2025-10-21; City Council; 05; Adoption of Plans, Specifications, Contract Documents, Authorization to Advertise for Bids for the Veterans Memorial Park Project and the Faraday Avenue Improvements Proj — Carlsbad City Council, October 21, 2025 (part 14 of 21)

**************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.11 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 218.00 DOWNSTREAM(FEET) = 103.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 780.00 CHANNEL SLOPE = 0.1468 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION

…VMP - Hydrology & Hydraulic Report - Final.docx page 105

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
CHANNEL FLOW THRU SUBAREA(CFS) = 0.34
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.74 Tc(MIN.) = 9.01
LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.11 = 880.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.11 TO NODE 5.11 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.867
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 7.77 SUBAREA RUNOFF(CFS) = 13.23 TOTAL AREA(ACRES) = 7.9 TOTAL RUNOFF(CFS) = 13.51 TC(MIN.) = 9.01

**************************************************************************** FLOW PROCESS FROM NODE 5.11 TO NODE 5.12 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 99.00 DOWNSTREAM(FEET) = 98.00 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.30
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.51
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 9.13
LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.12 = 950.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 5.12 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================

**************************************************************************** FLOW PROCESS FROM NODE 5.13 TO NODE 5.14 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 173.00
DOWNSTREAM ELEVATION(FEET) = 153.00
ELEVATION DIFFERENCE(FEET) = 20.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150
SUBAREA RUNOFF(CFS) = 0.26
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.26

**************************************************************************** FLOW PROCESS FROM NODE 5.14 TO NODE 5.15 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 153.00 DOWNSTREAM(FEET) = 108.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 235.00 CHANNEL SLOPE = 0.1894 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION

…VMP - Hydrology & Hydraulic Report - Final.docx page 106

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.26
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 7.09
LONGEST FLOWPATH FROM NODE 5.13 TO NODE 5.15 = 335.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.15 TO NODE 5.15 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.678
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 0.48 SUBAREA RUNOFF(CFS) = 0.95 TOTAL AREA(ACRES) = 0.6 TOTAL RUNOFF(CFS) = 1.19 TC(MIN.) = 7.09

**************************************************************************** FLOW PROCESS FROM NODE 5.15 TO NODE 5.12 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 103.00 DOWNSTREAM(FEET) = 98.00 FLOW LENGTH(FEET) = 135.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.22
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.19
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 7.40
LONGEST FLOWPATH FROM NODE 5.13 TO NODE 5.12 = 470.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 5.12 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================

** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.19 7.40 5.522 0.60
LONGEST FLOWPATH FROM NODE 5.13 TO NODE 5.12 = 470.00 FEET.

** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 13.51 9.13 4.823 7.93
LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.12 = 950.00 FEET.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 12.14 7.40 5.522
2 14.55 9.13 4.823

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 14.55 Tc(MIN.) = 9.13
TOTAL AREA(ACRES) = 8.5

**************************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 5.12 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<

…VMP - Hydrology & Hydraulic Report - Final.docx page 107

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
============================================================================

**************************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 5.08 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 98.00 DOWNSTREAM(FEET) = 89.90 FLOW LENGTH(FEET) = 325.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.90
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.55
PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 9.59
LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.08 = 1275.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.08 TO NODE 5.08 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================

** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 14.55 9.59 4.674 8.53
LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.08 = 1275.00 FEET.

** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 43.73 11.03 4.271 28.10
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.08 = 1910.00 FEET.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 52.57 9.59 4.674
2 57.03 11.03 4.271

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 57.03 Tc(MIN.) = 11.03
TOTAL AREA(ACRES) = 36.6

**************************************************************************** FLOW PROCESS FROM NODE 5.08 TO NODE 5.08 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================

**************************************************************************** FLOW PROCESS FROM NODE 5.08 TO NODE 5.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 90.00 DOWNSTREAM(FEET) = 72.60 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 28.03
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 57.03
PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 11.12
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.20 = 2060.00 FEET.

****************************************************************************

…VMP - Hydrology & Hydraulic Report - Final.docx page 108

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================

**************************************************************************** FLOW PROCESS FROM NODE 5.16 TO NODE 5.17 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 80
INITIAL SUBAREA FLOW-LENGTH(FEET) = 170.00
UPSTREAM ELEVATION(FEET) = 155.00
DOWNSTREAM ELEVATION(FEET) = 129.50
ELEVATION DIFFERENCE(FEET) = 25.50
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150
SUBAREA RUNOFF(CFS) = 0.28
TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.28

**************************************************************************** FLOW PROCESS FROM NODE 5.17 TO NODE 5.18 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 126.50 DOWNSTREAM(FEET) = 81.30 FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.011
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 4.000
DEPTH OF FLOW IN 4.0 INCH PIPE IS 1.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.01
ESTIMATED PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.28
PIPE TRAVEL TIME(MIN.) = 1.31 Tc(MIN.) = 7.57
LONGEST FLOWPATH FROM NODE 5.16 TO NODE 5.18 = 720.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.18 TO NODE 5.18 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.442
RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 82
AREA-AVERAGE RUNOFF COEFFICIENT = 0.4093
SUBAREA AREA(ACRES) = 10.78 SUBAREA RUNOFF(CFS) = 24.05 TOTAL AREA(ACRES) = 10.9 TOTAL RUNOFF(CFS) = 24.30 TC(MIN.) = 7.57

**************************************************************************** FLOW PROCESS FROM NODE 5.18 TO NODE 5.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 78.80 DOWNSTREAM(FEET) = 72.60 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 19.80
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1

…VMP - Hydrology & Hydraulic Report - Final.docx page 109

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
PIPE-FLOW(CFS) = 24.30
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 7.65
LONGEST FLOWPATH FROM NODE 5.16 TO NODE 5.20 = 810.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================

** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 24.30 7.65 5.407 10.91
LONGEST FLOWPATH FROM NODE 5.16 TO NODE 5.20 = 810.00 FEET.

** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 57.03 11.12 4.248 36.63
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.20 = 2060.00 FEET.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 63.54 7.65 5.407
2 76.12 11.12 4.248

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 76.12 Tc(MIN.) = 11.12
TOTAL AREA(ACRES) = 47.5

**************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================

**************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================

**************************************************************************** FLOW PROCESS FROM NODE 5.31 TO NODE 5.32 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8200
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 95
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 126.90
DOWNSTREAM ELEVATION(FEET) = 126.10
ELEVATION DIFFERENCE(FEET) = 0.80
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.063
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 56.00
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.58
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.58

****************************************************************************

…VMP - Hydrology & Hydraulic Report - Final.docx page 110

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
FLOW PROCESS FROM NODE 5.32 TO NODE 5.33 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 126.10 DOWNSTREAM ELEVATION(FEET) = 95.70 STREET LENGTH(FEET) = 1325.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 26.00

DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020

SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200

**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.86 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.38
HALFSTREET FLOOD WIDTH(FEET) = 12.80
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.91
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.49
STREET FLOW TRAVEL TIME(MIN.) = 5.65 Tc(MIN.) = 9.71 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.635
RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 92
AREA-AVERAGE RUNOFF COEFFICIENT = 0.713
SUBAREA AREA(ACRES) = 3.65 SUBAREA RUNOFF(CFS) = 12.01 TOTAL AREA(ACRES) = 3.8 PEAK FLOW RATE(CFS) = 12.39

END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.20 FLOW VELOCITY(FEET/SEC.) = 4.52 DEPTH*VELOCITY(FT*FT/SEC.) = 2.04 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1325.0 FT WITH ELEVATION-DROP = 30.4 FT, IS 18.4 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 5.33 LONGEST FLOWPATH FROM NODE 5.31 TO NODE 5.33 = 1425.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.33 TO NODE 5.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 86.00 DOWNSTREAM(FEET) = 72.60 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 18.24
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.39
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 9.79
LONGEST FLOWPATH FROM NODE 5.31 TO NODE 5.20 = 1510.00 FEET.

** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 12.39 9.79 4.611 3.75
LONGEST FLOWPATH FROM NODE 5.31 TO NODE 5.20 = 1510.00 FEET.

…VMP - Hydrology & Hydraulic Report - Final.docx page 111

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS

** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 76.12 11.12 4.248 47.54
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.20 = 2060.00 FEET.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 79.43 9.79 4.611
2 87.54 11.12 4.248

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 87.54 Tc(MIN.) = 11.12
TOTAL AREA(ACRES) = 51.3

**************************************************************************** FLOW PROCESS FROM NODE 6.01 TO NODE 6.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 80
INITIAL SUBAREA FLOW-LENGTH(FEET) = 145.00
UPSTREAM ELEVATION(FEET) = 160.00
DOWNSTREAM ELEVATION(FEET) = 129.50
ELEVATION DIFFERENCE(FEET) = 30.50
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150
SUBAREA RUNOFF(CFS) = 0.37
TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.37

**************************************************************************** FLOW PROCESS FROM NODE 6.02 TO NODE 6.03 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 126.00 DOWNSTREAM(FEET) = 108.30 FLOW LENGTH(FEET) = 415.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.80
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.37
PIPE TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) = 7.46
LONGEST FLOWPATH FROM NODE 6.01 TO NODE 6.03 = 560.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 6.03 TO NODE 6.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.496
RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D"

…VMP - Hydrology & Hydraulic Report - Final.docx page 112

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
S.C.S. CURVE NUMBER (AMC II) = 82
AREA-AVERAGE RUNOFF COEFFICIENT = 0.4026
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.70 TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 3.03 TC(MIN.) = 7.46

**************************************************************************** FLOW PROCESS FROM NODE 6.03 TO NODE 6.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 105.80 DOWNSTREAM(FEET) = 102.50 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.36
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.03
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 7.50
LONGEST FLOWPATH FROM NODE 6.01 TO NODE 6.20 = 595.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 7.01 TO NODE 7.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 233.00
DOWNSTREAM ELEVATION(FEET) = 226.00
ELEVATION DIFFERENCE(FEET) = 7.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.058
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.696
SUBAREA RUNOFF(CFS) = 0.30
TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.30

**************************************************************************** FLOW PROCESS FROM NODE 7.02 TO NODE 7.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 226.00 DOWNSTREAM(FEET) = 111.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL SLOPE = 0.1144 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.30
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.51 Tc(MIN.) = 10.57
LONGEST FLOWPATH FROM NODE 7.01 TO NODE 7.20 = 1100.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 7.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.389
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 7.02 SUBAREA RUNOFF(CFS) = 10.78 TOTAL AREA(ACRES) = 7.2 TOTAL RUNOFF(CFS) = 11.01 TC(MIN.) = 10.57
============================================================================

…VMP - Hydrology & Hydraulic Report - Final.docx page 113

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS

END OF RATIONAL METHOD ANALYSIS

…VMP - Hydrology & Hydraulic Report - Final.docx page 114

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
Hydraulic Analysis of:

Onsite Storm Drains: WSPG Calculations for Proposed 100-Year Storm for Lines A, B, B1, B2, and C

*************************************
Water Surface Profile Gradient (WSPG)

XP WSPG
Engine Version 3.1 19/04/2012
Innovyze www.innovyze.com
*************************************

INPUT FILE
*************************************
C:\Users\Tom\OneDrive\civTEC\JOBS\101.176 - RJM - Carlsbad Veterans Memorial Park\HYDROLOGY\wspg\Line A.wsx Computed 11/18/24 07:33:48

TITLE INFORMATION
*************************************
WATER SURFACE ELEVATION 0 LINE A
JN 101.176

WARNING SUMMARY
*************************************
WARNING 25: Link type element No 2 has different invert elevation than its upstream node.

WARNING 25: Link type element No 4 has different invert elevation than its upstream node.

RESULTS
*************************************

============================================================== Main Line
==============================================================

Composite Profile:

ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS

*) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches *************************************
Water Surface Profile Gradient (WSPG)

XP WSPG
Engine Version 3.1 19/04/2012
Innovyze www.innovyze.com
*************************************

INPUT FILE
*************************************
C:\Users\Tom\OneDrive\civTEC\JOBS\101.176 - RJM - Carlsbad Veterans Memorial Park\HYDROLOGY\wspg\Line B.wsx Computed 11/18/24 07:27:19

TITLE INFORMATION
*************************************
WATER SURFACE ELEVATION 0 LINE B
JN 101.176

WARNING SUMMARY
*************************************
WARNING 25: Link type element Link6 has different invert elevation than its upstream node.

WARNING 25: Link type element Link7 has different invert elevation than its upstream node.

RESULTS
*************************************

============================================================== Main Line
==============================================================

Composite Profile:

ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS

NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ---------- ---------- ---------- -------- -------- -------- -------- ---------- ------- ------ ---------- ------ -------- ------ ------- ------ --------- ###
"No 4" Outlet 102.00 73.10 0.00 *74.169 1.069 57.03 1 28.48 12.59 86.76 0.000 2.371 0.000 0.00000 0.000 Circular Pipe "i.p." 144.83 77.98 0.00 *79.088 1.104 57.03 1 27.27 11.55 90.64 0.000 2.371 5.236 0.11404 1.018 Circular Pipe "i.p." 174.47 81.36 0.00 *82.510 1.145 57.03 1 26.00 10.50 93.01 0.000 2.371 4.883 0.11404 1.018 Circular Pipe "i.p." 195.33 83.74 0.00 *84.932 1.188 57.03 1 24.79 9.54 94.47 0.000 2.371 4.551 0.11404 1.018 Circular Pipe "i.p." 211.11 85.54 0.00 *86.776 1.233 57.03 1 23.64 8.68 95.45 0.000 2.371 4.240 0.11404 1.018 Circular Pipe "i.p." 223.57 86.96 0.00 *88.243 1.280 57.03 1 22.54 7.89 96.13 0.000 2.371 3.947 0.11404 1.018 Circular Pipe "i.p." 233.68 88.12 0.00 *89.446 1.330 57.03 1 21.49 7.17 96.62 0.000 2.371 3.671 0.11404 1.018 Circular Pipe "i.p." 242.05 89.07 0.00 *90.452 1.382 57.03 1 20.49 6.52 96.97 0.000 2.371 3.412 0.11404 1.018 Circular Pipe "Link6" Reach 249.06 89.87 0.00 *91.307 1.437 57.03 1 19.53 5.93 97.23 0.000 2.371 3.168 0.11404 1.018 Circular Pipe "No 5" Junction 253.06 90.20 0.00 *91.344 1.144 43.70 1 19.95 6.18 97.53 0.000 2.203 0.000 0.08250 0.000 Circular Pipe "i.p." 326.77 93.64 0.00 *94.807 1.168 43.70 1 19.42 5.86 100.66 0.000 2.203 3.604 0.04665 1.126 Circular Pipe "i.p." 387.27 96.46 0.00 *97.673 1.212 43.70 1 18.52 5.33 103.00 0.000 2.203 3.358 0.04665 1.126 Circular Pipe "i.p." 421.77 98.07 0.00 *99.329 1.258 43.70 1 17.66 4.84 104.17 0.000 2.203 3.127 0.04665 1.126 Circular Pipe "i.p." 445.16 99.16 0.00 *100.468 1.307 43.70 1 16.84 4.40 104.87 0.000 2.203 2.910 0.04665 1.126 Circular Pipe "i.p." 462.38 99.97 0.00 *101.322 1.357 43.70 1 16.05 4.00 105.32 0.000 2.203 2.706 0.04665 1.126 Circular Pipe "i.p." 475.64 100.58 0.00 *101.995 1.411 43.70 1 15.31 3.64 105.63 0.000 2.203 2.513 0.04665 1.126 Circular Pipe "i.p." 486.15 101.07 0.00 *102.541 1.467 43.70 1 14.59 3.31 105.85 0.000 2.203 2.332 0.04665 1.126 Circular Pipe "i.p." 494.61 101.47 0.00 *102.995 1.527 43.70 1 13.91 3.01 106.00 0.000 2.203 2.160 0.04665 1.126 Circular Pipe "i.p." 501.48 101.79 0.00 *103.379 1.590 43.70 1 13.27 2.73 106.11 0.000 2.203 1.998 0.04665 1.126 Circular Pipe "Link7" Reach 507.07 102.05 0.00 *103.708 1.658 43.70 1 12.65 2.48 106.19 0.000 2.203 1.844 0.04665 1.126 Circular Pipe "No 6" Junction 511.07 102.38 0.00 *104.159 1.779 43.70 1 11.69 2.12 106.28 0.000 2.203 0.000 0.08250 0.000 Circular Pipe "i.p." 587.27 103.25 0.00 *105.045 1.800 43.70 1 11.55 2.07 107.12 0.000 2.203 1.568 0.01135 1.764 Circular Pipe "i.p." 680.32 104.30 0.00 *106.185 1.884 43.70 1 11.01 1.88 108.07 0.000 2.203 1.430 0.01135 1.764 Circular Pipe "i.p." 716.84 104.72 0.00 *106.692 1.976 43.70 1 10.50 1.71 108.40 0.000 2.203 1.294 0.01135 1.764 Circular Pipe "i.p." 733.89 104.91 0.00 *106.990 2.080 43.70 1 10.01 1.56 108.55 0.000 2.203 1.155 0.01135 1.764 Circular Pipe "No 8" Reach 739.21 104.97 0.00 *107.172 2.202 43.70 1 9.55 1.42 108.59 0.000 2.203 1.001 0.01135 1.764 Circular Pipe "No 7" Headwrk 739.21 104.97 0.00 *107.173 2.203 43.70 1 9.54 1.41 108.59 0.000 2.203 0.000 0.00000 0.000 Circular Pipe

XP WSPG
Engine Version 3.1 19/04/2012
Innovyze www.innovyze.com
*************************************

INPUT FILE
*************************************
C:\Users\Tom\OneDrive\civTEC\JOBS\101.176 - RJM - Carlsbad Veterans Memorial Park\HYDROLOGY\wspg\Line B-1.wsx Computed 11/18/24 07:29:40

TITLE INFORMATION
*************************************
WATER SURFACE ELEVATION 0 LINE B-1
JN 101.176

WARNING SUMMARY
*************************************

RESULTS
*************************************

============================================================== Main Line
==============================================================

Composite Profile:

ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS

XP WSPG
Engine Version 3.1 19/04/2012
Innovyze www.innovyze.com
*************************************

INPUT FILE
*************************************
C:\Users\Tom\OneDrive\civTEC\JOBS\101.176 - RJM - Carlsbad Veterans Memorial Park\HYDROLOGY\wspg\Line B-2.wsx Computed 11/18/24 07:31:00

TITLE INFORMATION
*************************************
WATER SURFACE ELEVATION 0 LINE B-2
JN 101.176

WARNING SUMMARY
*************************************
WARNING 25: Link type element No 2 has different invert elevation than its upstream node.

RESULTS
*************************************

============================================================== Main Line
==============================================================

Composite Profile:

ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS

XP WSPG
Engine Version 3.1 19/04/2012
Innovyze www.innovyze.com
*************************************

INPUT FILE
*************************************
C:\Users\Tom\OneDrive\civTEC\JOBS\101.176 - RJM - Carlsbad Veterans Memorial Park\HYDROLOGY\wspg\Line C.wsx Computed 11/17/24 16:37:18

TITLE INFORMATION
*************************************
WATER SURFACE ELEVATION 0 LINE C
JN 101.176

WARNING SUMMARY
*************************************

RESULTS
*************************************

============================================================== Main Line
==============================================================

Composite Profile:

ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS

NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ---------- ---------- ---------- -------- -------- -------- -------- ---------- ------- ------ ---------- ------ -------- ------ ------- ------ --------- ###
"No 1" Outlet 102.00 73.10 0.00 *73.584 0.484 12.40 1 25.16 9.83 83.42 0.000 1.330 0.000 0.00000 0.000 Circular Pipe "i.p." 103.73 73.82 0.00 *74.307 0.491 12.40 1 24.65 9.44 83.75 0.000 1.330 7.269 0.41319 0.400 Circular Pipe "i.p." 107.26 75.27 0.00 *75.780 0.508 12.40 1 23.51 8.58 84.36 0.000 1.330 6.797 0.41319 0.400 Circular Pipe "i.p." 110.18 76.48 0.00 *77.008 0.526 12.40 1 22.41 7.80 84.81 0.000 1.330 6.354 0.41319 0.400 Circular Pipe "i.p." 112.66 77.50 0.00 *78.048 0.545 12.40 1 21.37 7.09 85.14 0.000 1.330 5.939 0.41319 0.400 Circular Pipe "i.p." 114.77 78.38 0.00 *78.942 0.565 12.40 1 20.38 6.45 85.39 0.000 1.330 5.549 0.41319 0.400 Circular Pipe "i.p." 116.59 79.13 0.00 *79.716 0.585 12.40 1 19.43 5.86 85.58 0.000 1.330 5.184 0.41319 0.400 Circular Pipe "i.p." 118.18 79.79 0.00 *80.392 0.606 12.40 1 18.52 5.33 85.72 0.000 1.330 4.841 0.41319 0.400 Circular Pipe "i.p." 119.56 80.36 0.00 *80.986 0.628 12.40 1 17.66 4.84 85.83 0.000 1.330 4.519 0.41319 0.400 Circular Pipe "i.p." 120.78 80.86 0.00 *81.511 0.652 12.40 1 16.84 4.40 85.91 0.000 1.330 4.217 0.41319 0.400 Circular Pipe "i.p." 121.85 81.30 0.00 *81.977 0.676 12.40 1 16.06 4.00 85.98 0.000 1.330 3.934 0.41319 0.400 Circular Pipe "i.p." 122.79 81.69 0.00 *82.391 0.701 12.40 1 15.31 3.64 86.03 0.000 1.330 3.667 0.41319 0.400 Circular Pipe "i.p." 123.62 82.03 0.00 *82.762 0.727 12.40 1 14.60 3.31 86.07 0.000 1.330 3.417 0.41319 0.400 Circular Pipe "i.p." 124.36 82.34 0.00 *83.093 0.755 12.40 1 13.92 3.01 86.10 0.000 1.330 3.182 0.41319 0.400 Circular Pipe "i.p." 125.01 82.61 0.00 *83.390 0.784 12.40 1 13.27 2.73 86.12 0.000 1.330 2.961 0.41319 0.400 Circular Pipe "i.p." 125.58 82.84 0.00 *83.657 0.814 12.40 1 12.65 2.49 86.14 0.000 1.330 2.753 0.41319 0.400 Circular Pipe "i.p." 126.08 83.05 0.00 *83.898 0.846 12.40 1 12.06 2.26 86.16 0.000 1.330 2.557 0.41319 0.400 Circular Pipe "i.p." 126.53 83.23 0.00 *84.114 0.880 12.40 1 11.50 2.05 86.17 0.000 1.330 2.373 0.41319 0.400 Circular Pipe "i.p." 126.91 83.39 0.00 *84.310 0.916 12.40 1 10.97 1.87 86.18 0.000 1.330 2.198 0.41319 0.400 Circular Pipe "i.p." 127.25 83.53 0.00 *84.486 0.954 12.40 1 10.46 1.70 86.18 0.000 1.330 2.033 0.41319 0.400 Circular Pipe "i.p." 127.54 83.65 0.00 *84.645 0.995 12.40 1 9.97 1.54 86.19 0.000 1.330 1.876 0.41319 0.400 Circular Pipe "i.p." 127.78 83.75 0.00 *84.790 1.038 12.40 1 9.51 1.40 86.19 0.000 1.330 1.726 0.41319 0.400 Circular Pipe "i.p." 127.98 83.84 0.00 *84.920 1.085 12.40 1 9.06 1.28 86.20 0.000 1.330 1.582 0.41319 0.400 Circular Pipe "i.p." 128.14 83.90 0.00 *85.038 1.135 12.40 1 8.64 1.16 86.20 0.000 1.330 1.442 0.41319 0.400 Circular Pipe "i.p." 128.27 83.95 0.00 *85.145 1.191 12.40 1 8.24 1.05 86.20 0.000 1.330 1.303 0.41319 0.400 Circular Pipe "i.p." 128.35 83.99 0.00 *85.241 1.254 12.40 1 7.86 0.96 86.20 0.000 1.330 1.161 0.41319 0.400 Circular Pipe "No 2" Reach 128.38 84.00 0.00 *85.329 1.329 12.40 1 7.49 0.87 86.20 0.000 1.330 1.002 0.41319 0.400 Circular Pipe "No 3" Headwrk 128.38 84.00 0.00 *85.330 1.330 12.40 1 7.49 0.87 86.20 0.000 1.330 0.000 0.00000 0.000 Circular Pipe

*) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches

…VMP - Hydrology & Hydraulic Report - Final.docx page 115

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
Hydraulic Analysis of:

Onsite Storm Drain: WSPG Calculations for Proposed 100-Year Storm for Lines into Basins

Calculation
Onsite Storm Drain Calculation

Assumptions:

• For basins and storm drains not directly analyzed in the Hydrology Study calculations, the assumed flow rate to the basin was prorated from it’s tributary area of the watershed in question

Basin A

8-inch inlet pipe:
• Contributory Area: 0.45 acres
• Prorated Q(100): 1.2 cfs
• Ponding at Basin Inlet: 0.20-feet
• Water Surface Elev. in Basin: 54.70
• Invert of pipe in basin: 54.33

From WSPG Calc:

Water surface at upstream drain: 57.0
Drain elevation: 59.0
OK

Basin BC

8-inch inlet pipe:
• Contributory Area: 0.41 acres
• Prorated Q(100): 2.0 cfs
• Ponding at Basin Inlet: 0.24-feet
• Water Surface Elev. in Basin: 55.74
• Invert of pipe in basin: 54.33

From WSPG Calc:

Water surface at upstream drain: 61.6
Drain elevation: 64.4
OK

Basin E

From WSPG Calc:

Water surface at upstream drain:

Drain elevation:

12-inch inlet pipe:
• Contrib
utory Area: 4.1 acres
• Prorated
Q(100): 6.5 cfs
• Ponding at Ba
sin Inlet: 0.48-
feet
• Water
Surface Elev. in Basin
: 56.98
• Invert o
f pipe in basin: 54.83

58.7 64
.5

Calculation

Basin F

12-inch inlet pipe:
• Contributory Area: 4.3 acres
• Prorated Q(100): 6.8 cfs
• Ponding at Basin Inlet: 0.67-feet
• Water Surface Elev. in Basin: 74.67
• Invert of pipe in basin: 72.83

From WSPG Calc:

Water surface at upstream drain: 98.97
Drain elevation: 101.25
OK

Basin G

12-inch inlet pipe:
• Contributory Area: 5.2 acres
• Prorated Q(100): 8.2 cfs
• Ponding at Basin Inlet: 0.65-feet
• Water Surface Elev. in Basin: 88.65
• Invert of pipe in basin: 87.33

From WSPG Calc:

Water surface at upstream drain: 99.0
Drain elevation: 102.0
OK

Basin H

12-inch inlet pipe:
• Contributory Area: 2.1 acres
• Prorated Q(100): 3.6 cfs
• Ponding at Basin Inlet: 0.72-feet
• Water Surface Elev. in Basin: 83.39
• Invert of pipe in basin: 81.33

From WSPG Calc:

Water surface at upstream drain: 86.8
Drain elevation: 89.0
OK

Calculation
Basin H

12-inch inlet pipe:
• Contributory Area: 2.1 acres
• Prorated Q(100): 3.6 cfs
• Ponding at Basin Inlet: 0.72-feet
• Water Surface Elev. in Basin: 83.39
• Invert of pipe in basin: 81.33

From WSPG Calc:

Water surface at upstream drain: 85.53
Drain elevation: 91.0
OK

Basin I

4-inch inlet pipe:
• Contributory Area: 0.24 acres
• Prorated Q(100): 0.4 cfs
• Ponding at Basin Inlet: 0.1-feet
• Water Surface Elev. in Basin: 85.60
• Invert of pipe in basin: 85.53

From WSPG Calc:

