 Location name: Carlsbad, California, USA* Latitude: 33.1501 °, Longitude: -117.327° Elevation: 90.95 ft** I ,u'""->J-, .r il t ~ ~ . ~ • source: ESRI Maps •• source: USGS . 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POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, Sandra Pavlovic, lshan i 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 I PF graRh ical I MaRs & aeri als PF tabular PCS-based point precipitation frequency estimates with 90°/o confidence intervals (in inches)1 Duration I Average recurrence interval (years) 1 11 2 11 5 11 10 11 25 11 50 11 100 11 200 11 500 11 1000 5-min 0.129 0.164 0.211 0.252 0.312 0.360 0.413 0.469 0.552 0.621 (0.109-0.155) (0.138-0.197) (0.177-0.255) (0.210-0.307) (0.250-0.393) (0.282-0.465) (0.315-0.546) (0.348-0.640) (0.391-0. 787) (0.424-0.918) 10-min 0.185 0.235 0.303 0.362 0.447 0.517 0.591 0.673 0.791 0.890 (0.156-0.223) (0.197-0.282) (0.254-0.365) (0.301 -0.440) (0.358-0 .563) (0.405-0.666) {0.451 -0 . 782) (0.498-0.918) (0.561 -1.1 3) (0.608-1 .32) 15-min 0.224 0.284 0.366 0.438 0.540 0.625 0.715 0.814 0.957 1.08 (0.189-0.269) (0.239-0 .341) (0.307-0.442) (0.364-0.532) (0.433-0 .681) (0.489-0.805) (0.546-0.946) (0.603-1 .11) (0.678-1 .36) (0. 735-1.59) 30-min 0.317 0.402 0.519 0.619 0.765 0.884 1.01 1.15 1.35 1.52 (0.267-0.381) (0.338-0.483) (0.435-0.625) {0.515-0 .753) (0.613-0 .964) (0.693-1 .14) (0. 773-1.34) (0.853-1 .57) (0.960-1 .93) (1.04-2.25) 60-min 0.434 0.549 0.709 0.847 1.05 1.21 1.38 1.58 1.85 2.08 (0.365-0.52 1) (0.462-0.660) (0.594-0.855) (0. 704-1.03) (0.838-1.32) (0.948-1.56) (1.06-1.83) (1.17-2.15) (1.31-2.64) (1.42-3.08) 2-hr 0.592 0.739 0.942 1.12 1.37 1.57 1.79 2.03 2.37 2.66 (0.498-0.710) (0.621-0.888) (0.789-1.14) (0.927-1.36) (1.09-1. 72) (1.23-2.02) (1.36-2.37) (1.50-2. 76) (1.68-3.38) (1 .81-3.93) 3-hr 0.701 0.873 1.11 1.31 1.60 1.83 2.08 2.35 2.73 3.05 (0.590-0.841) (0.733-1 .05) (0.929-1.34) ( 1.09-1 .59) (1.28-2.01) ( 1.44-2.36) ( 1.59-2. 75) (1.74-3.20) (1.94-3.90) (2.09-4 .52) 6-hr 0.916 1.15 1.46 1.72 2.08 2.38 2.69 3.01 3.48 3.85 (0.771-1.10) (0.963-1 .38) (1 .22-1.75) (1.43-2.09) (1.67-2.63) (1 .86-3.06) (2.05-3.55) (2.23-4.1 1) (2.46-4.96) (2.63-5.70) 12-hr 1.17 1.49 1.90 2.25 2.72 3.09 3.48 3.87 4.42 4.85 (0 .985-1 .41) (1 .25-1 . 79) (1.60-2.30) (1.87-2 .74) (2.18-3 .43) (2.42-3.99) (2.65-4 .60) (2.87-5.28) (3.13-6.30) (3.32-7.18) 24-hr 1.44 1.86 2.41 2.86 3.46 3.93 4.40 4.88 5.54 6.06 (1 .27-1.66) (1 .64-2.15) (2.12-2 .80) (2.49-3.34) (2.93-4.18) (3.25-4 .83) (3.56-5.54) (3.85-6 .32) (4.20-7.46) (4.45-8.42) 2-day 1.76 2.29 2.99 3.55 4.32 4.91 5.51 6.12 6.96 7.60 (1.55-2 .04) (2.02-2.66) (2.63-3.4 7) (3.10-4 .16) (3.65-5 .21) (4.07-6.04) (4.46-6 .94) (4.83-7 .92) (5.27-9.36) (5.58-10.6) 3-day 1.97 2.57 3.36 4.01 4 .89 5.57 6.27 6.98 7.96 8.72 (1 .74-2.28) (2.27-2.98) (2.96-3.91) (3.50-4.69) (4.14-5.91) ( 4 .62-6 .86) (5.07-7.89) (5.51-9.03) (6.03-10.7) (6.40-12.1) 4-day 2.14 2.81 3.68 4.40 5.38 6.14 6.92 7.72 8.82 9.68 (1.89-2.48) (2.4 7-3.25) (3.24-4.28) (3.84-5.15) (4.55-6.50) (5.09-7.56) (5.60-8.72) (6.09-9.99) (6.69-11 .9) (7.10-13.5) 7-day 2.49 3.29 4.35 5.22 6.42 7.35 8.31 9.31 10.7 11 .8 (2.20-2.88) (2.90-3.81) (3.82-5.05) (4.55-6.11) (5.43-7.75) (6.09-9.05) (6.73-10.5) (7 .34-12.0) (8.10-14.4) (8.64-16.4) 10-day 2.76 3.66 4.87 5.87 7.25 8.32 9.44 10.6 12.2 13.5 (2.43-3.19) (3.23-4.24) (4.28-5.65) (5.12-6.86) (6.12-8. 75) (6.90-10.3) (7 .65-1 1.9) (8.37-13. 7) (9.26-16.4) (9.90-18.8) 20-day 3.35 4.50 6.05 7.35 9.16 10.6 12.1 13.7 15.9 17.7 (2.96-3.88) (3.97-5.21) (5.32-7.03) (6.4 1-8.60) (7. 7 4-11 .1 ) (8. 78-13.0) (9.80-15.2) (10.8-17.7) (12.1 -21.4) (13.0-24 .6) 30-day 3.98 5.36 7.24 8.83 11.1 12.9 14.7 16.8 19.6 21.9 (3.51-4.60) (4.72-6 .21) (6.36-8 .41) (7.70-10.3) (9.36-13.4) (10.7-15.8) (11 .9-18 .6) (13.2-21 . 7) (14.9-26.4) (16.1-30.4) 45-day 4 .71 6.34 8.57 10.5 13.2 15.4 17.7 20.3 23.8 26.8 (4.15-5.45) (5.58-7 .34) (7.54-9.95) (9.14-12.3) (11 .2-15.9) (12.8-19.0) (14.4-22.4) (16.0-26.2) (18.1-32.1) (19.7-37.2) 60-day 5.45 7.30 9.87 12.1 15.3 17.8 20.6 23.6 28.0 31.6 (4.81-6.31) (6.43-8 .46) (8.67-11 .5) (10.5-14.1) (12.9-18.4) (14.8-22.0) (16.7-26.0) (18.6-30.6) (21 .2-37.7) (23.2-43.9) 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 bounds are 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 TOR PF graphical https://hdsc.nws.noaa.gov/hdsc/pfds/pfds _pri ntpage.html?lat=33.1501 &lon=-117 .3270&data=depth&units=english&series=pds I I I 1/4 10/29/2020 Precipitation Frequency Data Server PDS-ba sed depth-du ra t ion-f requency (DDF ) curves Latitude: 33.15 0 1 °, Longit u d e : -117 .3270° 35 .---..-----.------,.----,-----,-----,.----r----,-----,--..--"""T"""""T""-""T"""--,-----r-..----,---, 30 • • • •'• • • •\.•••••I.••••• J • • ••••-'•••I••• .. • J • • • • • •'• • • • • • '-• • • ••&.•••'••.I•••• J • • •'• • • • • •'• • • J •••I• . ' . . . . . . . . . . . . . . . -, C 25 ·--..... '. -.• ' ....... ~ ............ -.• ! ••. ,! •••••• • •••••• ' .......... ' ....... ~ •• ·'· ... ' ....... • .... ' ......... ' .... .' •• -! • . . . . . . . . . . . . . ' . . .i=. .µ C. a, 20 "O . 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' . • • • • ---• --.----• ---• --' ... ------1 -• -• ---•• . . -. -. --.-.. -. -. -. --. ··,---------.-- 2 5 ' .. . -. - 10 -- 25 50 100 Average recurrence i nt erval (years) - 200 ··----,, ... = •• -•r-. -•• -• 500 1000 NOAA At Jas 14, Vo lume 6, Vers ion 2 Creat ed (GMT}: Thu Oct 29 19:50:03 2020 Back to TOQ Maps & aerials Small scale terrain - https://hdsc.nws.noaa .gov/hdsc/pfds/pfds_printpage.html?lat=33.150 1 &lon=-117 .3270&data=depth&units=engli sh&series=pds Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 Duration 5--min 10-min 15--min 30-mjn 60-mtn 2--nr 3--nr 6--nr 12-hr 24-hr 2--day 3-Clay 4-Clay 7-Clay 10-day 20-day 30-day 45-day 60-day 2/4 10/29/2020 Sant a Cl arit: Precipitation Frequency Data Server A-fOUNTAJN 3km I 2.1 • mt ... Large scale terrain aimcraTe -vict orville • nard SAN.II£ ~Lo s A~g el es Rive-side ~ -<'N,.q~t>,,11. . • O(JIVJ-,1 'O Long Beach Anahetn, Ca th ea-al City 1NJ\ • • • Santa Ana• p aim o esert • • 1ndio :.!:!c~-:::-......i I Oxnnrd 0 Murrieta • San Di ego • 100km 60mi Large scale map "()Santa Cl nrit a Y L os A ngeles 0 Annheirh 0 ., o Rivers ide C ::i thed rar In di 0 - L ong Beac h O 0 c,ty 0 o 0 Palm Deser+-9 "."