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Home My WebLink AboutCT 16-04; HIGHLAND VIEW HOMES; HYDROLOGY STUDY; 2017-08-01BRIAN ARDOLINO, RCE 71651 DATE c,,-r IUA HYDROLOGY STUDY For HIGHLAND VIEW HOMES 3794 HIGHLAND DRIVE CARLSBAD, CA 92008 CT 16-04 DWG 504-3A City of Carlsbad, CA PREPARED FOR: CARLSBAD COASTAL VIEWS, LLC 3840 DON LORENZO CARLSBAD, CA 92010 Date: August 2017 1fl -' 7 1U !! A \\ b' LL.i SEP 112017 LAND DEVELOPMENT ENGINEERING PREPARED BY: Pasco La ret Suiter & Associates 535 N. Highway 101, Suite A Solana Beach, CA 92075 (858) 259-8212 OFESS/O4, LU No.71651 °1 Exp.[..r7 )( FCALWI- 2713 Highland View Homes TABLE OF CONTENTS SECTION Executive Summary Introduction Existing Conditions Proposed Project Off-Site Conditions Summary of Results and Conditions Conclusions References Methodology Introduction County of San Diego Criteria Runoff coefficient determination Hydrologic Analyses Pre-Developed Hydrologic Analysis Post-Developed Hydrologic Analysis Undetained Detention Analysis Post-Developed Hydrologic Analysis Detained Off-Site Hydrologic Analysis Off-site Hydraulic Analysis Appendix 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.7 2.0 2.1 2.2 2.3 3.0 3.1 3.2 4.0 4.1 5.0 5.1 6.0 August 2017 2713 Highland View Homes 1.0 EXECUTIVE SUMMARY 1.1 Introduction This Hydrology Study for the Highland View Homes project has been prepared to analyze the hydrologic characteristics of the existing and proposed project site. This report intends to present both the methodology and the calculations used for determining the runoff from the project site in both the pre-developed (existing) conditions and the post-developed (proposed) conditions produced by the 100-year 6- hour storm event. 1.2 Existing Conditions The property is located at 3794 Highland Drive in the City of Carlsbad. The site is bordered by residential development to the north and south and Valley Middle School to the east. Highland Drive borders the project site on the west. The project site is located in the Agua Hedionda Hydrologic Area, Los Monos Sub-Area (904.31). I The existing project site includes 1 residence and associated hardscape. There is a ridgeline near the westerly parcel boundary. A small portion of the project site drains westerly from the ridgeline to Highland Drive where it gets collected in the existing I storm drain which flows northerly, westerly, then southerly, ultimately discharging to Agua Hedionda Lagoon. The majority of storm water runoff from the project site drains easterly from the ridgeline overland toward the back of the parcel. Offsite drainage I from the adjacent lots (APNs 205-220-95 and 205-220-87) flows from the ridgeline easterly onto and through the project site. All runoff flows overland to the back of the parcel where it turns and flows southerly and discharges at the southeast corner of the project site. Flow continues southerly to Tamarack Avenue where it gets collected in the existing storm drain which ultimately discharges to Agua Hedionda Lagoon. I 1.3 Proposed Project I , The project proposes to demolish the existing residence and construct 8 single-family detached residential units, associated utilities, landscape and hardscape improvements, a permeable paver private access drive, and a storm water infiltration basin to meet I pollutant control and hydromodification flow control requirements. The proposed drainage design conveys onsite runoff in proposed storm drain easterly to the proposed Infiltration Basin BMP located in the southeast corner of the project site for storm water pollutant control treatment, hydromodification flow control and mitigation of the 100-year 6-hour storm event peak discharge rate. The offsite drainage will bypass the infiltration basin and be routed around the project site to the southeast discharge point. Storm water runoff not infiltrated will discharge at the southeast corner of the project site as it does in the existing condition. In the proposed condition, the I August 2017 2713 Highland View Homes small portion of the parcel that drained westerly to Highland Drive in the existing condition will be conveyed easterly to the infiltration basin for pollutant control and hydromodification management. The infiltration basin is designed to also provide mitigation of the 100-year 6-hour storm event so that the proposed peak discharge rate is detained to the existing condition peak flow rate. 1.4 Off-Site Conditions In the existing condition, the eastern portion of the site has a wide earthen drainage channel that runs from north to south in the existing condition. Consulting with the best available information by the City of Carlsbad, storm water sheet flows from south of Magnolia Avenue and west of Valley Street and enters the drainage channel and drains south to an existing headwall just north of Tamarack Avenue. As the project proposes to alter the drainage pattern through the earthen channel, drainage ditches and PVC by- pass pipe system is proposed to route the off-site drainage around the site to the existing discharge point at the southeastern point of the site as it does in the existing condition. See section 5.0 for calculations and map. 1.5 Summary of Results The table below provides a summary of the existing and proposed 100-year 6-hour storm event peak discharge rates. Summary of Existing and Pronosed Hydrologic Analyses Condition Area (ac) Tc (mm) Q100 Existing 2.34 9.87 3.75 Proposed Undetained 2.46 9.01 6.92 Proposed Detained 2.46 18.03 3.36 1.6 Conclusions Storm water runoff from the proposed project will be collected in proposed storm drain and conveyed to the proposed infiltration basin which has been designed to provide storm water pollutant control, hydromodification management, and mitigation for the 100-year 6-hour storm event peak discharge rate. The infiltration basin mitigates the proposed peak flow rate to below the existing condition peak flow rate. Therefore, the proposed project will not negatively impact the downstream storm drain system. See section 4.0 for calculations. 1.7 References "San Diego County Hydrology Manual" revised June 2003, County of San Diego, Department of Public Works, Flood Control Section. August 2017 2713 Highland View Homes I "California Regional Water Quality Control Board San Diego Order No. R9-2013-0001- I DWQ" California Regional Water Control Board, San Diego Region (SDRWQCB). I I I I I I I I I I I I I I I I August 2017 2713 Highland View Homes 2.0 METHODOLOGY 2.1 Introduction The hydrologic model used to perform the hydrologic analysis presented in this report utilizes the Rational Method (RM) equation, Q=CIA. The RM formula estimates the peak rate of runoff based on the variables of area, runoff coefficient, and rainfall intensity. The rainfall intensity (I) is equal to: = 7.44 x P6 x D °'65 Where: = Intensity (in/hr) P6 = 6-hour precipitation (inches) 0 = duration (minutes - use Ic) Using the Time of Concentration (Ic), which is the time required for a given element of I water that originates at the most remote point of the basin being analyzed to reach the point at which the runoff from the basin is being analyzed. The RM equation I determines the storm water runoff rate (0) for a given basin in terms of flow (typically in cubic feet per second (cfs) but sometimes as gallons per minute (gpm)). The RM equation is as follows: I Where: I 0= flow (in cfs) C = runoff coefficient, ratio of rainfall that produces storm water runoff (runoff vs. infiltration/evaporation/absorption/etc) I I = average rainfall intensity for a duration equal to the Ic for the area, in inches per hour. I A = drainage area contributing to the basin in acres. The RM equation assumes that the storm event being analyzed delivers precipitation to I the entire basin uniformly, and therefore the peak discharge rate will occur when a raindrop falls at the most remote portion of the basin arrives at the point of analysis. The RM also assumes that the fraction of rainfall that becomes runoff or the runoff I coefficient C is not affected by the storm intensity, I, or the precipitation zone number. Rational Method calculations were performed using the AES 2010 computer program. I To perform the hydrology routing, the total watershed area is divided into sub-areas which discharge at designated nodes. The procedure for the sub-area summation I model is as follows: I I August 2017 2713 Highland View Homes Subdivide the watershed into an initial sub-areas and subsequent sub-areas, which are generally less than 10 acres in size. Assign upstream and downstream node numbers to each sub-area. Estimate an initial Tc by using the appropriate nomograph or overland flow velocity estimation. The minimum T considered is 5.0 minutes. Using the initial T, determine the corresponding values of I. Then 0 = CIA. Using Q estimate the travel time between this node and the next by Manning's equation as applied to particular channel or conduit linking the two nodes. Then, repeat the calculation for 0 based on the revised intensity (which is a function of the revised time of concentration) 2.2 County of San Diego Criteria As defined by the County Hydrology Manual dated June 2003, the Rational Method is the preferred equation for determining the hydrologic characteristics of basins up to approximately one square mile in size. The County of San Diego has developed its own tables, nomographs, and methodologies for analyzing storm water runoff for areas within the county. The County has also developed precipitation isopluvial contour maps that show even lines of rainfall anticipated from a given storm event (i.e. 100-year, 6- hour storm). One of the variables of the RM equation is the runoff coefficient, C. The runoff coefficient is dependent only upon land use and soil type and the County of San Diego has developed a table of Runoff Coefficients for Urban Areas to be applied to basin located within the County of San Diego. The table categorizes the land use, the associated development density (dwelling units per acre) and the percentage of impervious area. Each of the categories listed has an associated runoff coefficient, C, for each soil type class. The County has also illustrated in detail the methodology for determining the time of concentration, in particular the initial time of concentration. The County has adopted the Federal Aviation Agency's (FAA) overland time of flow equation. This equation essentially limits the flow path length for the initial time of concentration to lengths of 100 feet or less, and is dependent on land use and slope. 2.3 Runoff Coefficient Determination As stated in section 2.2, the runoff coefficient is dependent upon land use and soil type and the County of San Diego has developed a table of Runoff Coefficients for Urban Areas to be applied to basin located-within the County of San Diego. The table, included at the end of this section, categorizes the land use, the associated development density (dwelling units per acre) and the percentage of impervious area. Weighted runoff coefficients were calculated based on the existing and proposed impervious area for August 2017 2713 Highland View Homes each basin. See Appendix 6.1 for Coefficient Table and C Value Calculations on the Pre and Post Development Maps. I '11 I I I I I I I I I I I I I August 2017 2713 Highland View Homes 3.0 HYDROLOGIC ANALYSES I Rational Method Parameters Runoff Coefficient C= 0.9 x (% Impervious) + Cp (1-% Impervious)* Cp=0.25* for existing condition pervious type "B" soils Cp=0.35* for existing condition pervious type "D" soils 100 Year 6 Hour Storm Precipitation (P5)=2.6 in (see rainfall isopluvial*) *From San Diego County Hydrology Manual, June 2003 Revision Section 3 I 3.1 EXISTING CONDITION RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE I Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2010 Advanced Engineering Software (aes) I Ver. 17.0 Release Date: 07/01/2010 License ID 1452 Analysis by: prepared I PASCO LARET SUITER & ASSOCIATES 535 N Coast Highway 101 Ste A. Solana Beach, CA 92075 ph 858.259.8212 plsaengineering. corn I ************************** DESCRIPTION OF STUDY ************************** * 2713 HIGHLAND VIEW HOMES * * EXISTING CONDITION * I * 100-YEAR * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FILE NAME: 2713E00.DAT I TIME/DATE OF STUDY: 14:06 05/03/2017 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: I ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.03 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 I SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER_DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* I 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) I l 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 20.0 15.0 0.020/0.020/0.020 0.50 1.50 0.0100 0.125 0.0180 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN I August 2017 2713 Highland View Homes OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4400 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 95.00 UPSTREAM ELEVATION(FEET) = 174.50 DOWNSTREAM ELEVATION(FEET) = 167.00 ELEVATION DIFFERENCE(FEET) = 7.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.616 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.214 SUBAREA RUNOFF(CFS) = 0.30 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.30 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 167.00 DOWNSTREAM(FEET) = 140.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL SLOPE = 0.1325 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 20.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.366 *USER SPECIFIED(SUBAREA) USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.56 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.24 AVERAGE FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 1.49 Tc(MIN.) = 7.30 SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 0.53 AREA-AVERAGE RUNOFF COEFFICIENT = 0.375 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.79 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 2.28 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 295.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 140.50 DOWNSTREAM(FEET) = 137.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 245.00 CHANNEL SLOPE = 0.0110 CHANNEL BASF(FEET) = 15.