Water surface at upstream drain: 86.8
Drain elevation: 89.0
OK

Basin J

8-inch inlet pipe:
• Contributory Area: 0.27 acres
• Prorated Q(100): 0.5 cfs
• Ponding at Basin Inlet: 0.0.08-feet
• Water Surface Elev. in Basin: 100.58
• Invert of pipe in basin: 108.33

From WSPG Calc:

Water surface at upstream drain: 101.1
Drain elevation: 102.1
OK

Calculation
Basin K

8-inch inlet pipe:
• Contributory Area: 0.75 acres
• Prorated Q(100): 31.7cfs
• Ponding at Basin Inlet: 0.34-feet
• Water Surface Elev. in Basin: 108.84
• Invert of pipe in basin: 108.33

From WSPG Calc:

Water surface at upstream drain: 110.8
Drain elevation: 114.25
OK

Basin L

4-inch inlet pipe:
• Contributory Area: 0.22 acres
• Prorated Q(100): 0.4 cfs
• Ponding at Basin Inlet: 0.08-feet
• Water Surface Elev. in Basin: 78.58
• Invert of pipe in basin: 78.33

From WSPG Calc:

Water surface at upstream drain: 79.6
Drain elevation: 80.0
OK

*************************************
Water Surface Profile Gradient (WSPG)

XP WSPG
Engine Version 3.1 19/04/2012
Innovyze www.innovyze.com
*************************************

INPUT FILE
*************************************
C:\Users\Tom\OneDrive\civTEC\JOBS\101.176 - RJM - Carlsbad Veterans Memorial Park\HYDROLOGY\wspg\Onsite Pipe\Watershed A.wsx Computed 11/19/24 10:29:58

TITLE INFORMATION
*************************************

WARNING SUMMARY
*************************************

RESULTS
*************************************

============================================================== Main Line
==============================================================

Composite Profile:

ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS

XP WSPG
Engine Version 3.1 19/04/2012
Innovyze www.innovyze.com
*************************************

TITLE INFORMATION
*************************************

WARNING SUMMARY
*************************************

RESULTS
*************************************

============================================================== Main Line
==============================================================

Composite Profile:

ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS

NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ---------- ---------- ---------- -------- -------- -------- -------- ---------- ------- ------ ---------- ------ -------- ------ ------- ------ --------- ###
"Node2" Outlet 0.00 54.33 56.00 54.632 0.302 2.00 1 12.94 2.60 57.23 0.000 0.627 0.000 0.00000 0.000 Circular Pipe "i.p." 2.57 54.40 56.13 54.692 0.292 2.00 1 13.53 2.84 57.53 0.000 0.627 5.056 0.02700 0.471 Circular Pipe "i.p." 5.19 54.47 56.26 54.752 0.282 2.00 1 14.19 3.13 57.88 0.000 0.627 5.418 0.02700 0.471 Circular Pipe "i.p." 7.67 54.54 56.38 54.809 0.272 2.00 1 14.88 3.44 58.25 0.000 0.627 5.804 0.02700 0.471 Circular Pipe "Link1" Reach 10.00 54.60 56.50 54.863 0.263 2.00 1 15.61 3.78 58.65 0.000 0.627 6.215 0.02700 0.471 Circular Pipe "i.p." 15.47 55.77 58.05 56.035 0.269 2.00 1 15.14 3.56 59.59 0.000 0.627 5.946 0.21333 0.251 Circular Pipe "i.p." 20.97 56.94 59.61 57.220 0.278 2.00 1 14.43 3.23 60.45 0.000 0.627 5.551 0.21333 0.251 Circular Pipe "i.p." 24.71 57.74 60.67 58.026 0.289 2.00 1 13.76 2.94 60.97 0.000 0.627 5.181 0.21333 0.251 Circular Pipe "i.p." 27.48 58.33 61.45 58.628 0.299 2.00 1 13.12 2.67 61.30 0.000 0.627 4.833 0.21333 0.251 Circular Pipe "i.p." 29.64 58.79 62.06 59.100 0.310 2.00 1 12.51 2.43 61.53 0.000 0.627 4.506 0.21333 0.251 Circular Pipe "i.p." 31.38 59.16 62.56 59.483 0.322 2.00 1 11.93 2.21 61.69 0.000 0.627 4.199 0.21333 0.251 Circular Pipe "i.p." 32.82 59.47 62.96 59.802 0.334 2.00 1 11.37 2.01 61.81 0.000 0.627 3.911 0.21333 0.251 Circular Pipe "i.p." 34.02 59.72 63.31 60.071 0.347 2.00 1 10.84 1.83 61.90 0.000 0.627 3.640 0.21333 0.251 Circular Pipe "i.p." 35.04 59.94 63.59 60.302 0.361 2.00 1 10.34 1.66 61.96 0.000 0.627 3.385 0.21333 0.251 Circular Pipe "i.p." 35.91 60.13 63.84 60.502 0.375 2.00 1 9.86 1.51 62.01 0.000 0.627 3.145 0.21333 0.251 Circular Pipe "i.p." 36.65 60.29 64.05 60.676 0.390 2.00 1 9.40 1.37 62.05 0.000 0.627 2.919 0.21333 0.251 Circular Pipe "i.p." 37.30 60.42 64.23 60.829 0.406 2.00 1 8.96 1.25 62.08 0.000 0.627 2.705 0.21333 0.251 Circular Pipe "i.p." 37.85 60.54 64.39 60.964 0.422 2.00 1 8.54 1.13 62.10 0.000 0.627 2.503 0.21333 0.251 Circular Pipe "i.p." 38.33 60.64 64.53 61.083 0.440 2.00 1 8.15 1.03 62.11 0.000 0.627 2.311 0.21333 0.251 Circular Pipe "i.p." 38.74 60.73 64.64 61.189 0.459 2.00 1 7.77 0.94 62.13 0.000 0.627 2.128 0.21333 0.251 Circular Pipe "i.p." 39.08 60.80 64.74 61.284 0.480 2.00 1 7.41 0.85 62.14 0.000 0.627 1.952 0.21333 0.251 Circular Pipe "i.p." 39.37 60.87 64.82 61.368 0.502 2.00 1 7.06 0.77 62.14 0.000 0.627 1.782 0.21333 0.251 Circular Pipe "i.p." 39.61 60.92 64.89 61.444 0.526 2.00 1 6.73 0.70 62.15 0.000 0.627 1.614 0.21333 0.251 Circular Pipe "i.p." 39.80 60.96 64.94 61.512 0.554 2.00 1 6.42 0.64 62.15 0.000 0.627 1.444 0.21333 0.251 Circular Pipe "i.p." 39.94 60.99 64.98 61.572 0.586 2.00 1 6.12 0.58 62.15 0.000 0.627 1.258 0.21333 0.251 Circular Pipe "Link2" Reach 40.00 61.00 65.00 61.626 0.626 2.00 1 5.84 0.53 62.15 0.000 0.627 1.011 0.21333 0.251 Circular Pipe "Node3" Headwrk 40.00 61.00 65.00 61.627 0.627 2.00 1 5.83 0.53 62.15 0.000 0.627 0.000 0.00000 0.000 Circular Pipe

XP WSPG
Engine Version 3.1 19/04/2012
Innovyze www.innovyze.com
*************************************

TITLE INFORMATION
*************************************

WARNING SUMMARY
*************************************
WARNING 25: Link type element Link2 has different invert elevation than its upstream node.