-...... .int:I Ana 0.Murrietn l ceanslde ---'•~ I i San Diego 0 .. Tijuana 100km I I . 60ml Large scale aerial Ensenadn 0 - https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_pri ntpage.html?lat=33 .1501 &lon=-117 .3270&data=depth&units=english&series=pds 3/4 10/29/2020 Precipitation Frequency Data Server Back to ToR. 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I I I I 40 50 Duratiion I = I = p6 = D = EQUATION 7.44 P6 D-0.645 lntensny (in/hr) 6-Hour Precipi·tation (in) Duration (min) ' • r.... ...._ ' .... ..... .... i-,., .r-... ..... .... ... .. .... .. . :r--1', • r.... .... .... 'i-,. .. ....I', .. l'o., ......... l'oi', "l'o ... i",I", 'i-,. "' ~ ~~~ ......... l'o .... l'o ·~ 'r.... . ........... .... , 'r... .... ........... . ... .... 'r.... ......... 2 ,, "'·~ .. I', ..... ... I", .. ... ..... ·~ ... ,, .. ·~~ .. l'o.,"' "~ --i,.,"' .... .. ~ .... , .... r--.. "l'o ....... l'o -3 Hours .... "•~ l'I., ~~ "'·~ 4 ~ .. . .. .. .. .. .. .. 5 6 O> ::r 0 !:; "O (D n 6.0 -g 5.5 ~ 5.0 § 4.5 '§' n 4.0 iS 3.5~ 3.0 2.5 2.0 1.5 1.0 Intensity-Duration Design Chart -Template Directions for Application: (1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10, 50, and 100 yr maps indluded in "the Design and Procedure Manual}. (2) Adjust 6 hr precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr precipitation (not applicaplie to Desert). (3) Plot 6 hr precipitation on the right side of the chart. (4) Draw a line through the point parallel to the plotted lines. (5) Thiis liine is the intensity-duration curve for the location being. analyzed . AppUcatlon Form: (a) Selected frequency ___ year p (b) p6 = ---in.,. P24 = ---,p2-= ---%(2) 24 (c) Adjusted P6<2J = __ in. (d) tx = ___ min . (e) I = __ in./hr. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. P6 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 Duration II I I I II I I I I I II 5 2.63 3.95 5.27 6.59 7.90 9.22 10.54 11.86 13.17 14.49 15.81 7 2.12 3.18 4.24 5.30 6.36 7.42 8.48 9.54 10.60 11.66 12.72 10 1.68 2.53 3.37 4.21 5.05 5.90 6.74 7.58 8.42 9.27 10.11 15 1.30 1.95 2.59 324 3.89 4.54 5 .. 19 5.84 6 .. 49 7.13 7.78 20 1.08 1.62 2.15 2.69 3.23 3.n 4.31 4.85 5.39 5.93 6.46 25 0.93-1.40 1.87 2.33 2.80 3.27 3.73 4.20 4.67 5.13 5,60 30 0.83 L24 1.66 2.07 2.49 2.90 3.32 3.73 4.15 4.56 4.98 ~ 0.69 1.0•3 1.38 1..72 2.07 2.41 2.76 3.rn 3.45 3.79 4.13 50 0.60 0.90 , .. 19 1.49 1.79 2.09 2.39-2.,69 2 .. 98 3.28 3.58 60 0.53 0.80 1.06 1.33 1.59 1.86 2.12 2.39 2.65 2.92 ~ 90 0.41 0.61 0.82 1.02 1.23 1.43 1.63 1.84 2.04 2.25 2.45 120 0.34 0.51 0.68 0.85 1.02 '1,119 1.36 1.53 1.70 1.87 2.04 ~ 0.29 '0.44 0.59 0,73 0.88 1.03 1.18 1.32 1 .. 47 1.62 1.76 180 0.26 0.39 0.52 0.65 0.78 0.91 1.04 1.18 , .. 31 1.44 1.57 240 0.22 0.33 0.43 0.54 0.65 0.76 0.87_ 0.98 l.08 1.19 1.30 300 0.19 0.28 0.38 0.47 0.56 0.66 0.75 0.85 0.94 1.03 1.13 360 0.17 0.25 0.33 0.42 0.50 0.58 0.67 0.75 0.84 0.92 1.00 FIGURE ~ 3JO 9' 1" N 33° 8' 58" N Hydrolog ic Soil Group-San Diego County Area, California 4695.51 469533 469542 4695.51 469569 Map Scale: 1:374 if printed on A portrait (8.5" x 11") sheet. E. .-< N A 0 -----=====---------========Meters ~ ----=====-------..:=======Feet 00 Edge tics: UTM Zone llN WGS84 5 10 20 0 15 ~ 60 Map projection: Web Mercator Comer coordinates: WGS84 USDA Natural Resources Web Soil Survey Nati onal Cooperative Soil Survey iiillll Conservation Service 469578 • 469578 469587 $ M rr, ~ E. .-< 10/22/2020 Page 1 of 4 33° 9' 1" N 33° 8' 58"N Hydrologic Soil Group-San Diego County Area, California MAP LEGEND MAP INFORMATION Area of Interest (AOI) [J Area of Interest (AOI) Soils Soil Rating Polygons D A D AID DB D BID D C 0 CID D D D Not rated or not available Soil Rating Lines ~ A _.,. AID ,. ... •.,. B ...... -...a BID ,:«_... C ~ CID • .,. D ,. ..... J1J --Not rated or not available Soil Rating Points IJ A 1J AID ■ B ■ BID USDA Natural Resources ~ Conservation Service IJ IJ C CID IJ D 1J Not rated or not available Water Features ---Streams and Canals Transportation I I I Rails -L,. ,_, =-:. p-w 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 15, May 27, 2020 Soil map units are labeled (as space allows) for map scales 1 :50,000 or larger. Date(s) aerial images were photographed: Jan 24, 2020-Feb 12,2020 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. 10/22/2020 Page 2 of 4 Hydrologic Soil Group-San Diego County Area, California Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI CbD Carlsbad gravelly loamy B 0.3 sand, 9 to 15 percent slopes CsC Corralitos loamy sand, 5 A 0.2 to 9 percent slopes Totals for Area of Interest 0.4 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 (AID, 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 (AID, 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. USDA Natural Resources ~ Conservation Service Web Soil Survey National Cooperative Soil Survey 58 .8% 41 .2% 100.0% 10/22/2020 Page 3 of 4 Hydrologic Soil Group-San Diego County Area, California Rating Options Aggregation Method: Dominant Condition Aggregation is the process by which a set of component attribute values is reduced to a single value that represents the map unit as a whole. A map unit is typically composed of one or more "components". A component is either some type of soil or some nonsoil entity, e.g., rock outcrop. For the attribute being aggregated, the first step of the aggregation process is to derive one attribute value for each of a map unit's components. From this set of component attributes, the next step of the aggregation process derives a single value that represents the