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.418 *USER SPECIFIED(SUBAREA) USER-SPECIFIED RUNOFF COEFFICIENT = .3600 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.36 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.59 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL TIMF(MIN.) = 2.57 Tc(MIN.) = 9.87 August 2017 2713 Highland View Homes I SUBAREA EA(ACRES) = 1.95 SUBAREA RUNOFF(CFS) = 3.10 AREA—AVERAGE RUNOFF COEFFICIENT = 0.363 TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 3.75 I END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.13 FLOW VELOCITY(FEET/SEC.) = 1.91 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 540.00 FEET. I END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.3 TC(MIN.) = 9.87 FLOW RATE (CFS) = 3.75 I PEAK END OF RATIONAL METHOD ANALYSIS August 2017 jcjfl ,I{.] Ici(øia1 ¶*1 77, - / / / /cn/ H ft Ar A4 SU ,769 S4fl A \ \ EL 167,0 Ld \ \, (_ . N: N • Ail I I1 C044 30 II EL 1 Lu 1:Lu 'fl'PE'D'fSO!L/ TYPE 'B' SOIL! In / w H \\ , I) F- ' I & I 9.822 SF PER COUNTY HYDROLOGY MANUAL 3.12 C= 0.9 x (X IMPERVIOUS) + Cp x (1-X IMPERVIOUS) Cp = 0.25 FOR TYPE V' SOIL Cp = 0.35 FOR TYPE 0' SOIL SUB-AREA A C= (0.29X 0.9) + ((1-029)x025) C=O.44 SUB-AREA B C=(O.00x 0.9) + ((1-0.0)xO.35) C=0.35 SUB-AREA C 46% SOIL TYPE El @ C=0.35 54% SOIL TYPE B C= (O.18xO.9)i-[ (1+0.18)x25] TYPE B C = 0.37 C= (0.46x0.35)+ (0 .54x0 .3 7) C=O.36 / I / / I / bU6-MEA d Aj=84,91 F (71 9 \l1jb3611 11 /i1/i!1Iii /7 1 1 IIH H p 1//HI/fI'/1lji/1'15/1 // H n ,/ / ( /1' L45 FT TYP \ \I, IIi'g/III / / j iIII jl L\ H\I 11 HI/II1I 1/5 / 1 1 11 / I!I;hiI/iII/IE1è's0I I 1\\H — I::s:'.. -._J _______•/I // I 1 \Tf'HH 1 i/II\ \ 4.01 IIII.SH\ p EL 137.8 ' 1 iHH 1 GRAPHIC SCALE 0 20 40 60 2713 Highland View Homes 3.2 PROPOSED CONDITION UNDETAINED RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (C) Copyright 1982-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1452 Analysis prepared by: PASCO LARET SUITER & ASSOCIATES 535 N Coast Highway 101 Ste A, Solana Beach, CA 92075 ph 858.259.8212 plsaengineering. corn DESCRIPTION OF STUDY ************************** * 2713 HIGHLAND VIEW HOMES * * PROPOSED CONDITION * * 100-YEAR * FILE NAME: 2713P100.DAT I TIME/DATE OF STUDY: 15:18 08/22/2017 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 I 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: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS I FOR ALL DOWNSTREAM ANALYSES *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 I 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 I GLOBAL STREET FLOW-DEPTH CONSTRAINTS: Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) I *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* U FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I *USER USER-SPECIFIED RUNOFF COEFFICIENT = .5600 S.C.S. CURVE NUMBER (AMC II) = 0 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 161.00 UPSTREAM ELEVATION(FEET) = 170.00 DOWNSTREAM ELEVATION(FEET) = 167.50 ELEVATION DIFFERENCE(FEET) = 2.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.427 I August 2017 2713 Highland View Homes I WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 78.29 (Reference: Table 3-13 of Hydrology Manual) I THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.307 SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.53 I **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 31 I ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 164.50 DOWNSTREAM(FEET) = 161.20 I FLOW LENGTH(FEET) = 41.00 MANNING'S N = 0.009 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.36 I ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.53 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 7.50 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 202.00 FEET. I FLOW 3.00 4.00 31 PROCESS FROM NODE TO NODE IS CODE = ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 161.20 DOWNSTREAM(FEET) = 154.69 I FLOW LENGTH(FEET) = 79.00 MANNING'S N = 0.009 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.45 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.53 I PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 7.64 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 281.00 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.212 *USER SPECIFIED(SUBAREA) USER-SPECIFIED RUNOFF COEFFICIENT = .6200 S.C.S. CURVE NUMBER (AMC II) = 0 I AREA-AVERAGE RUNOFF COEFFICIENT = 0.5891 SUBAREA AREA(ACRES) = 0.17 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.4 TOTAL RUNOFF(CFS) = 1.07 = 7.64 I TC(MIN.) FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 31 I >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 154.69 DOWNSTREAM(FEET) = 152.08 I FLOW LENGTH(FEET) = 31.00 MANNING'S N = 0.009 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.47 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 I August2017 2713 Highland View Homes PIPE-FLOW(CFS) = 1.07 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 7.68 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 312.00 FEET. I * * * * * * * * * * * * * * * * * * * * * * * * *•* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.192 *USER SPECIFIED(SUBAREA): I USER-SPECIFIED RUNOFF COEFFICIENT = .6100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5960 I SUBAREA AREA(ACRES) = 0.17 SUBAREA RUNOFF(CFS) = 0.54 TOTAL AREA(ACRES) = 0.5 TOTAL RUNOFF(CFS) = 1.61 TC(NIN.) = 7.68 I FLOW **************************************************************************** PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< I >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 152.08 DOWNSTREAM(FEET) = 145.20 FLOW LENGTH(FEET) = 84.00 MANNING'S N = 0.009 I DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.48 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.61 I PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 7.80 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 396.00 FEET. FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.144 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6800 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6359 SUBAREA AREA(ACRES) = 0.47 SUBAREA RUNOFF(CFS) = 1.64 TOTAL AREA(ACRES) = 1.0 TOTAL RUNOFF(CFS) = 3.24 TC(MIN.) = 7.80 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 142.50 DOWNSTREAM(FEET) = 141.40 FLOW LENGTH(FEET) = 107.00 MANNING'S N = 0.009 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.85 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.24 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 8.06 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 503.00 FEET. **************************************************************************** August 2017 2713 Highland View Homes FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 Is CODE = 81 ---------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.036 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6264 SUBAREA AREA(ACRES) = 0.57 SUBAREA RUNOFF(CFS) = 1.75 TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 4.92 TC(MIN.) = 8.06 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 141.30 DOWNSTREAM(FEET) 141.20 FLOW LENGTH(FEET) = 5.00 MANNING'S N = 0.009 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.76 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.92 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 8.07 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 508.00 FEET. FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.032 *USER SPECIFIED(SUBAREA) USER-SPECIFIED RUNOFF COEFFICIENT = .6600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6277 SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 5.12 TC(MIN.) = 8.07 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 141.20 DOWNSTREAM(FEET) = 141.00 FLOW LENGTH(FEET) = 24.00 MANNING'S N = 0.009 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.11 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.12 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 8.12 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 532.