RESULTS
*************************************

============================================================== Main Line
==============================================================

Composite Profile:

ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS

XP WSPG
Engine Version 3.1 19/04/2012
Innovyze www.innovyze.com
*************************************

TITLE INFORMATION
*************************************

WARNING SUMMARY
*************************************

RESULTS
*************************************

============================================================== Main Line
==============================================================

Composite Profile:

ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS

NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ---------- ---------- ---------- -------- -------- -------- -------- ---------- ------- ------ ---------- ------ -------- ------ ------- ------ --------- ###
"Node2" Outlet 0.00 72.83 74.80 73.278 0.448 6.80 1 19.94 6.18 79.46 0.000 0.971 0.000 0.00000 0.000 Circular Pipe "i.p." 0.19 72.84 74.86 73.283 0.448 6.80 1 19.99 6.20 79.48 0.000 0.971 6.021 0.02600 0.821 Circular Pipe "i.p." 4.57 72.95 76.22 73.380 0.432 6.80 1 20.96 6.82 80.20 0.000 0.971 6.455 0.02600 0.821 Circular Pipe "i.p." 8.72 73.06 77.50 73.473 0.416 6.80 1 21.98 7.50 80.98 0.000 0.971 6.917 0.02600 0.821 Circular Pipe "i.p." 12.67 73.16 78.73 73.561 0.402 6.80 1 23.06 8.26 81.82 0.000 0.971 7.409 0.02600 0.821 Circular Pipe "i.p." 16.42 73.26 79.89 73.644 0.387 6.80 1 24.18 9.08 82.73 0.000 0.971 7.933 0.02600 0.821 Circular Pipe "Link1" Reach 20.00 73.35 81.00 73.724 0.374 6.80 1 25.36 9.99 83.71 0.000 0.971 8.492 0.02600 0.821 Circular Pipe "i.p." 35.97 78.27 85.04 78.650 0.379 6.80 1 24.92 9.64 88.29 0.000 0.971 8.281 0.30813 0.369 Circular Pipe "i.p." 55.07 84.16 89.88 84.548 0.393 6.80 1 23.76 8.77 93.31 0.000 0.971 7.735 0.30813 0.369 Circular Pipe "i.p." 65.18 87.27 92.44 87.679 0.407 6.80 1 22.65 7.97 95.65 0.000 0.971 7.223 0.30813 0.369 Circular Pipe "i.p." 71.91 89.34 94.14 89.766 0.422 6.80 1 21.60 7.24 97.01 0.000 0.971 6.742 0.30813 0.369 Circular Pipe "i.p." 76.85 90.87 95.39 91.303 0.437 6.80 1 20.59 6.59 97.89 0.000 0.971 6.291 0.30813 0.369 Circular Pipe "i.p." 80.68 92.05 96.36 92.502 0.454 6.80 1 19.64 5.99 98.49 0.000 0.971 5.868 0.30813 0.369 Circular Pipe "i.p." 83.77 93.00 97.14 93.471 0.470 6.80 1 18.72 5.44 98.91 0.000 0.971 5.470 0.30813 0.369 Circular Pipe "i.p." 86.32 93.79 97.79 94.274 0.488 6.80 1 17.85 4.95 99.22 0.000 0.971 5.096 0.30813 0.369 Circular Pipe "i.p." 88.46 94.44 98.33 94.951 0.507 6.80 1 17.02 4.50 99.45 0.000 0.971 4.745 0.30813 0.369 Circular Pipe "i.p." 90.28 95.00 98.79 95.530 0.526 6.80 1 16.23 4.09 99.62 0.000 0.971 4.415 0.30813 0.369 Circular Pipe "i.p." 91.83 95.48 99.18 96.031 0.547 6.80 1 15.47 3.72 99.75 0.000 0.971 4.104 0.30813 0.369 Circular Pipe "i.p." 93.18 95.90 99.52 96.467 0.568 6.80 1 14.75 3.38 99.85 0.000 0.971 3.812 0.30813 0.369 Circular Pipe "i.p." 94.35 96.26 99.82 96.849 0.591 6.80 1 14.07 3.07 99.92 0.000 0.971 3.535 0.30813 0.369 Circular Pipe "i.p." 95.36 96.57 100.08 97.187 0.615 6.80 1 13.41 2.79 99.98 0.000 0.971 3.274 0.30813 0.369 Circular Pipe "i.p." 96.25 96.84 100.30 97.485 0.641 6.80 1 12.79 2.54 100.02 0.000 0.971 3.027 0.30813 0.369 Circular Pipe "i.p." 97.02 97.08 100.50 97.751 0.668 6.80 1 12.19 2.31 100.06 0.000 0.971 2.792 0.30813 0.369 Circular Pipe "i.p." 97.70 97.29 100.67 97.988 0.698 6.80 1 11.63 2.10 100.09 0.000 0.971 2.567 0.30813 0.369 Circular Pipe "i.p." 98.28 97.47 100.81 98.199 0.729 6.80 1 11.08 1.91 100.11 0.000 0.971 2.351 0.30813 0.369 Circular Pipe "i.p." 98.78 97.63 100.94 98.389 0.763 6.80 1 10.57 1.73 100.12 0.000 0.971 2.141 0.30813 0.369 Circular Pipe "i.p." 99.21 97.76 101.05 98.558 0.802 6.80 1 10.08 1.58 100.14 0.000 0.971 1.931 0.30813 0.369 Circular Pipe "i.p." 99.57 97.87 101.14 98.711 0.845 6.80 1 9.61 1.43 100.14 0.000 0.971 1.713 0.30813 0.369 Circular Pipe "i.p." 99.84 97.95 101.21 98.848 0.896 6.80 1 9.16 1.30 100.15 0.000 0.971 1.463 0.30813 0.369 Circular Pipe "Link2" Reach 100.00 98.00 101.25 98.970 0.970 6.80 1 8.73 1.18 100.15 0.000 0.971 1.019 0.30813 0.369 Circular Pipe "Node3" Headwrk 100.00 98.00 101.25 98.971 0.971 6.80 1 8.73 1.18 100.15 0.000 0.971 0.000 0.00000 0.000 Circular Pipe

XP WSPG
Engine Version 3.1 19/04/2012
Innovyze www.innovyze.com
*************************************

TITLE INFORMATION
*************************************

WARNING SUMMARY
*************************************
WARNING 15: Invert elevation of element Link1 is not larger than invert elevation of the direct downstream element.