map unit as a whole. Once a single value for each map unit is derived, a thematic map for soil map units can be rendered. Aggregation must be done because, on any soil map, map units are delineated but components are not. For each of a map unit's components, a corresponding percent composition is recorded. A percent composition of 60 indicates that the corresponding component typically makes up approximately 60°/o of the map unit. Percent composition is a critical factor in some, but not all , aggregation methods. The aggregation method "Dominant Condition" first groups like attribute values for the components in a map unit. For each group, percent composition is set to the sum of the percent composition of all components participating in that group. These groups now represent "conditions" rather than components. The attribute value associated with the group with the highest cumulative percent composition is returned. If more than one group shares the highest cumulative percent composition, the corresponding "tie-break" rule determines which value should be returned . The "tie-break" rule indicates whether the lower or higher group value should be returned in the case of a percent composition tie. The result returned by this aggregation method represents the dominant condition throughout the map unit only when no tie has occurred. Component Percent Cutoff: None Specified Components whose percent composition is below the cutoff value will not be considered. If no cutoff value is specified , all components in the database will be considered. The data for some contrasting soils of minor extent may not be in the database, and therefore are not considered. Tie-break Rule: Higher The tie-b reak rule indicates which value should be selected from a set of multiple candidate values, or which value should be selected in the event of a percent composition tie. USDA Natural Resources a. 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A B Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 10.201 10.251 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 C 0.30 0.36 0.42 0.45 0.48 0.54 0.57 0.60 0.69 0.78 0.78 0.81 0.84 0.84 0.87 3 6 of26 D 0.35 0.41 0.46 0.49 0.52 0.57 0.60 0.63 0.71 0.79 0.79 0.82 0.85 0.85 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). 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4WKH4IURPWKHVXEDUHDZLWKWKHORQJHU7FLVUHGXFHGE\WKHUDWLRRIWKH7F¶V77 1RWH$WDMXQFWLRQRIWZRLQGHSHQGHQWGUDLQDJHV\VWHPVWKDWKDYHWKHVDPH7FWKH WULEXWDU\IORZVPD\EHDGGHGWRREWDLQWKH4S 4S 44ZKHQ7 7DQG7F 7 7 7KLVFDQEHYHULILHGE\XVLQJWKHMXQFWLRQHTXDWLRQDERYH/HW47DQG, :KHQ7 DQG7DUHWKHVDPH,DQG,DUHDOVRWKHVDPHDQG77DQG,, 77DQG,,DUH FDQFHOOHGIURPWKHHTXDWLRQV$WWKLVSRLQW47 47 44 1RWH,QWKHXSVWUHDPSDUWRIDZDWHUVKHGDFRQVHUYDWLYHFRPSXWDWLRQLVDFFHSWDEOH :KHQWKHWLPHVRIFRQFHQWUDWLRQ7F¶VDUHUHODWLYHO\FORVHLQPDJQLWXGHZLWKLQXVH WKHVKRUWHU7FIRUWKHLQWHQVLW\DQGWKHHTXDWLRQ4 &$, 1RWH$QRSWLRQDOPHWKRGRIGHWHUPLQLQJWKH7FLVWRXVHWKHHTXDWLRQ 7F >&$34@ 7KLV HTXDWLRQ LV IURP 4 &$, &$ 37F DQG VROYLQJ IRU 7F 7KH DGYDQWDJH LQ WKLV RSWLRQ LV WKDW WKH 7FLV FRQVLVWHQW ZLWK WKH SHDN IORZ 4 DQG DYRLGV LQDSSURSULDWHIOXFWXDWLRQLQGRZQVWUHDPIORZVLQVRPHFDVHV M M M M Gibson Family Residence Hillside Drive (CDP 2020-0044) Drainage Report bha, Inc. 58 5.2 Reference Maps & Plans GENERAL NOTES 1. THIS PLAN SUPERSEDES ALL OTHER PLANS PREVIOUSLY APPROVED BY THE CITY OF CARLSBAD REGARDING IMPROVEMENTS SHOWN ON THIS SET OF PLANS. 2. APPROVAL OF THIS PLAN DOES NOT LESSEN OR WAIVE ANY PORTION OF THE CARLSBAD MUNICIPAL CODE, RESOLUTION OF CONDITIONAL APPROVAL, CITY STANDARDS OR OTHER ADDITIONAL DOCUMENTS LISTED HEREON AS THEY MAY PERTAIN TO THIS PROJECT. THE ENGINEER IN RESPONSIBLE CHARGE SHALL REVISE THESE PLANS WHEN NON-CONFORMANCE JS DISCOVERED. 3. CITY APPROVAL OF PLANS DOES NOT RELIEVE THE DEVELOPER OR ENGINEER- OF-WORK FROM RESPONSIBILITY FOR THE CORRECTION OF ERRORS AND OMISSIONS DISCOVERED DURING CONSTRUCTION. ALL PLAN REVISIONS SHALL BE PROMPT/.. Y SUBMITTED TO THE CITY ENGINEER FOR APPROVAL. 4. A RIGHT-OF-WAY PERMIT FROM THE CITY ENGINEER WILL BE REQUIRED FOR ANY WORK IN THE PUBLIC RIGHT OF WAY. PRIOR TO PERMIT ISSUANCE, A CERT/FICA TE OF INSURANCE MUST BE FILED NAMING THE CITY OF CARLSBAD AS AN ADDITIONAL INSURED ON THE PERMITTEE'S POLICY IN THE MINIMUM AMOUNT OF $1,000,000.00 FOR EACH OCCURRENCE OF LIABILITY. THE INSURANCE COMPANY WRITING THE POLICY MUST HAVE A RATING OF "A-" OR BETTER ANO A SIZE CATEGORY OF CLASS VII OR BETTER AS ESTABLISHED BY "BESTS" KEY RA TING GUIDE. 5. NO WORK SHALL BE COMMENCED UNTIL ALL PERMITS HAVE BEEN OBTAINED FROM THE CITY AND OTHER APPROPRIATE AGENCIES. 6. REVISION OF THESE PLANS MAY BE REQUIRED IF THE PROPOSED IMPROVEMENTS ARE NOT CONSTRUCTED PRIOR TO THE DEADLINE DA TE OF THE IMPROVEMENT AGREEMENT. 7. NO REVISIONS WILL BE MADE TO THESE PLANS WITHOUT THE WRITTEN APPROVAL OF THE CITY ENGINEER, NOTED WITHIN THE REVISION BLOCK, ON THE APPROPRIATE SHEET OF THE PLANS AND TITLE SHEET. 8. ORIGINAL DRAWINGS SHALL BECOME THE PROPERTY OF THE CITY UPON BEING SIGNED BY THE CITY ENGINEER. 9. THE ORIGINAL ORA WING SHALL BE REVISED TO REFLECT AS-BUILT CONDITIONS BY THE ENGINEER-OF-WORK PRIOR TO FINAL ACCEPTANCE OF THE WORK BY THE CITY. 10. ACCESS FOR FIRE AND OTHER EMERGENCY VEHICLES SHALL BE MAINTAINED TO THE PROJECT SITE AT ALL TIMES DURING CONSTRUCTION. 11. WHERE TRENCHES ARE WITHIN CITY EASEMENTS, A SOILS REPORT COMPRISED OF: (A) SUMMARY SHEET, (8) LABORATORY WORK SHEETS AND (C) COMPACTION CURVES, SHALL BE SUBMITTED BY A PROFESSIONAL ENGINEER OF THE STA TE OF CALIFORNIA, PRING/PALLY DOING BUSINESS IN THE FIELD OF APPLIED SOILS MECHANICS. THE SOILS REPORT WILL BE SUBMITTED TO THE CITY ENGINEERING INSPECTOR WITHIN TWO WORKING DAYS OF COMPLETION OF FIELD TESTS. THE WRITTEN FIELD COMPACTION REPORT($) SHALL BE IMMEDIATELY SUBMITTED TO THE CITY ENGINEERING INSPECTOR UPON COMPLETION OF THE FIELD TESTS. 12. A l'RECONSmucnON MEETING SHAil BE Hfl D AT THE SITE P/?