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.010 August 2017 2713 Highland View Homes I *USER SPECIFIED(SUBAREA) USER-SPECIFIED RUNOFF COEFFICIENT = .6600 S.C.S. CURVE NUMBER (AMC II) = 0 I AREA-AVERAGE RUNOFF COEFFICIENT = 0.6301 SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 1.7 TOTAL RUNOFF(CFS) = 5.52 TC(MIN.) = 8.12 U **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 31 I ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 141.00 DOWNSTREAM(FEET) = 140.00 I FLOW LENGTH(FEET) = 38.00 MANNINGS N = 0.009 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.14 I ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.52 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 8.18 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 10.00 = 570.00 FEET. I FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 140.00 DOWNSTREAM(FEET) = 139.95 I CHANNEL LENGTH THRU SUBAREA(FEET) = 38.00 CHANNEL SLOPE = 0.0013 CHANNEL FLOW THRU SUBAREA(CFS) = 5.52 FLOW VELOCITY(FEET/SEC) = 0.78 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.81 Tc(MIN.) = 8.99 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 11.00 = 608.00 FEET. I **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 I ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.693 *USER SPECIFIED(SUBAREA) I USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6178 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) 0.13 I TOTAL AREA(ACRES) = 1.8 TOTAL RUNOFF(CFS) = 5.52 TC(MIN.) = 8.99 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE I FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< I >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 138.40 DOWNSTREAM(FEET) = 137.80 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.009 I DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.20 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.52 I August2017 2713 Highland View Homes PIPE TRAVEL TIME(NIN.) = 0.02 Tc(MIN.) = 9.01 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 626.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTEN5ITY(INCH/HOUR) = 4.685 *USER SPECIFIED(SUBAREA): USER—SPECIFIED RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA—AVERAGE RUNOFF COEFFICIENT = 0.6004 SUBAREA AREA(ACRES) = 0.63 SUBAREA RUNOFF(CFS) = 1.62 TOTAL AREA(ACRES) = 2.5 TOTAL RUNOFF(CFS) = 6.92 TC(MIN.) = 9.01 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.5 TC(MIN.) = 9.01 PEAK FLOW RATE (CFS) = 6.92 END OF RATIONAL METHOD ANALYSIS August 2017 ,. . .' . . . .. . . .. . . PRG1 POSD CYDROLO 2C ANALYSIS H FL LLA,[4 D', V U [:-W H 0 M E'-=:m S LEGEND BASIN BOUNDARY SUB-AREA BOUNDARY— - - SOIL TYPE AREA I I I FLOW LINE IMPERVIOUS AREA 45.844 SF (38.381 SF ON-SITE 7,463 SF OFF-SITE) 'C" CALCULATIONS PER COUNTY HYDROLOGY MANUAL 3.12 C= 0.9 x (Z IMPERVIOUS) + Cp x (1-X IMPERVIOUS) Cp = 0.35 FOR TYPE D' SOIL SUB-AREA A C= (0 .38x 0.9) + I (i-O.38)x0.35) C=0.56 SUB-AREA B C= (0.49x 0.9) + ((1-0.49)xO.35) C=O.62 SUB-AREA C C= (0.47X 0.9) + ((1-0.47)xO.35) C=0.61 SUB-AREA 0 C= (0 .60x 0.9) + I (1-O.60)xO.35) C=0.68 SUB-AREA E C=(0.48x 0.9) + f(1-0.48)xo.35) C=O.61 SUB-AREA F C= (0 .56x 0.9) + f (1-0.56)x0.35) C=0.66 SUB-AREA G C=(0.56x 0.9) + ((1-0.56)x0.35) C=O.66 SUB-AREA H C= (0 .Ox 0.9) + ((1-0 .0)x0.35) C=O.35 SUB-AREA I C= (0 .36x 0.9) + f (1-0.36)xo.35) C=O.55 GRAPHIC SCALE I"=20' F70 M 0 20 40 60 .-- ______________________________________________.________________________________________________________ . . •.: :. . .__________________...........-. _________________________________... .... . I . I. 2713 Highland View Homes 4.0 DETENTION ANALYSIS The proposed infiltration basin provides pollutant control as well as hydromodification management and mitigation of the 100-year 6-hour storm event peak flow rate. The 100-year 6-hour storm event detention analysis was performed using Autodesk's Civil3D Hydraflow Hydrographs Extension software. The Hydraflow Hydrographs Extension software has the ability to route the 100-year 6-hour storm event inflow hydrograph through the infiltration facility and based on the facility cross sectional geometry and stage storage and outlet structure data, calculate the detained peak flow rate and detained time to peak. The inflow, runoff hydrograph to the infiltration basin was modeled using RatHydro which is a Rational Method Design Storm Hydrograph software that creates a hydrograph using the results of the Rational Method calculations. The infiltration facility consists of a basin with an approximately 1,500 square foot basin bottom, 18 inches of engineered soil and 6 inches of gravel. Runoff will infiltrate through the engineered soil and gravel layers. In larger storm events, runoff not infiltrated through the engineered soil and gravel layers will be conveyed via an overflow outlet structure consisting of a 0.5-foot midflow weir located on the side of the catch basin and a 3-foot by 3-foot grate located on top of the catch basin. Runoff conveyed via the outlet structure will be conveyed directly to a proposed 12-inch pipe which will outlet at the southeast corner of the project site. Refer to Appendix 5.2 for a cross-section of the infiltration basin. The detained peak flow rate and detained time to peak was then input into the. proposed condition AES model to create the proposed detained condition model. The - proposed detained condition AES output is located in the following section, Section 4.1. I Based on the. results of the Hydraflow Hydrograph Extension analysis, the infiltration basin provides mitigation for the 100-year 6-hour storm event peak flow rate, detaining the post-development condition Qioo to 3.45 cfs which is below the pre-development Q.ioo of 3.75 cfs. Refer to Appendix 5.2 for the Hydraflow Hydrograph Extension detention detailed output. I I August 2017 2713 Highland View Homes 4.1 PROPOSED CONDITION DETAINED I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (C) Copyright 1982-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1452 Analysis prepared by: PASCO LARET SUITER & ASSOCIATES 535 N Coast Highway 101 Ste A, Solana Beach, CA 92075 ph 858.259.8212 plsaengineering.com * * * * * * ** * * * *-* **** ** ** ** ** * DESCRIPTION OF STUDY * ** ** * * ** * ** * * * * ** ** * *** ** * 2713 HIGHLAND VIEW HOMES * * * PROPOSED CONDITION * 100-YEAR DETAINED * FILE NAME: 2713PD00.DAT TIME/DATE OF STUDY: 15:50 08/22/2017 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA 0 USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 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: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS FOR ALL DOWNSTREAM ANALYSES *USER_DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING FACTOR WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE 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 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (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 1.00 TO NODE 2.00 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) = 161.00 UPSTREAM ELEVATION(FEET) = 170.00 DOWNSTREAM ELEVATION(FEET) = 167.50 ELEVATION DIFFERENCE(FEET) = 2.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.427 August 2017 2713 Highland View Homes WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 78.29 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.307 SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.53 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 164.50 DOWNSTREAM(FEET) = 161.20 FLOW LENGTH(FEET) = 41.00 MANNINGS N = 0.009 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 9.36 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.53 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 7.50 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 202.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 161.20 DOWNSTREAM(FEET) = 154.69 FLOW LENGTH(FEET) = 79.00 MANNINGS N = 0.009 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.45 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.53 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 7.64 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 281.