RESULTS
*************************************

============================================================== Main Line
==============================================================

Composite Profile:

ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS

NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ---------- ---------- ---------- -------- -------- -------- -------- ---------- ------- ------ ---------- ------ -------- ------ ------- ------ --------- ###
"Node2" Outlet 0.00 87.33 90.00 87.874 0.544 8.20 1 18.77 5.47 93.35 0.000 0.980 0.000 0.00000 0.000 Circular Pipe "i.p." 3.17 87.32 90.50 87.845 0.529 8.20 1 19.47 5.89 93.73 0.000 0.980 5.283 -0.00421 1.000 Circular Pipe "i.p." 7.27 87.30 91.15 87.808 0.509 8.20 1 20.42 6.48 94.28 0.000 0.980 5.679 -0.00421 1.000 Circular Pipe "i.p." 11.28 87.28 91.78 87.773 0.490 8.20 1 21.42 7.12 94.90 0.000 0.980 6.099 -0.00421 1.000 Circular Pipe "i.p." 15.19 87.27 92.40 87.738 0.472 8.20 1 22.46 7.84 95.57 0.000 0.980 6.547 -0.00421 1.000 Circular Pipe "Link1" Reach 19.00 87.25 93.00 87.705 0.455 8.20 1 23.56 8.62 96.32 0.000 0.980 7.023 -0.00421 1.000 Circular Pipe "i.p." 25.27 89.23 94.66 89.705 0.472 8.20 1 22.50 7.86 97.56 0.000 0.980 6.561 0.31618 0.406 Circular Pipe "i.p." 30.17 90.78 95.96 91.272 0.490 8.20 1 21.45 7.14 98.42 0.000 0.980 6.113 0.31618 0.406 Circular Pipe "i.p." 34.04 92.01 96.98 92.515 0.508 8.20 1 20.45 6.49 99.01 0.000 0.980 5.691 0.31618 0.406 Circular Pipe "i.p." 37.20 93.00 97.82 93.531 0.528 8.20 1 19.50 5.90 99.43 0.000 0.980 5.295 0.31618 0.406 Circular Pipe "i.p." 39.81 93.83 98.51 94.379 0.548 8.20 1 18.59 5.37 99.75 0.000 0.980 4.922 0.31618 0.406 Circular Pipe "i.p." 42.02 94.53 99.09 95.099 0.570 8.20 1 17.73 4.88 99.98 0.000 0.980 4.570 0.31618 0.406 Circular Pipe "i.p." 43.91 95.12 99.59 95.717 0.593 8.20 1 16.90 4.44 100.15 0.000 0.980 4.239 0.31618 0.406 Circular Pipe "i.p." 45.52 95.64 100.02 96.254 0.617 8.20 1 16.11 4.03 100.29 0.000 0.980 3.925 0.31618 0.406 Circular Pipe "i.p." 46.92 96.08 100.39 96.722 0.643 8.20 1 15.36 3.67 100.39 0.000 0.980 3.628 0.31618 0.406 Circular Pipe "i.p." 48.14 96.46 100.71 97.134 0.670 8.20 1 14.65 3.33 100.47 0.000 0.980 3.346 0.31618 0.406 Circular Pipe "i.p." 49.20 96.80 100.99 97.498 0.700 8.20 1 13.97 3.03 100.53 0.000 0.980 3.076 0.31618 0.406 Circular Pipe "i.p." 50.12 97.09 101.24 97.820 0.732 8.20 1 13.32 2.75 100.57 0.000 0.980 2.816 0.31618 0.406 Circular Pipe "i.p." 50.92 97.34 101.45 98.107 0.766 8.20 1 12.70 2.50 100.61 0.000 0.980 2.562 0.31618 0.406 Circular Pipe "i.p." 51.60 97.56 101.63 98.363 0.805 8.20 1 12.11 2.28 100.64 0.000 0.980 2.309 0.31618 0.406 Circular Pipe "i.p." 52.19 97.74 101.79 98.592 0.848 8.20 1 11.54 2.07 100.66 0.000 0.980 2.044 0.31618 0.406 Circular Pipe "i.p." 52.67 97.90 101.91 98.797 0.901 8.20 1 11.01 1.88 100.68 0.000 0.980 1.737 0.31618 0.406 Circular Pipe "Link2" Reach 53.00 98.00 102.00 98.979 0.979 8.20 1 10.49 1.71 100.69 0.000 0.980 1.120 0.31618 0.406 Circular Pipe "Node3" Headwrk 53.00 98.00 102.00 98.980 0.980 8.20 1 10.49 1.71 100.69 0.000 0.980 0.000 0.00000 0.000 Circular Pipe

XP WSPG
Engine Version 3.1 19/04/2012
Innovyze www.innovyze.com
*************************************

TITLE INFORMATION
*************************************

WARNING SUMMARY
*************************************

RESULTS
*************************************

============================================================== Main Line
==============================================================

Composite Profile:

ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS

XP WSPG
Engine Version 3.1 19/04/2012
Innovyze www.innovyze.com
*************************************

TITLE INFORMATION
*************************************

WARNING SUMMARY
*************************************

RESULTS
*************************************

============================================================== Main Line
==============================================================

Composite Profile:

ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS

XP WSPG
Engine Version 3.1 19/04/2012
Innovyze www.innovyze.com
*************************************

TITLE INFORMATION
*************************************

WARNING SUMMARY
*************************************

RESULTS
*************************************

============================================================== Main Line
==============================================================

Composite Profile:

ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS

XP WSPG
Engine Version 3.1 19/04/2012
Innovyze www.innovyze.com
*************************************

TITLE INFORMATION
*************************************

WARNING SUMMARY
*************************************

RESULTS
*************************************

============================================================== Main Line
==============================================================

Composite Profile:

ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS

XP WSPG
Engine Version 3.1 19/04/2012
Innovyze www.innovyze.com
*************************************

TITLE INFORMATION
*************************************

WARNING SUMMARY
*************************************

RESULTS
*************************************

============================================================== Main Line
==============================================================

Composite Profile:

ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS

*) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches

…VMP - Hydrology & Hydraulic Report - Final.docx page 116

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
Hydraulic Analysis of:

Brow ditch

Calculation
Brow Ditch Capacity

Assumptions:

• For brow ditches not directly analyzed in the Hydrology Study calculations, the assumed flow rate in the ditch was prorated from it’s tributary area of the watershed in question Note: A 2-foot wide, 6-inch-deep brow ditch has the same cross-section as a 5-foot wide brow ditch with a flow depth of 6-inches and is modeled accordingly. A 4-foot wide, 12-inch-deep brow ditch has the same cross-section as a 5-foot wide brow ditch with a flow depth of 12-inches and is modeled accordingly

Brow Ditch in Hydrology Watershed Area A

Review Brow Ditch adjacent to Walk along Whitman

From Hydrology Calculations:

Q(10) = 0.73 cfs
Q(100) = 1.1 cfs

From Hydraflow Express Calc:

2-foot width Brow Ditch at 5% = 10.63 cfs

Brow Ditch in Hydrology Watershed Area B

None proposed.