/OR TO THE BEGINNING OF WORK AND SHALL BE ATTENDED BY ALL REPRESENTATIVES RESPONSIBLE FOR CONSTRUCTION, INSPECTION, SUPERVISION, TESTING AND ALL OTHER ASPECTS OF THE WORK. THE CONTRACTOR SHALL SCHEDULE THE MEETING BY CALLING THE INSPECTION LINE AT (760) 438-3891 AT LEAST FIVE (5) WORKING DAYS PRIOR TO STARTING CONSTRUCTION. APPROVED DRAWINGS MUST BE AVAILABLE PRIOR TO SCHEDULING. 13. ALL INSPECTION REQUESTS OTHER THAN FOR PRECONSTRUCTION MEETING WILL BE MADE BY CALLING THE ENGINEERING 24-HOUR INSPECTION REQUEST LINE AT (760) 438-3891. INSPECTION REQUESTS MUST BE RECEIVED PRIOR TO 2: 00 P.M. ON THE DAY BEFORE THE INSfECllON IS NEEDED, INSPECTIONS WILL BE MADE THE NEXT WORK DAY UNLESS YOU REQUEST OTHERWISE. REQUESTS MADE AFTER 2: 00 P.M. WILL BE SCHEDULED FOR TWO FULL WORK OA YS LATER. 14. THE OWNER AND/OR APPLICANT THROUGH THE DEVELOPER AND/OR CONTRACTOR SHALL DESIGN, CONSTRUCT AND MAINTAIN ALL SAFETY DEVICES, INCLUDING SHORING, AND SHALL BE SOLELY RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, LAWS AND REGULATIONS. 15. THE CONTRACTOR SHALL CONFORM TO LABOR CODE SECTION 6705 BY SUBMlmNG A DETAIL PLAN TO THE CITY ENGINEER AND/OR CONCERNED AGENCY SHOWING THE DESIGN OF SHORING, BRACING SLOPE OR OTHER PROVISIONS TO BE MADE OF WORKER PROTECTION FROM THE HAZARD OF CAVING GROUND DURING THE EXCAVATION OF SUCH TRENCH OR TRENCHES OR DURING THE PIPE INSTALLATION THEREIN. THIS PLAN MUST BE PREPARED FOR ALL TRENCHES FIVE FEET (5') OR MORE IN DEPTH AND APPROVED BY THE CITY ENGINEER AND/OR CONCERNED AGENCY PRIOR TO EXCAVATION. IF THE PLAN VARIES FROM THE SHORING SYSTEM STANDARDS ESTABl ISHED BY THE CONSTRl/CllON SAFETY ORDERS Tm E 8 CALIFORNIA ADMINISTRATIVE CODE. THE PLAN SHALL BE PREPARED BY A REGISTERED ENGINEER AT THE CONTRACTORS EXPENSE. A COPY OF THE OSHA EXCAVATION PERMIT MUST BE SUBMITTED TO THE INSPECTOR PRIOR TO EXCAVATION. 16. IF ANY ARCHAEOLOGICAL RESOURCES ARE DISCOVERED WITHIN ANY WORK ZONE DURING CONSTRUCTION, OPERATIONS W/11 CEASE IMMEDIATE/ Y: AND THE PERMITTEE WILL NOTIFY THE CITY ENGINEER. OPERATIONS WILL NOT RESTART UNTIL THE PERMITTEE HAS RECEIVED WRITTEN AUTHORITY FROM THE CITY ENGINEER TO DO SO. 17. ALL OPERATIONS CONDUCTED ON THE SITE OR ADJACENT THERETO, INCLUDING WARMING UP, REPAIR, ARRIVAL, DEPARTURE OR OPERATION OF TRUCKS, EARTHMOVING EQUIPMENT, CONSTRUCTION EQUIPMENT AND ANY OTHER ASSOC/A TED GRADING EQUIPMENT SHALL BE LIMITED TO THE PERIOD BETWEEN 7: 00 A.M. AND 6:00 P.M. EACH DAY, MONDAY THRU FRIDAY AND NO EARTHMOVING OR GRADING OPERATIONS SHALL BE CONDUCTED ON WEEKENDS OR HOLIDAYS. (A LIST OF CITY HOLIDAYS IS AVAILABLE AT THE ENGINEERING DEPAR™ENT COUNTER.) 18. ALL OFF-SITE HAUL ROUTES SHALL BE SUBMITTED BY THE CONTRACTOR TO THE CITY ENGINEER FOR APPROVAL TWO FULL WORKING DAYS PRIOR TO BEGINNING OF WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEBRIS OR DAMAGE OCCURRING ALONG THE HAUL ROUTE OR ADJACENT STREETS AS A RESULT OF THE GRADING OPERATION. 19. NO BLASTING SHALL BE COMMENCED WITHOUT A CITY ENGINEER APPROVED BLASTING PROGRAM AND BLASTING PERMIT. 20. THE EXISTENCE AND LOCATION OF UTILITY STRUCTURES AND FACILITIES SHOWN ON THE CONSTRUCTION PLANS WERE OBTAINED BY A SEARCH OF THE AVAILABLE RECORDS. ATTENTION IS CALLED TO THE POSSIBLE EXISTENCE OF OTHER UTILITY FACILITIES OR STRUCTURES NOT SHOWN OR IN A LOCATION DIFFERENT FROM THAT SHOWN ON THE PLANS. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES SHOWN ON THE PLANS AND ANY OTHER EXISTING FACILITIES OR STRUCTURES NOT SHOWN. 21. THE CONTRACTOR SHALL VERIFY THE LOCATION OF ALL EXISTING FACILITIES ( ABOVEGROUND AND UNDERGROUND ) WITHIN THE PROJECT SITE SUFFICIENTLY AHEAD OF THE CONSTRUCTION TO PERMIT THE REVISIONS OF THE CONSTRUCTION PLANS IF IT IS FOUND THAT THE ACTUAL LOCATIONS ARE IN CONFLICT WITH THE PROPOSED WORK. 22. THE CONTRACTOR SHALL NOTIFY AFFECTED UTILITY COMPANIES (SEE BELOW) AT LEAST TWO FULL WORKING DAYS PRIOR TO STARTING CONSTRUCTION NEAR THEIR FACILITIES AND SHALL COORDINATE WORK WITH A COMPANY REPRESENTATIVE. UNDERGROUND SERVICE ALERT (800)422-4133 SDG&E (800)411-7343 AT&T (800)892-0123 TIME WARNER CABLE (760)438-7741 COX COMMUNICATIONS (619}262-1122 CITY OF CARLSBAD(STREETS AND STORM DRAIN) (760)434-2980 CITY OF CARLSBAD(SEWER, WATER & RECLAIMED WATER) (760)438-2722 23. IN ACCORDANCE THE CITY STORM WATER STANDARDS ALL STORM DRAIN INLETS. CONSTRUCTED BY THIS PLAN SHALL INCLUDE "STENCILS" BE ADDED TO PROHIBIT WASTE DISCHARGE DOWNSTREAM. STENCILS SHALL BE ADDED TO THE SATISFACTION OF THE CITY ENGINEER. Y.: \Civil 3D\1456\DVVG\IMP\ 7156_1IJ.P 01 dwg Aug OS. 2020 -'i-: 11pm STREET NOTES 1. ACTUAL STRUCTURAL SECTIONS WILL BE C£TERMINED AFTER "R" VALUE TESTS HAVE BEEN CONDUCTED BY A PROFESS/ONA. ENGINEER OF THE STATE OF CALIFORNIA, PRINCIPALLY DOING BUSINESS IN THE FIELD OF APPLIED SOIL MECHANICS, ON THE PREPARED BASEMENT SOIL. THE "R" VALUE TESTS AND THE ENGINEERED STRUCTURAL SECTION 'JUST BE SUBMITTED TO THE ENGINEERING INSPECTOR FOR REVIEW AND APPROIAL A MINIMUM OF TWO (2) CITY WORKING DAYS BEFORE THE WORK BEGINS. 2. STREET LIGHTS SHALL BE INSTALLED AS SHOWN 0~ THESE PLANS, UNDERGROUND CONDUIT RUNS, SERVICE POINTS AND HAND-HOLE5 SHALL BE SHOWN ON THE "AS-BUILT" PLANS. NO DIRECT BURIAL STREETLIGHT FOUNDATIONS WILL BE ALLOWED. ALL LUM/NA/RES SHALL BE "CUT OFF" TlPE. 3. ALL UNDERGROUND UTILITIES AND LATERALS SHILL BE INSTALLED PRIOR TO CONSTRUCTION OF CURBS, CROSS GUTTERS OR SUR0ACING OF STREETS. 4. WHERE AN EXISTING PIPE LINE IS TO BE ABAN/JJNED IT SHALL BE REMOVED WITHIN TWENTY FEET OF BUILDING OR STREET ,REAS AND REPLACED WITH PROPERLY COMPACTED SOILS. IN OTHER AREAS THE PIPE WILL BE PLUGGED WITH CONCRETE OR REMOVED AS APPROVED BY TH[ CITY ENGINEER. 5. WHEELCHAIR RAMPS SHALL BE INSTALLED PER REQUIREMENTS OF TITLE 24, CALIFORNIA ADMINISTRATIVE CODE. 6. STREET TREES SHALL BE INSTALLED PER SECTION \l OF THE CITY OF CARLSBAD LANDSCAPE MANUAL. 7. FIRE HYDRANT MARKERS SHALL BE PLACED IN 11/E STREET WITHIN THE LIMITS OF WORK OF THIS PLAN PER SDRS DWG M19. 