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.212 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6200 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5891 SUBAREA AREA(ACRES) = 0.17 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.4 TOTAL RUNOFF(CFS) = 1.07 TC(NIN.) = 7.64 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 154.69 DOWNSTREAM(FEET) = 152.08 FLOW LENGTH(FEET) = 31.00 MANNING'S N = 0.009 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.47 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 August 2017 2713 Highland View Homes PIPE-FLOW(CFS) = 1.07 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 7.68 _ LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 312.00 FEET. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.192 I *USER SPECIFIED(SUBAREA) USER-SPECIFIED RUNOFF COEFFICIENT = .6100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5960 I SUBAREA AREA(ACRES) = 0.17 SUBAREA RUNOFF(CFS) = 0.54 TOTAL AREA(ACRES) = 0.5 TOTAL RUNOFF(CFS) = 1.61 TC(MIN.) = 7.68 **************************************************************************** I FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ------------- ELEVATION DATA: UPSTREAM(FEET) = 152.08 DOWNSTREAM(FEET) = 145.20 FLOW LENGTH(FEET) = 84.00 MANNING'S N = 0.009 DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.7 INCHES I PIPE-FLOW VELOCITY(FEET/SEC.) = 12.48 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.61 I PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 7.80 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 396.00 FEET. **************************************************************************** I FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.144 I *USER SPECIFIED(SUBAREA) USER-SPECIFIED RUNOFF COEFFICIENT = .6800 - S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6359 I SUBAREA AREA(ACRES) = 0.47 SUBAREA RUNOFF(CFS) = 1.64 TOTAL AREA(ACRES) = 1.0 TOTAL RUNOFF(CFS) = 3.24 TC(MIN.) = 7.80 I * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMP[JTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< I >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 142.50 DOWNSTREAM(FEET) = 141.40 ' FLOW LENGTH(FEET) = 107.00 MANNING'S N = 0.009 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.85 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.24 I PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 8.06 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 503.00 FEET. **************************************************************************** I - August 2017 2713 Highland View Homes FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.036 *USER SPECIFIED(SUBAREA) USER-SPECIFIED RUNOFF COEFFICIENT = .6100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6264 SUBAREA AREA(ACRES) = 0.57 SUBAREA RUNOFF(CFS) = 1.75 TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 4.92 TC(MIN.) = 8.06 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 141.30 DOWNSTREAM(FEET) = 141.20 FLOW LENGTH(FEET) = 5.00 MANNING'S N = 0.009 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.76 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.92 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 8.07 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 508.00 FEET. FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.032 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6277 SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 5.12 TC(MIN.) = 8.07 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 141.20 DOWNSTREAM(FEET) = 141.00 FLOW LENGTH(FEET) = 24.00 MANNING'S N = 0.009 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.11 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.12 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 8.12 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 532.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.010 August 2017 2713 Highland View Homes *USER SPECIFIED(SUBAREA) USER-SPECIFIED RUNOFF COEFFICIENT = .6600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6301 SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 1.7 TOTAL RUNOFF(CFS) = 5.52 TC(MIN.) = 8.12 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 141.00 DOWNSTREAM(FEET) = 140.00 FLOW LENGTH(FEET) = 38.00 MANNING'S N = 0.009 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.14 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.52 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 8.18 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 10.00 = 570.00 FEET. FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 140.00 DOWNSTREAM(FEET) = 139.95 CHANNEL LENGTH THRU SUBAREA(FEET) = 38.00 CHANNEL SLOPE = 0.0013 CHANNEL FLOW THRU SUBAREA(CFS) = 5.52 FLOW VELOCITY(FEET/SEC) = 0.78 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.81 Tc(MIN.) = 8.99 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 11.00 = 608.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.693 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6178 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) = 1.8 TOTAL RUNOFF(CFS) = 5.52 TC(MIN.) = 8.99 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 18.00 RAIN INTENSITY(INCH/HOUR) = 3.00 TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 2.32 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- August 2017 2713 Highland View Homes >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 138.40 DOWNSTREAM(FEET) = 137.80 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.009 DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.85 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.32 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 18.03 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 626.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.995 *USER SPECIFIED(SUBAREA) USER-SPECIFIED RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4610 SUBAREA AREA(ACRES) = 0.63 SUBAREA RUNOFF(CFS) = 1.04 TOTAL AREA(ACRES) = 2.4 TOTAL RUNOFF(CFS) = 3.36 TC(NIN.) = 18.03 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.4 TC(MIN.) = 18.03 PEAK FLOW RATE (CFS) = 3.36 END OF RATIONAL METHOD ANALYSIS August 2017 HI Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 30® 2016 by Autodesk, Inc. v10.5 Hyd. No. 1 Inflow to BMP-1 Hydrograph type Storm frequency Time interval a (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 / 0.0 -Hyd No.1 1.0 = Manual = 100 yrs = 9 min 2.1 Peak discharge Time to peak Hyd. volume Inflow to BMP-1 Hyd. No. 1 --100 Year ~ .-/ 3.2 4.2 1 Thursday, 07 16 12017 = 5.520 cfs = 4.20 hrs = 10,271 cuft 5.3 "" a (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 6.3 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 30® 2016 by Autodesk. Inc. v10.5 Hyd.No.2 Outflow from BMP-1 Hydrograph type Storm frequency Time interval Inflow hyd. No. Reservoir name Storage Indication method used. Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 = Reservoir = 100 yrs = 9min = 1 -Inflow to BMP-1 = Alt 2 100-yr BMP 1 Peak discharge Time to peak Hyd. volume Max. Elevation Max. Storage Outflow from BMP-1 Hyd. No. 2 --100 Year \ ~ \ I ~ ~ .A9' .,,,-.,,, I/ ~ - 0.00 /I I I I I II II II 1111 1 I ~)' "\.. _,,,.._ 0.0 1.0 2.1 3.2 4.2 5.3 6.3 = = = = = 2 Thursday, 07/6 /2017 2.323 cfs 4.35 hrs 7,054 cuft 102.42 ft 6,190 cuft 7.3 Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 8.4 -HydNo.2 -HydNo.1 I I I I I I I Total storage used = 6,190 cuft Time (hrs) Weir Structures [B] [C] [PrfRsr] 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 n/a .013 .013 n/a Culvert! Orifice Structures [A] Rise (in) = 12.00 Span (in) = 12.00 No. Barrels = 1 Invert El. (ft) = 98.40 Length (ft) = 16.00 Slope (%) = 3.00 N-Value = .013 [A] [B] [C] [D] Crest Len (ft) = 12.00 0.50 0.00 0.00 Crest El. (ft) = 102.50 101.00 0.00 0.00 Weir Coeff. = 3.33 3.33 3.33 3.33 Weir Type = 1 Rect Multi-Stage = Yes Yes No No Pond Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Pond No. 7 - Alt 2 100-yr BMP I Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 97.50 ft Stage I Storage Table 3 Thursday, 07 / 6 / 2017 Stage (ft) Elevation (ft) 0.00 97.50 2.49 99.99 2.50 100.00 3.50 101.00 5.50 103.00 Contour area (sqft) 600 600 1,500 1,929 2,876 Incr. Storage (cuft) 0 1,494 10 1,710 4,773 Total storage (cuft) 0 1,494 1,504 3,214 7,987 Orifice Coeff. = 0.60 Multi-Stage = n/a 0.60 0.60 No No 0.60 No Exfil.