8. ALL SURVEY MONUMENTS AND POINTS THAT ARE DISTURBED BY THIS WORK SHALL BE REESTABLISHED, PERPETUATED, AVD DOCUMENTED PER THE PROFESSIONAL LAND SURVEYORS ACT. 9. TWO (2) SETS OF SURVEY (CUT) SHEETS SHALL BE PROVIDED TO THE CITY ENGINEERING INSPECTOR. 10. STREET LIGHTS SHALL BE 5,500 LUMEN (40 WI.TT) OR 13,700 PUPIL LUMEN (100 WA TT) HIGH EFFICIENCY INDUCTION LIGHTS. SEWER NOTES 1. SEWER MAIN AND APPURTENANCES SHALL BE CONSiRUCTED IN ACCORDANCE WITH THE "CITY OF CARLSBAD ENGINEERING STANDARDS :LA TEST EDITION), VOLUME 1- GENERAL DESIGN STANDARDS, CHAPTER 6-DESIGN CRITERIA FOR GRAVITY SEWER LINES AND APPURTENANCES, AND VOLUME 3 -ST!NDARD DRAWINGS AND NOTES AND THE STANDARD SPEC/FICA TIONS FOR PUBLIC WORKS CONSTRUCTION, LA TEST EDITION (GREEN BOOK). 2. BEFORE ANY CONNECTION TO THE CITY'S Ei/STING SYSTEM, A PERMIT SHALL BE OBTAINED FROM THE CITY. IT MUST :IE SIGNED AND APPROVED BY THE CITY ENGINEER AND SUPERINTENDENT. 3. BEFORE CONSTRUCTION BEGINS IN ANY PUBLIC RIGHT OF WAY, A CITY RIGHT OF WAY PERMIT SHALL BE REQUIRED. WATER NOTES 1. WATER & RECYCLED WATER MAIN AND APPURTENANCES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE "CITY OF CARLSBAD ENC/NEERING STANDARDS" (LA TEST EDITION) VOLUMES 2 & 3. 2. BEFORE ANY CONNECTION OR SHUT DOWN OF VALVES ON EXISTING C.M. W.D. LINES, A PERMIT SHALL BE OBTAINED FROM HE C.M. W.D. OFFICE AND MUST BE SIGNED AND APPROVED BY THE CITY OF CARLSBAD'S DEPUTY CITY ENGINEER AND THE UTILITY OPERATIONS' PUBLIC WORKS MANAGER. 3. THE CONTRACTOR SHALL NOTIFY THE CITY OF CARLSBAD ENGINEERING INSPECTION DEPAR™ENT 48 HOURS PRIOR TO STARTING WORk SO THAT INSPECTION MAY BE PROVIDED -TELEPHONE NO. (760)438-3891. 4. NO TREES OR STRUCTURES SHALL BE ALLOWEO IN THE WATER LINE EASEMENT, ALL EXISTING TREES AND STRUCTURES SHALL BE REMOVED PRIOR TO COMMENCEMENT OF WORK -ANY EXCEPTIONS SHALL REQUIRE WRITTEN PERMISSION FROM THE DISTRICT ENGINEER. 5. ALL BURIED COPPER PIPING AND APPURTENANCES SHALL BE PROTECTED BY MEANS OF CATHODIC PROTECTION. IF DEVELOPER/OWNER CONDUCTS A SOILS TEST REPORT AND DEMONSTRATES THAT PROiECTION CAN BE PERFORMED IN ANOTHER MANNER, THE DISTRICT ENGINEER WLL CONSIDER AN ALTERNATIVE FORM OF PROTECTION. 6. THE EXACT HORIZONTAL AND VERTICAL ALIGNMENT AND TYPE OF MATERIALS OF THE FIRE LINE LOCATED BETWEEN THE DETEC70R CHECK VAL VE AND BUILDING SHALL BE DETERMINED BY THE CITY OF CARLSBAD 0/RE MARSHAL. 7. ALL POTABLE WATER SERVICES SHALL BE 1• A~D ALL METERS SHALL BE 1• (UNLESS OTHERWISE NOTED ON PLANS). 8. ALL WATER METER BOXES SHALL BE 17" X JO' X 12" POLYMER CONCRETE AS MANUFACTURED BY ARMORCAST OR EQUAL. 9. MINIMUM SPACING BETWEEN POTABLE WATER 5ERVJCES AND SEWER LATERALS SHALL BE 10 FEET. 10. THE TOP OF WATER METER BOXES SHALL BE FLLSH WITH THE FINISHED SURFAC{; GRADE. 11. CONSTRUCTION OF WATER MAINS AND RECYCLED ~ATER MAINS SHALL ADHERE TO THE "CRITERIA FOR THE SEPARATION OF WA TEF, MAINS AND SANITARY SEWERS" PUBLISHED BY THE STATE OF CALIFORNIA'S DEPARMENT OF HEALTH SERVICES. 12· tf/:t~ciiFJEg;i:LltJ Ari :,:;t Jt7/4~~A ?5 BEN~btf4'f0·af~i~~s%/To~G~N A CASE BY CASE BASIS NOT TO EXCEED 4 DEGREES TOTAL DEFLECTION PER COUPLING (2 DEGREES/EACH GASKET). USE CERTANTEED "VINYL-IRON" H.D. FOR C900. 13. BEFORE CONSTRUCTION BEGINS IN ANY PUBLIC RIGHT OF WAY, A CITY RIGHT OF WAY PERMIT SHALL BE REQUIRED. 14. NO cumNG OF ASBESTOS CEMENT PIPE (ACP) IS PERMITTED. CONTRACTOR SHALL REMOVE ACP TO NEAREST COUPLING AND INSTALL ACP X PVC ADAPTORS AND THE NECESSARY PVC SIZE AND CLASS PIPE TO INSTALL 1-IE TEE AT THE STATION. 15. PRIOR TO BACKFILL, INSTALL TRACER WIRE ON TOP ,JF PIPE AND SECURE IN PLACE WITH 2-INCH WIDE PLASTIC ADHESIVE TAPE AT MAJ/MUM 10-FOOT INTERVALS. WIRE TO ENTER VALVE STANDS BY MEANS OF DRILLEC HOLE IN PIPE STAND WALL JUST BELOW 4TTBOX. WIRE IS NOT TO INTERFERE WITH VALVE NUT OPERATION. RUN TRACER WIRE CONTINUOUSLY ALONG PIPE AND TERM/NA Ti IN ADJACENT VAL VE BOXES FOR BURIED ASSEMBLIES OR BURIED VALVES. WHERE BURIED SPLICES OCCUR, USE AN ELECTRICAL EPOXY RESIN SUCH AS SCOTCHCAST, OR APPROVED EQUAL. PROVIDE 24 INCHES OF COILED WIRE AT ACCESS POINTS FOR ATTACHMENTS OF PIPE LOCATING EQUIPMENT. EACH INSTALLED RUN OF PIPE SHAIL BE CAPABLE OF BEING LOCATED USING THE TRACER WIRE. PROTECT WIRE INSUi.A TION FROM DAMAGE DURING INSTALLATION AND BACKFIWNG. WIRE INSULATION THAT IS BROKEN, CUT, OR DAMAGED SHALL BE REPLACED. TRACER WIRE SHALL BE AWG NO. 8 STRANDED CO?PER WIRE WITH HIGH MOLECULAR WEIGHT POLYETHYLENE (HMW/PE) INSULATION SPECIFICALLY DESIGNED FOR DIRECT BURIAL IN CORROSIVE SOIL OR WATER. POLYETHYLENE INSULATION SHALL CONFORM TO AS™ 0 1248, TYPE 1, CLASS C. WIRES WITH CUT OP DAMAGED /NSULA TION ARE NOT ACCEPTABLE AND REPLACEMENT OF THE ENTIRE WIRE WHICH HAS BEEN DAMAGED WILL BE REQUIRED AT THE CONTRACTOR'S EXPENSE. FESS/ RONALD HOIJ.OWA ,.-. NO. 29271 gJ CIV\\. F Cli RONALD L. HOLLOWA J RC£ 29271 SIGNING AND STRIPING NOTES 1. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLING ALL SIGNING AND STRIPING. 2. SIGNING, STRIPING AND PAVEMENT MARKINGS SHALL CONFORM TO THE CALIFORNIA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (FHWA 'S MUTCD 2003 REVISION 1, AS AMENDED FOR USE IN CALIFORNIA), CALTRANS STANDARD SPECIFICATIONS (JULY 2006 OR LA TEST VERSION THEREOF), THtSE PLANS AND THE SPECIAL PROVISIONS. 3. ALL SIGNING AND STRIPING IS SUBJECT TO THE APPROVAL OF THE PUBLIC WORKS DIRECTOR OR HIS REPRESENTATIVE, PRIOR TO INSTALLATION. 4. ANY DEV/A TION FROM THESE SIGNING AND STRIPING PLANS SHALL BE APPROVED BY THE ENGINEER OF WORK AND PUBLIC WORKS DIRECTOR PRIOR TO ANY CHANGE IN THE FIELD. 5. ALL SIGNING AND STRIPING SHALL BE REFLECTIVE PER CAL TRANS SPECIF/CATIONS. STRIPING SHALL BE REPAINTED TWO WEEKS AFTER INITIAL PAINTING. SIGNING SHALL USE ENCAPSULATED LENS REFLECTIVE SHEETING (HIGH INTENSITY OR EQUAL). VICINITY CITY OF OCEANSIDE HIGHWAY 713 MAP NOT TO SCALE 6. PRIOR TO FINAL ACCEPTANCE OF STREET IMPROVEMENTS, ALL STREET STRIPING AND AND MARKINGS WITHIN A 500' PERIMETER OF THE CONSTRUCTION PROJECT WILL BE RESTORED TO A "LIKE NEW" CONDITION, IN A MANNER MEETING THE APPROVAL OF THE CITY INSPECTOR. CITY OF VISTA 7. EXACT LOCATION OF STRIPING AND STOP LIMIT LINES SHALL BE APPROVED BY THE PUBLIC WORKS DIRECTOR OR HIS REPRESENTATIVE PRIOR TO INSTALLATION. 8. CONTRACTOR SHALL REMOVE ALL CONFLICTING PAINTED LINES, MARKINGS AND PAVEMENT LEGENDS BY GRINDING. DEBRIS SHALL BE PROMPTLY REMOVED BY THE CONTRACTOR. 9. ALL PAVEMENT LEGENDS SHALL BE THE LATEST VERSION OFTHE CALTRANS METRIC STENCILS. 10. LIMIT LINES ANO CROSSWALKS SHALL BE FIELD LOCATED. CROSSWALKS SHALL HAVE 10' INSIDE DIMENSION UNLESS OTHERWISE SPECIFIED. 11. ALL CROSSWALKS, LIMIT LINES, STOP BARS, PAVEMENT ARROWS AND PAVEMENT LEGENDS SHALL BE THERMOPLASTIC UNLESS OTHERWISE SPECIFIED. 12. FIRE HYDRANT PAVEMENT MARKERS SHALL CONFORM TO THE CALIFORNIA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (FHWA 'S MUTCD 2003 REVISION 1, AS AMENDED FOR USE IN CALIFORNIA) AND SAN DIEGO REGIONAL STANDARD DRAWING M-19. 13. ALL MEDIAN NOSES AND FLARES SHALL BE PAINTED YELLOW. 14. ALL SIGNS SHALL BE STANDARD SIZE AS SHOWN IN THE CALIFORNIA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (FHWA 'S MUTCD 2003 REVJSION1, AS AMENDED FOR USE IN CALIFORNIA) UNLESS OTHERWISE SPECIFIED. 15. SIGN POSTS SHALL BE SQUARE PERFORATED STEEL TUBING WITH BREAKAWAY BASE PER SAN DIEGO REGIONAL STANDARD DRAWING M-45. 16. WHEN A SIGN IS ATTACHED TO A POLE, IT SHALL BE MOUNTED USING A STANDARD CITY OF CARLSBAD MOUNTING BRACKET WITH STRAPS. 17. EXISTING SIGNS REMOVED BY THE CONTRACTOR SHALL BE DELIVERED BY THE CONTRACTOR TO THE CITY OF CARLSBAD PUBLIC WORKS YARD AT 405 OAK AVENUE. 18. ALL SIGNS SHOWN ON THESE PLANS SHALL BE NEW SIGNS PROVIDED AND INSTALLED BY THE CONTRACTOR EXCEPT THOSE SIGNS SPECIF/CALLY SHOWN AS EXISTING TO BE RELOCATED OR TO REMAIN. 19. (IF NECESSARY) WHERE R4-7 SIGN AND OM1-3 OBJECT MARKER ARE TO BE INSTALLED IN A 2-FOOT WIDE MEDIAN NOSE, THE R4-7 SIGN SHALL BE 18"X24" AND THE OM1-3 OBJECT MARKER SHALL BE 12"X12" BASIS OF BEARINGS THE BASIS OF BEARINGS FOR THIS SURVEY IS THE CALIFORNIA COORDINATE SYSTEM, NAO 83 (CCS83) [EPOCH 1991.35}. ZONE 6, AS DETERMINED LOCALLY BY A LINE BETWEEN FIRST ORDER CON1ROL STATIONS 118 AND 119 BEING A GRID BEARING OF N18"56'27"W AS DERIVED FROM GEODETIC VALUES SHOWN ON RECORD OF SURVEY 17271 (CITY OF CARLSBAD SURVEY CONTROL), FILED ON FEBRUARY 08, 2002 AS FILE NUMBER 2002-0112862 IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY. PACIFIC OCEAN 1 CITY OF ENCINITAS VICINITY MAP A SHEET INDEX nrLE SHEET NO SCALE sr. 2 PLAN AND PROFILE-PARK DRIVE QUOTED BEARINGS FROM REFERENCE MAPS OR DEEDS MAY OR MAY NOT BE IN TERMS OF SAID SYSTEM. SOURCE OF TOPOGRAPHY 3 AND HILLSIDE DRIVE Tl[R 1 SWPPP AND EROSION CONTROL PLAN TOPOGRAPHY SHOWN ON THESE PLANS WAS GENERA TED BY AERIAL PHOTOGRAMMETRIC METHODS FROM INFORMATION GATHERED ON JUNE 30 , 20111. BY INLAND AERIAL SURVEYS. INC TOPOGRAPHY SHOWN HEREON CONFORMS TO NATIONAL MAP ACCURACY STANDARDS. OWNER/SUBDIVIDER: ETHAN ANDREW MURRAY LIVING TRUST DA TED NOVEMBER 8, 2019 H!!i.9 HILLSIDE DRIVE PROJECT LOCATION 4369 HILLSIDE DRIVE, CARLSBAD, CA 92008 THIS PROJECT IS LOCATED WITHIN ASSESSORS PARCEL NUMBER(S) 206-160-13 THE CALIFORNIA COORDINATE INDEX OF THIS PROJECT IS: N 1999890 E 6232128 BENCH MARK DESCRIPTION: BEING A 2• IRON PIPE W/2" BRASS DISC STAMPED "CLSB-118" LOCA TJON: TOP OF SLOPE ON THE SOUTHWESTERLY SIDE OF ADAMS STREET AT THE INTERSECTION WITH HIGHLAND DRIVE RECORDED: R.O.S. 17271, FEBRUARY 8, 2002 ELEVATION: 88.67 DA TUM: NGVD 29 bl-tA,lnc. land planning, civil engineering, suiveylng 5115 AVENIDA ENCINAS SUITE "L" CARLSBAD, CA. 92008-4387 (760) 931-8700 DATE CARLSBAD, CA 92008 (760) 212-6944 REFERENCE DRAWINGS DWG. NO. 212-4 DWG. NO. 212-4A "DECLARATION OF RESPONSIBLE CHARGE" I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS PROJECT, THAT I HA VE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THE PROJECT AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFZSS/ONS CODE, AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS. I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND SPECIFICATIONS BY THE CITY OF CARLSBAD DOES NOT RELIEVE ME AS ENGINEER OF WORK, OF MY FOR PROJECT DESIGN. FIRM: BHA INC. ADDRESS: ___ 5_11_5_A_V£_NI_D_A_£_N_CI_N_AS~,_S_LI_TE_L __ CITY, ST.: --~C"-A=R=LS,_,B~A=D,~CA""'L""IF-"O'""RN-"IA'-'----- TELEPHONE: 760-93 1-8700 BY: 7l,..._ ~ RONAL a/ D L}HOLLOWA Y DAT£: _____ _ R.C.E. N0.: __ =29,..,2"-7-'-1- REGISTRA TION EXP/RATION DATE: 3-31-21 ' DATE INITIAL • ENGINEER OF WORK REVISION DESCRIPTION WORK TO BE DONE THE IMPROVEMENT WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE FOLLOWING DOCUMENTS, CURRENT AT THE TIME OF CONSTRUCTION, AS DIRECTED BY THE CITY ENGINEER. 1. CARLSBAD MUNICIPAL CODE 2. CITY OF CARLSBAD ENGINEERING STANDARDS 3. THIS SET OF PLANS 4. RESOLUTION NO. N A DA TED ~N~/A~--- (PLANNING DEPT APPROVAL LETTER DA TED 7 /13/20) 5. THE STANDARD SPEC/FICA TIONS FOR PUBLIC WORKS CONSTRUCTION (GREEN BOOK). 6. SO/LS REPORT AND RECOMMENDATIONS BY VINJE & MIDDLETON ENGINEERING, INC JOB #20-149-P DATED MAY 06 2020 7. THE SAN DIEGO REGIONAL STANDARD DRAWINGS AND AS MAY BE MODIFIED BY THE CITY OF CARLSBAD STANDARDS. 8. CALIFORNIA COASTAL COMMISSION DEVELOPMENT PERMIT CONDITIONS DA TED N!!, 9. STORM WATER POLLUTION PREVENTION PLAN PREPARED BY HA DA TED JUNE 25, 2020 10. STORM WATER QUALITY MANAGEMENT PLAN PREPARED ff NA M~------- 11. CALIFORNIA STORM WATER QUALITY ASSOC/A TION BMP CONSTRUCTION HANDBOOK AND CAL TRANS CONSTRUCTION SITE BMP MANUAL. DESCRIPTION SUBDIVISION BOUNDARY PARCEL LINE RIGHT-OF-WAY CURB AND GUTTER (PUBLIC) TYPE "A " AC BERM AC SAWCUT LEGEND DWG.NO. • SDRSD G-2 -t- 11' G\S-1 SDRSD G-5 SYMBOL ------ CONCRETE SIDEWALK (PUBLIC) SDRSD G-7..