(in/hr) 1W Elev. (ft) = 0.000 (by Contour) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (it) and submergence (s). Stage / Storage I Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 97.50 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 0.25 149 97.75 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 0.50 299 98.00 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 0.75 448 98.25 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 1.00 598 98.50 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 1.25 747 98.75 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 1.49 896 98.99 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 1.74 1,046 99.24 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 1.99 1,195 99.49 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.24 1,344 99.74 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.49 1,494 99.99 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.49 1,495 99.99 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.49 1,496 99.99 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.49 1,497 99.99 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.49 1,498 99.99 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.49 1,499 99.99 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.50 1,500 100.00 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.50 1,501 100.00 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.50 1,502 100.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000 2.50 1,503 100.00 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.50 1,504 100.00 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.60 1,675 100.10 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.70 1,846 100.20 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 2.80 2,017 100.30 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000 2.90 2,188 100.40 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 3.00 2,359 100.50 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 3.10 2,530 100.60 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 3.20 2,701 100.70 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 3.30 2,872 100.80 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 3.40 3,043 100.90 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 3.50 3,214 101.00 0.00 --- --- --- 0.00 0.00 --- --- --- --- 0.000 3.70 3,691 101.20 0.15 ic --- --- --- 0.00 0.15 --- --- --- --- 0.149 3.90 4,168 101.40 0.42 ic --- --- 0.00 0.42 --- --- --- --- 0.421 4.10 4,646 101.60 0.79 ic --- --- --- 0.00 0.77 --- --- --- --- 0.774 4.30 5,123 101.80 1.21 ic --- --- --- 0.00 1.19 --- --- --- --- 1.191 4.50 5,600 102.00 1.66 ic --- --- --- 0.00 1.66 --- --- -- --- 1.665 4.70 6,078 102.20 2.20 ic --- --- --- 0.00 2.19 --- --- --- --- 2.189 4.90 6,555 102.40 2.76 ic --- --- --- 0.00 2.76 --- --- --- --- 2.758 Continues on next page... l 4 - Alt 2100-yrBMP1 Stage I Storage I Discharge Table I Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 5.10 7,032 102.60 4.63 ic 1.26 3.37 --- 4.633 5.30 7,510 102.80 7.32 Ic 5.54s 1.79s 7.323 I 5.50 7,987 103.00 7.62 Ic 6.36S 1.25s --- 7.613 End I PASCO LARET SUITER Date f JV) I ., I --H'-~-P--h:fil-h'~'ort ~SI"" 1$1AP -\ lg~ i V'li,h Wei 1' \11 ~ 0 I tt"" ,A. \l,J l\uvv'I(< Job# i]t3 535 North Highway 101 Ste A Solana Beach, CA 92075 I plsaengineering.com I 2713 Highland View Homes 5.0 Off-Site Hydrologic Analysis Rational Method Parameters 100 Year 6 Hour Storm Precipitation (P6)=2.6 in (see rainfall isopluvial*) Tc=(11.9L3/E)0.385 per Figure 3-4 of the County of San Diego Hydrology Manual (L=miles)* C = 0.77 for school C = 0.38 for residential Tt=Ti+Tc 1= Intensity in/hr, 1=7.4413600.645* Duration (D)= Time of Concentration, Tc Q=Peak Runoff, Q=C*I*A (cfs) From San Diego County Hydrology Manual, June 2003 Revision Section 3 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1452 Analysis prepared by: PASCO LARET SUITER & ASSOCIATES 535 N Coast Highway 101 Ste A, Solana Beach, CA 92075 ph 858.259.8212 plsaenginee ring, corn ************************** DESCRIPTION OF STUDY ************************** * 2713 HIGHLAND VIEW HONES * * OFF-SITE ANALYSIS * *100YEAR * FILE NAME: 27130FF.DAT TIME/DATE OF STUDY: 10:40 09/05/2017 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 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: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS FOR ALL DOWNSTREAM ANALYSES *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: Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) n H I I August2017 2713 Highland View Homes I *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA) USER-SPECIFIED RUNOFF COEFFICIENT = .7700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 181.00 DOWNSTREAM ELEVATION(FEET) = 172.50 ELEVATION DIFFERENCE(FEET) = 8.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.911 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.74 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * I FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< I ELEVATION DATA: UPSTREAM(FEET) = 172.50 DOWNSTREAM(FEET)= 155.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 675.00 CHANNEL SLOPE = 0.0259 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION ' CHANNEL FLOW THRU SUBAREA(CFS) = 0.74 FLOW VELOCITY(FEET/SEC) = 2.42 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.66 Tc(MIN.) = 7.57 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 775.00 FEET. R **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 5.243 *USER SPECIFIED(SUBAREA) I USER-SPECIFIED RUNOFF COEFFICIENT = .7700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7700 SUBAREA AREA(ACRES) = 3.62 SUBAREA RUNOFF(CFS) = 14.61 TOTAL AREA(ACRES) = 3.8 TOTAL RUNOFF(CFS) = 15.18 TC(MIN.) = 7.57 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW(<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 155.00 DOWNSTREAM(FEET) = 141.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 72.00 CHANNEL SLOPE = 0.1875 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 15.18 FLOW VELOCITY(FEET/SEC) = 8.80 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 7.71 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 847.00 FEET. I August 2017 I 2713 Highland View Homes I FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 Is CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.183 *USER SPECIFIED(SUBAREA) USER-SPECIFIED RUNOFF COEFFICIENT = .3800 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6208 SUBAREA AREA(ACRES) = 2.33 SUBAREA RUNOFF(CFS) = 4.59 TOTAL AREA(ACRES) = 6.1 TOTAL RUNOFF(CFS) = 19.59 TC(MIN.) = 7.71 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 139.31 DOWNSTREAM(FEET) = 139.13 FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0.009 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.38 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.59 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 7.80 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 891.00 FEET. FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< -------------- ELEVATION DATA: UPSTREAM(FEET) = 139.13 DOWNSTREAM(FEET) 138.77 FLOW LENGTH(FEET) = 91.00 MANNING'S N = 0.009 DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.27 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.59 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 8.01 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 982.00 FEET. FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.054 *USER SPECIFIED(SUBAREA) USER-SPECIFIED RUNOFF COEFFICIENT = .7700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6433 SUBAREA AREA(ACRES) = 1.08 SUBAREA RUNOFF(CFS) = 4.20 TOTAL AREA(ACRES) = 7.2 TOTAL RUNOFF(CFS) = 23.31 TC(MIN.) = 8.01 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< I >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I August 2017 2713 Highland View Homes I ELEVATION DATA: UPSTREAM(FEET) = 138.77 DOWNSTREAM(FEET) = 137.98 I FLOW LENGTH(FEET) = 197.00 MANNING'S N = 0.009 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.79 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 I PIPE-FLOW(CFS) = 23.31 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 8.43 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 1179.00 FEET. FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.889 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5817 SUBAREA AREA(ACRES) = 2.57 SUBAREA RUNOFF(CFS) = 5.15 TOTAL AREA(ACRES) = 9.7 TOTAL RUNOFF(CFS) = 27.70 TC(MIN.) = 8.43 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ------------ ELEVATION DATA: UPSTREAM(FEET) = 137.98 DOWNSTREAM(FEET) = 137.90 FLOW LENGTH(FEET) = 19.00 MANNING'S N = 0.009 DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.11 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.70 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 8.47 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 1198.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 9.7 TC(MIN.) = 8.47 PEAK FLOW RATE (CFS) = 27.70 END OF RATIONAL METHOD ANALYSIS j I I Li I August 2017 3.0 EL=lSS.O 1.0 EL=l81.0 I ,i;. SCALE: 1"=150' . . .• r " PCC DRAINAGE DITCH PER SDRSD D-75 TYPE D FOR OFF-SITE CONVEYANCE I / / / / / , / / / 3.3. 1 , SCALE: 1=1 I Channel Report IHydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. PCC DITCH I EAST Circular Diameter (ft) I Invert Elev(ft) = 141.45 Slope (%) = 0.50 N-Value = 0.013 ICalculations Compute by: Known Q Known Q(cfs) = 5.15 I IIQ,(ft\ 145.00- 1 143.00- Section - 144.00 - - 142.00 141.00 1 14000 0 1 2 Reach (ft) 3 4 5 6 Depth C 3.55 2.55 1.55 0.55 -0.45 -1.45 Tuesday, Aug 22 2017 Highlighted Depth (ft) = 0.65 0 (cfs) = 5.150 Area (sqft) = 1.19 Velocity (ftls) = 4.33 Wetted Perim (ft) = 3.02 Crit Depth, Yc (ft) = 0.70 Top Width (ft) = 2.61 EGL(ft) = 0.94 2713 Highland View Homes 5.1 Off-Site Hydraulic Analysis * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1452 Analysis prepared by: PASCO LARET SUITER & ASSOCIATES 535 N Coast Highway 101 Ste A, Solana Beach, CA 92075 ph 858.259.8212 plsaengineering. corn ** ** ** * * * * * * * * ** * * ** ** ** ** DESCRIPTION OF STUDY * * * * * ** * * ** ** ** ** * * * * ** ** * * 2713 HIGHLAND VIEW HOMES * * OFF-SITE BYPASS HYDRAULIC ANALYSIS * * * ****************************************** ******************************** FILE NAME: 2713HYDR.DAT TIME/DATE OF STUDY: 11:27 09/05/2017 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE HOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 8.00 FLOWLINE ELEVATION = 137.90 PIPE DIAMETER(INCH) = 30.00 PIPE FLOW(CFS) = 27.70 ASSUMED DOWNSTREAM CONTROL HGL = 140.400 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS NODE 8.00 : HGL= < 140.400>;EGL= < 140.894>;FLOWLINE= < 137.900> PRESSURE FLOW PROCESS FROM NODE 8.00 TO NODE 7.00 IS CODE = UPSTREAM NODE 7.00 ELEVATION = 137.98 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES (LACFCD): PIPE FLOW = 27.70 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 19.00 FEET MANNINGS N = 0.00900 SF=(Q/K)**2 = (( 27.70)/( 592.469))**2 = 0.0021859 HF=L*SF = ( 19.00)*( 0.0021859) = 0.042 NODE 7.00 : HGL= < 140.442>;EGL= < 140.936>;FLOWLINE= < 137.980> ---------------------------------------------------------------------------- PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 0.04 NODE 7.00 : HGL= < 140.480>;EGL= < 140.974>;FLOWLINE= < 137.980> PRESSURE FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 5 UPSTREAM NODE 7.00 ELEVATION = 137.98 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 23.3 30.00 4.909 4.749 90.000 0.350 August 2017 2713 Highland View Homes 2 27.7 30.00 4.909 5.643 3 4.4 10.00 0.545 8.049 4 0.0 0.00 0.000 0.000 5 0.0===Q5 EQUALS BASIN INPUT=== -- 0.494 0.000 - 0.000 - LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY= (Q2*V2_Q1*V1*COS (DELTA1) _Q3*V3*COS (DELTA3) - Q4*V4*COS (DELTA4) ) / ( (A1+A2) *16.1) UPSTREAM MANNINGS N = 0.00900 DOWNSTREAM MANNINGS N = 0.00900 UPSTREAM FRICTION SLOPE = 0.00155 DOWNSTREAM FRICTION SLOPE = 0.00219 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00187 JUNCTION LENGTH(FEET) = 4.00 FRICTION LOSS = 0.007 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 0.765+ 0.350- 0.494+( 0.007)+( 0.000) = 0.629 NODE 7.00 : HGL= < 141.253>;EGL= < 141.603>;FLOWLINE= < 137.980> PRESSURE FLOW PROCESS FROM NODE 7.00 TO NODE 6.00 IS CODE = UPSTREAM NODE 6.00 ELEVATION = 138.77 CALCULATE PRESSURE ---------------------------------------------------------------------------- FLOW FRICTION LOSSES (LACFCD): PIPE FLOW = 23.31 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 197.00 FEET MANNINGS N = 0.00900 SF=(Q/K)**2 = (( 23.31)/( 592.469))**2 = 0.0015479 HF=L*SF = ( 197.00)*( 0.0015479) = 0.305 NODE 6.00 : HGL= < 141.558>;EGL= < 141.908>;FLOWLINE= < 138.770> PRESSURE FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 5 UPSTREAM NODE 6.00 ELEVATION= 138.77 CALCULATE PRESSURE ---------------------------------------------------------------------------- FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 19.6 24.00 3.142 6.236 0.000 0.604 2 23.3 30.00 4.909 4.749 -- 0.350 3 3.7 10.00 0.545 6.820 90.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2_Q1*V1*COS (DELTA1) Q3*V3*CQS (DELTA3) - Q4*V4*COS(DELTA4))/((A1+A2)*161) UPSTREAM MANNINGS N = 0.00900 DOWNSTREAM MANNINGS N = 0.00900 UPSTREAM FRICTION SLOPE = 0.00359 DOWNSTREAM FRICTION SLOPE = 0.00155 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00257 JUNCTION LENGTH(FEET) = 4.00 FRICTION LOSS = 0.010 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = -0.088+ 0.604- 0.350+( 0.010)+( 0.000) = 0.175 NODE 6.00 : HGL= < 141.480>;EGL= < 142.083>;FLOWLINE= < 138.770> PRESSURE FLOW PROCESS FROM NODE 6.00 TO NODE 5.00 IS CODE = 1 August 2017 2713 Highland View Homes UPSTREAM NODE 5.00 ELEVATION = 139.13 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES (LACFCD) PIPE FLOW = 19.59 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 91.00 FEET MANNINGS N = 0.00900 SF=(Q/K)**2 = (( 19.59)/( 326.768))**2 = 0.0035941 HF=L*SF = ( 91.00)*( 0.0035941) = 0.327 NODE 5.00 : HGL= < 141.807>;EGL= < 142.410>;FLOWLINE= < 139.130> PRESSURE FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 5 UPSTREAM NODE 5.00 ELEVATION = 139.13 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA MV 1 19.6 24.00 3.142 6.236 90.000 0.604 2 19.6 24.00 3.142 6.236 -- 0.604 3 0.0 0.00 0.000 0.000 0.