-· '' ... ' '• ;· 1,-(llS-\ PCC PEDES1RIAN RAMP (TYPE A) SDRSD G-27-' \LlJ7 -'J( ll\ S -\ AC PAVING/BASE REMOVAL, REPLACE WITH 4" AC/7.5" AB/12" COMP NATIVE ADDITIONAL AC PAVING/BASE REMOVAL 4" SANITARY SEWER LATERAL lll 5-7 K \ '> '>\\s;;J @ ®--s---j TRENCHING *GS-24 THRU GS-28 k?222<x?22'i QUANTITY 194 LF 26 LF 270 LF 935 SF 1 EA 515 SF 353 SF 1 EA 15 LF All STANDARD DRAWINGS ARE SAN DIEGO REGIONAL STANDARD DRAWINGS (SDRSD) UNLESS NOTED OTHERWISE: * CITY OF CARLSBAD STANDARD "AS BUil T" P.E. EXP. DATE REVIEWED BY: INSPECTOR DATE I SHIT I CITY OF CARLSBAD I SH3TS I ENGINEERING DEPARTMENT IMPROVEMENT PLANS FOR: MURRAY RESIDENCES ROW2020-0498 TITLE SHEET CDP2019-0028 APPROVED: ~ c ~JASON S.0EL/22RT l="cR ~ -'1, 1/8 2o • CITY ENGINEER RCE 63912 EXPIRES 9/30/1-6'.zo DATE DWN BY: DJC PROJECT NO. DRAWING NO. DATE INITIAL DATE INITIAL CHKD BY: ~ OTHER APPROVAL CITY APPROVAL RVWD BY: MS2019-0001 DWG 524-9 . --I ' I I ! ! ! I I i I .• ,, -----I --t-+--+---+-t---+--1-+--+-,-+--+---+-t---t--+---f-------,-----,-,-,------1-------1 ,. 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I ---+-,--+--~,-----If--+--, i ' i ' i i i I I : I i ----i----+.--:--1'---,1-,_, ---il:=====-+----i------+-+----+ r'_+-1! ____ -+ ___ 1--, --l-----j---j--t----!-j-i --+--f----j----,, --+--f--f-----+--+---·--+---t---__ __ _ -·· i ' .,_--+---+-+-+--+f-----+--+----t-t---t----t-----t-+---t---t-+----,-,---i---t-----t--i--t---+-t-----+--i---,---,-,-~---,----,-,------,-,------; -- ! i I ' -+-+--+' ---+---+--+-f---+---+----f-~----- i , -,--I--+----,-i ' ! I ___ I----+--+-·_I_ i I i ! i !11---+---+-+-+--+----i,-+--+----t-t---t----t-----t-+---t----+-t---t---,---i---t-----t--i--t---+-t-----t-----t-,---,---,-,-------------- 1 i 9+00 -MAP 7973 ___ 7 ' r -' I I ' <> CENIBRUNE DATA TABLE NO. LENGTH BEARING-DELTA RADIUS REMARKS PLAN: PARK DRIVE 1 133.26' 36"323'28"E 250.00' C/L PER MAP 2152 SCALE: 1" = 20' 2 161.52' N06"35'49"E C/1-PER MAP 2152 □ CURB DATA TABLE NO. LENGTH BEARING-DELTA RADIUS REMARKS 1 87.82' N03"27'52"W 6" CURB & GUTTER (G-2) 2 80.53' N00"41'40"E 6" CURB & GUTTER (G-2) 3 40.33' 77"01'20" 30.00' 6" CURB & GUTTER (G-2) 4 26.50' N76"43'15"W 6" TYPE A AC BERM (G-5) ' ' I , 10+00 ADA ACCESS RAMP NOTE; TRUN':A TED DOME TILE AREAS FOR ACCESSIBLE RAMPS SHAL, COMPLY WITH THE MOST CURRENT REQUIREMENTS PER THE STA TE OF CALIFORNIA 777LE 24 ACCESSIBILITY CODES. NOTE CONTRICTOR TO VERIFY THE EXISTENCE AND LOCATION OF ALL EX/S77NG UTIUTIE3 BEFORE COMMENCING WORK. CONTRACTOR SHALL TAKE PRECAiTIONARY MEASURES TO PROTECT THE UTILITY LINES SHOWN HEREON AND AAY OTHER EXISTING LINES NOT OF RECORD OR NOT SHOWN ON THESE ?LANS ---·---,----i----,--i--+---------I I ' ' , SCALES: VERTICAL: 1"-4' I---,--,--, : j ---f--+-~i -+-+-+---t-~----1---1-------r+-! -+-I -+-+I -+-----r--+----r---t---t-t-t--+---~, -+---+!--+-----t---t---t-t-:---t-l-HORIZONTAL: 1"=20' LEGEND: (j) SA WCUT PAVEMENT, REMOVE EXISTING AC BERM AND lt REPLACE WITH PCC CURB AND GUTTER PER G-2. + !;\':,-I (Z) PROPOSED NON-CONTIGUOUS PCC SIDEWALK PER G-7 CT) PROPOSED RETURN ADA RAMP PER G-27 @ PROPOSED SEWER LATERAL PER CMWD S-7* @ EXISTING 10" VCP SEWER MAIN PER DWG 212-4 @ EXISTING 8" ACP WATER MAIN PER DWG 212-4 (Z) EXISTING 16" ACP WATER MAIN PER DWG 212-4 @ EXISTING 2" H.P. GAS MAIN PER DWG 212-4 @ EXISTING 48" RCP STORM DRAIN PER DWG 212-4 @ EXISTING AC PAVING AND AC BERM TO BE REMOVED 20' 10' o· 20· 60' ~ RONALD L. HOLLOWAY RCE 29271 I i SCALE: 1'' = 20' bliA,lnc. land planning, cMI engineering, suuvey!ng 5115 AVENIDA ENCINAS SUITE "L" CARLSBAD, CA. 92008-4387 (760) 931-8700 fl-2f-Zo DATE PLAN: HILLSIDE DRIVE "AS BUil T" SCALE: 1" = 20' P.E. ___ _ EXP. ___ _ DATE REVIEWED BY: INSPECTOR DATE t----+--+----------------t---t----i-----i I SH2EET I CITY OF CARLSBAD I SHE3ETS I ENGINEERING DEPARTMENT ::===-===========-===::::; DA TE INITIAL DATE INITIAL DA TE INITIAL ENGINEER OF WORK REVISION DESCRIPTION OlHER APPROVAL CITY APPROVAL IMPROVEMENT PLANS FOR: MURRAY RESIDENCES PLAN AND PROFILE SHEET ROW2020-0498 CDP2019-0028 APPROVED: ~ // / /JASON S.4ELD,ERT p-013, /4-,;...__ ~c c:; !le@ CITY ENGINEER RCE 63912 EXPIRES 9/30/20 ' DA'1E DWN BY: DJC CHKD BY: % RVWD BY: PROJECT NO. MS2019-0001 DRAWING NO. DWG 524-9 TIER 2 CITY STORM WATER POLLUTION PREVENTION PLAN (TIER 1 SWPPP) BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control BMPs Tracking Non-Storm Water Waste Management and Materials BMPs Control BMP, Management BMPs Pollution Control BMPs c:: --~ .2 .g -"' -iii "' c:: § --O> 0 E § ., "' c:: "' (.) (.) .§ ~ -~ E § .!, --2 2 t: -~ 0 E ., ., -::!; "' ., 0, -~ ..!! ---.s; ::, c 0, -~ 0 c:: ., .s; .!: "' ., ., g "" t'J 0 .§ ., o~ 0, 01; Cl. ., c:: ., c:: <'!; ~ !!! ,g_ Best Management Practice• " <'<! .s; e ex:, ii} t: 8 '-§ c:: 0, 0, "' ,. ., 0 .s; 8~ ., -"= 3l --.s; ""' .s; ~ E ., "' "' ,g "' ., ~ c:: ., c:: ., iii (BMP) Description -2~ ., ~ ., (/} "' "' ., 0, ex:, e c:: c:: c:: c:, ::::, !!! -., ➔ .,, ., ~ ., 0 Ji .s; ]¼:;_ §_§ -., ::, ~ Cl) " -0 "= c;g ~~ 0"' 0 "' ., ~~ "E g 0, "" iii c:, 0 ex:, 0, c.., ., ., " -~ c:, 0, c:: Cl:: -§ ~i ., :§ & .g "" cte .g ., ~-5: 1l " ~ 0 E al ·" "' L.. .k! o,-::;; -~-g _fr " :S-~ ~ ii !!! ,g =::: (I) .s e '-0 0, '-O> .,, ., ~ ., ::, ..Q ~ .,-" "' 0 oO "' -~ -~ ,__ ..Q 0 -" 0 ., '-u --lb -~ 0 0 '-0 -., ~ ~ u c5l ..s e 0 0, .E 0 o e ~i -""' ., ~o -0 ;:;:: C: :::: § N C:: it~ ~ i ~Ci Vi ell 6 E: tig (/) .s 0 ~u 0 -0 VJ b}8 vi ::!; 00 ::c D; (/} "-(/} Cl:: =" "-Q.O "-~ (/} ::!; ::c ~ CASQA Designation ➔ "' "<I-" ca -,.,., " CQ C) "' ,.,., " CQ 7 "' ,.,., "" "' <o 0, --"" "' <o ---I I I I ~ I I I ~ ~ ~ I I I I I I I J, J, I I I I I Construction Activity ~ ~ ~ ~ f;l bl bl bl bl bl ~ ~ ~ ~ <: <: i i i i i i )C Gradina/Soil Disturbance X ~ "X ~ ~ -~ ~ -Trenchina/Excavation Stockoilina Ori/lino /Borinq Concrete/Asohalt Sawcuttinq ,,,.. ~ -~ Concrete Flatwork ....,., ........... ->< Pavina -~ ~ - Conduit/1-'ipe Installation Stucco/Mortar Work )C Waste Disposal ~ -..... -~ Staainn/Lav Dawn Area )C Eauioment Maintenance and Fuelina ..... ,,. ..... ..... ,,. Hazardous Substance Use/Storaae Dewaterinq Site Access Across Dirt Other (/ist ): Instructions: 1. Check the box to the left of all applicable construction activity (first column) expected to occur during construction. 2. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Stormwater Quality Associaticn (CASQA) designation number. or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersec:s with the BMP column. Choose one J. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to t/-e project. 20' 20' 40' 60' -Mi u M I SCALE: 1" = 20' -c:: ., .!,! ~ ., -., -"' o~ ii}o =" iii ~§ ., E ~::!; -., ~ "' 0 ., u 0 ~--c:: c:: c:: "' oo ~i c.., ~ CQ 0, I I i i -- --_.....__ >< ~ - ,,. X ..... ..... - STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FAG/LITA TE RAPID INSTALLA TIONOF EROSION AND SEDIMENT CONTROL BMP'S WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SA TISFACTIONOF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. J. THE OWNER/CONTRACTOR SHALL INSTALL ADDlnONAL EROSION CONTROL MEAWRES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORSEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AFTER THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCEt/T( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL CONTAIN J/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 7. THE CITY INSPECTOR SHALL HA VE THE AUTHORITY TO ALTER THIS PLAN DUR/1/G OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. RONALD L. HOLLOWAY -;e: NO. 29271 1;:J C]Vl\, OF c1,1,\~ LEGEND DESCRIPTION EC-4, PRESERVATION OF EXISTING EC-4, HYDROSEEDING DIRECTION/COURSE OF FLOW SE-1, SILT FENCE SE-6, GRAVEL BAG NS-9, VEHICLE AND EQUIPMENT FUELING WM-4, SPILL AND PREVENTION CONTROL H-M-5, SOLID WASTE MANAGEMENT H-M-6, HAZARDOUS WASTE MANAGEMENT H-M-8, CONCRETE WASTE MANAGEMENT WM-9, SANITARY/SEPTIC WASTE MANAGEMENT OWNER'S CERTIFICATION: SYMBOL EC-4 EC-4 •:;)=•=·=· NS-8 IW-4 IW-5 KM-6 IW-8 IW-9 I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPs} DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO A VOID THE MOB/LIZA TION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCT/ON RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 2 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCT/ON WORK IS COMPLETE AND SIGNED OFF BY THE CITY OF CARLSBAD. ETHAN ANDREW MURRAY ';J -1,;, -z,;, OWNER(S)/ OWNER'S AGENT NAME (PRINT) DA TE c;:-y(~ ~ /1/M l/1..--,,----8'--ZJ-ZD OWNER(S)/ OWNER'S AGENTWAME (SIGlfATuRE) -~-D-A~TE~-- PROJECT INFORMATION SITE ADDRESS: ASSESSOR'S PARCEL NUMBER: EMERGENCY CONTACT: NAME: 24 HOUR PHONE: 4629 HILLSIDE DRIVE CARLSBAD, CA 92008 206-160-13 ETHAN MURRAY 760-212-6944 CONSTRUCTION THREAT TO STORM WATER QUALITY (CHECK BOX} □ MEDIUM ~LOW bliA,lnc. land planning, civil engineering, m.1rveylng 5115 AVENIOA ENCINAS SUITE "L" CARLSBAD, CA. 92008-4387 (760) 931-8700 QUANTITY 2,000 SF 260 LF 42 EA 1 EA 1 EA 1 EA 1 EA 1 EA 1 EA RONALD L. HOLLOWAY /; DATE RC£ 29271 I SH3T I CITY OF CARLSBAD I SH3TS I ENGINEERING DEPARTMENT EROSION CONTROL PLANS FOR: MURRAY RESIDENCES TIER I SWPPP ROW2020-0498 CDP2019-0028 APPROVED: ....----'A' -_ -( 1 / / JASON S. ~L:1~ -----, 9 18 , CITY ENGINEER RCE 63912 EXPIRES 9/30/20 'DATE OWN BY: DJC PROJECT NO. DRAWING NO. DATE INITIA.. DATE INITIAL DATE INITIAL CHKD BY: ~ REVISION DESCRIPTION MS2019-0001 DWG 524-9 ENGINEER OF WORK OTHER APPROVAL CllY APPROVAL RVWD BY: MATCH LINEMATCH LINEMATCH LINEA-1B-2 C-1MASTER PLAN OF DRAINAGE FACILITIESI I i .. i ! I I .. I .. I ! ! ~ ! ~ i i i I ;:; A ' 6 I I ~ \ ""---\ \)( ~ \ \ C,.-.f ' ' ~---------------------------------------~ \ ''. • ~:--1~ o'r' -------~---\ ---\?,. \o \ \. l O Q~ \ ½··~ --,:--i:;i -~~"'" ' ¾ ~ ~ ,;:, t., C. ::I QJ,,"'-""' '\ .>\ K \ ( --.""'...,_..,....-_"" _____ ,.. __ ..;:_....., -<!"'--"",.--l,\ ~ \~~ ~"::-~ ' \ ' • ' \_ ~ l V' \'\.~\._" [A \ \ MA \ ~ o;•"~' .... \ :it..., / J ✓ \ -.,,, ~'0~ ~ t ~· /4\ -,~ \ f~ ) ysO~ -'1\ ' ~ \V \~~f ~ \ \ \ \\~a~~~~\\~\~~ \~\0-JJ. _17~~ \ \_, '.'\.'\.\ Y? ______. • ~~ \t' ~-\J ~ .;;""'' l , , ~ = ""' '" . ~ '\\.'-,,._ / .-.. \ / / \I'/ ,"l. ,-...;;. .. \ -u , .. '\. ~... \ \. .........-W, \ \\ \\\l' ~ ·p \\. --.........._ '\. 'Ii.\ L "I l\ l '-'I\\ ll~'-\\. Ji:! Jr!""\.--. 1tr f -)o \')~~~}~\:-, / ~ \ ·,~\. '(\ ~ '~ \ \ \ \ ~\~\ -~ "-'( ~~~ ( 17\\\ ~~\\\(~ q,b~ L__ l \ ~ ~~~ 'Z-..... ~ "1.. ~\ ~ '\_ W\ \~ft><'\ s,/, -l~)6\\ ',,~\_ ~ ~' -~ \ .Fr-PACIFIC OCEAN ' ' \ ' ' \ ~~\~·~\\~i&)11)\\0~?\~~~ ' ,, \ AGUA HEDIONDA LAGOON AGUA HEDIONDA LAGOON \\ \ \ J--\~~(" /'' \ --. . -'l() . "" . .,,.,,, 0 V ~.,_, "o ~ '. \ -·~ \ ~j I . LI)'-1--1-'J I ' ~~\l\t ~ " ► ----= .__ ==--"----' -r It AGUA HEDIONDA LAGOON \ I n_ ~ \ \ ~ --.,Oo~ 100-= .... I '\··~·· r--------------------------------------------------------------------------------------------------------------------------------------------------------I ' ------0 " PLATE INDEX Ba --.....+----_........ I : • I I I r= sin, A _,,_, ,....-, __ I A-1 : A-2 , _,.., At3 A-4 ',> ' ' : '\ I I ., I Basin B L_/\ I' L B-4 \-1 B-2 B-3 ' : I ' I ' ----~ ------------:--L-... -------~ '-'£'-: , ~ , --l) : F¾-L;al~' ' I I I C-1 D-1 E-1 1\1 -Basi n:D \ \ D-2 D-3 I ~, ' '...rf ,.,,,.,.. .,. -........._ ' , r' E-2 1:-3 -,--, ' ,_ --:--' ' c-4i J D-4 E-4 "' \., I I ' 7 I' I' _r I I ---... ~ 0 500 SCALE IN l'l!ET LEGJiND EXISTING STORK DRAINS -----UNDER 12" 15" TO 24" 30" TO 48" ABOVE 48" ------DITCH - - - - - - - - -PROPOSED STORK DRAIII OR DRAINAGE FACILITY C > LAKE, RESEVOIR, OR POND -----RIVER OR STREAM Basin A BUENA VISTA WATERSHED Basin B AGUA BED10NDA WATERSHED Basin C ENCINAS CREEK WATERSHED Basin D BATIQUITOs WATERSHED WATERSHED DIVIDE . -FACILITY DESIGNATION BM First letter Is BASIN DESIGNATOR Following letter(s) are the FACILITY DESIGNATOR -----PROPOSED PLANNED LOCAL DRAINAGE (PLD) AREA BOUNDARY ENHANCED NATURAL CHANNEL <!==-<€= ... PROPOSED ENHANCED NATURAL CHANNEL llAJOR CREEK FLOW • '1 ,_ 0 EXISTING DETENTION BASIN PROPOSED SEDIMENTATION BASIN EXISTING SEDIMENTATION BASIN -----CITY OF CAR!SlWl BOUNDARY PLATE B-1 PRo.ECT l.OCATII»< CllY OF CARLSBAD DA TE I PFlo..ECT NUMBER NOV 2007 128290 BROWN AND ii C '6!'[ i1H»' I I :,_A D=G~ ~~a.: L I