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0===Q5 EQUALS BASIN INPUT=== LACFCO AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY= (Q2*V2_Q1*V1*COS (DELTA1) _03*V3*C05 (DELTA3) - Q4*V4*COS(DELTA4) ) / ( (A1+A2) *16.1) UPSTREAM MANNINGS N = 0.00900 DOWNSTREAM MANNINGS N = 0.00900 UPSTREAM FRICTION SLOPE = 0.00359 DOWNSTREAM FRICTION SLOPE = 0.00359 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00359 JUNCTION LENGTH(FEET) = 4.00 FRICTION LOSS = 0.014 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 1.208+ 0.604- 0.604+( 0.014)+( 0.000) = 1.222 NODE 5.00 : HGL= < 143.029>;EGL= < 143.632>;FLOWLINE= < 139.130> ' PRESSURE FLOW PROCESS FROM NODE 5.00 TO NODE 4.00 IS CODE = UPSTREAM NODE 4.00 ELEVATION = 139.31 CALCULATE PRESSURE ---------------------------------------------------------------------------- FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 19.59 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 44.00 FEET MANNINGS N = 0.00900 SF=(Q/K)**2 = (( 19.59)1) 326.768))**2 = 0.0035941 44.00)( 0.0035941) = 0.158 HF=L*SF = ( NODE 4.00 : HGL= < 143.187>;EGL= < 143.791>;FLOWLINE= < 139.310> PRESSURE FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 5 UPSTREAM NODE 4.00 ELEVATION = 139.31 ,CALCULATE -------------------------------------------------------------------------- PRESSURE FLOW JUNCTION LOSSES: I NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 0.0 24.00 3.142 0.000 0.000 0.000 2 19.6 24.00 3.142 6.236 -- 0.604 3 0.0 0.00 0.000 0.000 0.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 19.6===Q5 EQUALS BASIN INPUT=== I LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: LI August 2017 2713 Highland View Homes DY= (Q2*V2_Q1*V1*COS (DELTA1) _Q3*V3*COS (DELTA3) - Q4*V4*COS(DELTA4) ) / ( (A1+A2) *16.1) UPSTREAM MANNINGS N = 0.00900 DOWNSTREAM MANNINGS N = 0.00900 UPSTREAM FRICTION SLOPE = 0.00000 DOWNSTREAM FRICTION SLOPE = 0.00359 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00180 JUNCTION LENGTH(FEET) = 3.00 FRICTION LOSS = 0.005 ENTRANCE LOSSES = 0.121 JUNCTION LOSSES = DY+HV1—HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 1.208+ 0.000— 0.604+( 0.005)+( 0.121) = 0.730 NODE 4.00 : HGL= < 144.520>;EGL= < 144.520>;FLOWLINE= < 139.310> END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM August 2017 FA 2713 Highland View Homes 6.0 APPENDIX H H 1 H :1 1 I I HI Ii 1 I I I I I I August 2017 33" 9'33"N 33" 9'21"N ,: ill !?: Hydrologic Soil Group-San Diego County Area, California ~ «ml'.) 4RJ10 6ml 400140 4l'm:Xl 4EQ';fi) I i I I ; I «ml'.) 4RJ10 «RID 4f914() 4l'm:Xl 4EQ';fi) ,: 1ll !?: ~ N A Map Scale: 1:2,590 f printed on A landscape (11" x 8S') sheet --------========--------------==============iMeters -210 70 140 0 35 ------=======>-----------===========Feet 0 100 2!ll 400 6'.ll Map~: Wfj;) Mercator Comer axronates: WGS84 Edge tics: lJTM z.one llN WGS84 USDA Natural Resources Web Soil Survey National Cooperative Soil Survey -iifi Conservation Service .am:) .am:) 40030:) 43)440 40030:) 6l<l4() 41:mX) 41:mX) ,: ill !?: ~ ,: ill !?: ~ I i I I ; I 5/15/2017 Page 1 of 4 33" 9'33"N 33" 9'21"N Hydrologic Soil Group-San Diego County Area, California MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons D A D AID DB D BID D C D C/D D D D Not rated or not available Soil Rating Lines -A -AID -B -BID C -CID -D -" Not rated or not available Soil Rating Points • A • AID • B • BID USDA Natural Resources -riiF Conservation Service C C • CID • D C Not rated or not available Water Features Streams and Canals Transportation +++ Rails ,_,., Interstate Highways ,,,,., US Routes Major Roads Local Roads Background • Aerial Photography Web Soil Survey National Cooperative Soil Survey The soil surveys that comprise your AOI were mapped at 1 :24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: San Diego County Area, California Survey Area Data: Version 10, Sep 12, 2016 Soil map units are labeled (as space allows) for map scales 1 :50,000 or larger. Date(s) aerial images were photographed: Nov 3, 2014-Nov 22,2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 5/15/2017 Page 2 of 4 Hydrologic Soil Group—San Diego County Area, California I i Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit -San Diego County Area, California (CA638) Map unit symbol Map unit name Rating Acres in AOl Percent of AOl CgC Chesterton-Urban land D 2.7 18.0% complex, 2 to 9 percent slopes MlC Marina loamy coarse B 10.2 66.8% sand, 2 to 9 percent slopes MIE Marina loamy coarse B 2.3 15.2% sand, 9 to 30 percent slopes Totals for Area of Interest 15.3 100.0% I I I I I I I 1 USDA Natural Resources Conservation Service I Web Soil Survey National Cooperative Soil Survey 5/15/2017 Page 3 of 4 Hydrologic Soil Group—San Diego County Area, California I i Description Hydrologic soil groups are based on estimates of runoff potential. Soils are I 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, BID, and CID). 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, BID, or CID), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher USDA Natural Resources Web Soil Survey 5115/2017 Conservation Service National Cooperative Soil Survey Page 4 of 4 - - - - - - - - - - - - - - - - - - - San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 6 of 26 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient "C" Soil Type NRCS Elements County Elements % UVIPER. A B C D Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25 0.30 0.35 Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 High Density Residential (l-IDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 0.78 0.79 Commercial/Industrial (G. Corn) General Commercial 85 0.80 0.80 0.81 0.82 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (General 1.) General Industrial 95 0.87 0.87 0.87 0.87 *The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU/A = dwelling units per acre NRCS = National Resources Conservation Service 3-6 Section 1 I Channel Report I Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. 6 i PVC @8.4% I Circular Diameter (ft) = 0.50 I Invert Elev(ft) = 152.08 Slope (%) = 8.40 N-Value = 0.009 Calculations Compute by: Known Q (cfs) = 1.61 i Known I Elev I 153.00 152.75 I 152.50 - I 152.25 - 152.00 - I 151.75 - 0 I Tuesday, Aug 29 2017 Highlighted Depth (ft) = 0.31 Q (cfs) = 1.610 Area (sqft) = 0.13 Velocity (ft/s) = 12.57 Wetted Perim (ft) = 0.91 Crit Depth, Yc (ft) = 0.50 Top Width (ft) = 0.49 EGL (ft) = 2.77 Reach (ft) I Channel Report I Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. 12 in PVC @1.0% I Circular Diameter (ft) = 1.00 I Invert Elev(ft) = 141.00 Slope (%) = 1.00 N-Value = 0.009 Calculations Compute by: Known Q Known Q (cfs) = 5.12 I (ff\ Section I 143.00 142.50 142.00 1 141.50 I 141.00 I 140.50 1 I 0 Reach (if) 2 3 Depth (. 2.00 1.50 1.00 0.50 -0.50 Tuesday, Aug 29 2017 Highlighted Depth (if) = 0.82 Q (cfs) = 5.120 Area (sqft) = 0.69 Velocity (ft/s) = 7.41 Wetted Perim (if) = 2.27 Crit Depth, Yc (if) = 0.93 Top Width (if) = 0.77 EGL (if) = 1.67 I Channel Report I Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. 12 in PVC @ 2.6% I Circular Diameter (ft) = 1.00 I Invert Elev(ft) = 140.00 Slope (%) = 2.60 N-Value = 0.009 Calculations Compute by: Known Q Known Q(cfs) = 5.52 I FIv (ft\ 140.00— Section I 142.00 141.50 141.00 I 140.50 - I 139.50 0 1 1 Reach (ft) 2 3 Depth (• 2.00 1.50 1.00 0.50 0.00 -0.50 /1 Tuesday, Aug 29 2017 Highlighted Depth (ft) = 0.60 Q (cfs) = 5.520 Area (sqft) = 0.49 Velocity (ftls) = 11.19 Wetted Perim (ft) = 1.77 Crit Depth, Yc (ft) = 0.94 Top Width (ft) = 0.98 EGL (ft) = 2.55 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) = 0.55 = 5.520 = 0.44 = 12.42 = 1.67 = 0.94 = 0.99 = 2.95 Section I Channel Report I Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. 12 in PVC OUTLET PIPE I Circular Diameter (ft) = 1.00 I Invert Elev(ft) = 137.80 Slope (%) = 3.33 N-Value = 0.009 I Calculations Compute by: Known Q Known Q (cfs) = 5.52 I I Elev 139.00 1 138.50- 1 138.00 - - I 137.50 - 1 137.00 0 I Tuesday, Aug 292017 Reach (ft)