Brow Ditch in Hydrology Watershed Area C

Review Brow Ditch capturing flow from Watershed C.1

From Hydrology Calculations:

Q(10) = 13.8 cfs
Q(100) = 20.7 cfs

From Hydraflow Express Calc:

2-foot width Brow Ditch at 3.6% = 18.7 cfs
Brow-ditch carries 90% of 100-year storm flow and 135% of 10-year storm flow

Calculation

Brow Ditch in Hydrology Watershed Area D

Review Brow Ditch at base of Watershed D

From Hydrology Calculations:

Q(10) = 0.93 cfs
Q(100) = 1.4 cfs

From Hydraflow Express Calc:

2-foot width Brow Ditch at 0.8% = 4.2 cfs

Brow Ditch in Hydrology Watershed Area E

Review Brow Ditch at base of Watershed E.1

From Hydrology Calculations:

Q(10) = 15.3 cfs
Q(100) = 23.0 cfs

From Hydraflow Express Calc:

4-foot width Brow Ditch at 1% = 20.0 cfs
Brow-ditch carries 87% of 100-year storm flow and 131% of 10-year storm flow

Brow Ditch in Hydrology Watershed Area F

Review Brow Ditch at base of walk adjacent to Bike Park

From Hydrology Calculations:

Q(10) = 1.07 cfs
Q(100) = 1.6 cfs

From Hydraflow Express Calc:

2-foot width Brow Ditch at 4.8% = 10.4 cfs

OK
Channel
Report
Hydra
flow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.

Brow D
itch in Watershed A
Circul
ar
Diameter (ft) = 5.00
= 100.00Invert Elev (ft)
= 5.00Slope (%)
= 0.015N-Value
Calculations
Known DepthCompute by:
= 0.50Known Depth (ft)
Highlighted
= 0.50Depth (ft)
= 10.63Q (cfs)
= 1.03Area (sqft)
= 10.34Velocity (ft/s)
= 3.22Wetted Perim (ft)
= 0.89Crit Depth, Yc (ft)
= 3.01Top Width (ft)
= 2.16EGL (ft)
0 1 2 3 4 5 6 7
Depth
(ft)Elev (ft) Section
-1.009

9.00 0.0010

0.00 1.0010

1.00 2.0010

2.00 3.0010

3.00 4.0010

4.00 5.0010

5.00 6.0010

6.00 Reach
(ft)

Channel
Report
Hydra
flow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.

Brow D
itch in Watershed C
Circul
ar
Diameter (ft) = 2.00
= 100.00Invert Elev (ft)
= 3.60Slope (%)
= 0.015N-Value
Calculations
Known DepthCompute by:
= 1.00Known Depth (ft)
Highlighted
= 1.00Depth (ft)
= 18.73Q (cfs)
= 1.58Area (sqft)
= 11.86Velocity (ft/s)
= 3.15Wetted Perim (ft)
= 1.56Crit Depth, Yc (ft)
= 2.00Top Width (ft)
= 3.19EGL (ft)
0 1 2 3 4
Depth
(ft)Elev (ft) Section
-0.509

9.50 0.0010

0.00 0.5010

0.50 1.0010

1.00 1.5010

1.50 2.0010

2.00 2.5010

2.50 3.0010

3.00 Reach
(ft)

Channel
Report
Hydra
flow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. = 10

0.00Invert Elev (ft)
= 0.80Slope (%)
= 0.015N-Value
Calculations
Known DepthCompute by:
= 0.50Known Depth (ft)
Highlighted
= 0.50Depth (ft)
= 4.253Q (cfs)
= 1.03Area (sqft)
= 4.13Velocity (ft/s)
= 3.22Wetted Perim (ft)
= 0.56Crit Depth, Yc (ft)
= 3.01Top Width (ft)
= 0.77EGL (ft)
0 1 2 3 4 5 6 7
Depth
(ft)Elev (ft) Section
-1.009

9.00 0.0010

0.00 1.0010

1.00 2.0010

2.00 3.0010

3.00 4.0010

4.00 5.0010

5.00 6.0010

6.00 Reach
(ft)
Brow Ditch in Watershed D
Circular
Diameter (ft) = 5.
00 Channel
Report
Hydra
flow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.

Brow D
itch in Watershed E
Circul
ar
Diameter (ft) = 5.00
= 100.00Invert Elev (ft)
= 1.00Slope (%)
= 0.015N-Value
Calculations
Known DepthCompute by:
= 1.00Known Depth (ft)
Highlighted
= 1.00Depth (ft)
= 19.98Q (cfs)
= 2.82Area (sqft)
= 7.09Velocity (ft/s)
= 4.65Wetted Perim (ft)
= 1.23Crit Depth, Yc (ft)
= 4.01Top Width (ft)
= 1.78EGL (ft)
0 1 2 3 4 5 6 7
Depth
(ft)Elev (ft) Section
-1.009

9.00 0.0010

0.00 1.0010

1.00 2.0010

2.00 3.0010

3.00 4.0010

4.00 5.0010

5.00 6.0010

6.00 Reach
(ft)

Channel
Report
Hydra
flow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.

Brow D
itch in Watershed F
Circul
ar
Diameter (ft) = 5.00
= 100.00Invert Elev (ft)
= 4.80Slope (%)
= 0.015N-Value
Calculations
Known DepthCompute by:
= 0.50Known Depth (ft)
Highlighted
= 0.50Depth (ft)
= 10.42Q (cfs)
= 1.03Area (sqft)
= 10.13Velocity (ft/s)
= 3.22Wetted Perim (ft)
= 0.88Crit Depth, Yc (ft)
= 3.01Top Width (ft)
= 2.09EGL (ft)
0 1 2 3 4 5 6 7
Depth
(ft)Elev (ft) Section
-1.009

9.00 0.0010

0.00 1.0010

1.00 2.0010

2.00 3.0010

3.00 4.0010

4.00 5.0010

5.00 6.0010

6.00 Reach
(ft)

…VMP - Hydrology & Hydraulic Report - Final.docx page 117

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
Hydraulic Analysis of:

Curb Inlet Catch Basins

Calculation
Curb Inlet Capture Capacity

Assumptions:

• For basins not directly analyzed in the Hydrology Study calculations, the assumed flow rate to the basin was prorated from it’s tributary area of the watershed in question

Curb Inlet C.B. #1 (Sump)

From Hydrology Calculations:

Q(10) = 0.21 cfs
Q(100) = 0.31 cfs

Curb Inlet C.B. #2 (Sump)

From Hydrology Calculations:

Q(10) = 0.70 cfs
Q(100) = 1.05 cfs

CB #2 Capture = 1.05 cfs at flood width of 6.1 feet

Curb Inlet C.B. #3 (Flow-by)

From Hydrology Calculations:

Q(10) = 0.67 cfs
Q(100) = 1.0 cfs

CB #3 Capture = 1.0 cfs with no bypass

CB #1 Capture = 0.31 cfs at flood
width of 2.7-feet
From Hydraf
low Express Calc:

From Hydraf
low Express Calc:

Calculation
Curb Inlet C.B. #4 (Flow-by)

From Hydrology Calculations:

Q(10) = 2.2 cfs
Q(100) = 3.3 cfs

Curb Inlet C.B. #5 (Flow-by)

From Hydrology Calculations:

Q(10) = 0.90 cfs
Q(100) = 1.35 cfs

CB #5 Capture = 1.35 cfs with no bypass

Curb Inlet C.B. #6 (Flow-by)

From Hydrology Calculations:

Q(10) = 1.17 cfs
Q(100) = 1.75 cfs

CB #6 Capture = 1.75 cfs with no bypass

From Hydraf
low Express Calc:

CB #4 Capture = 3.30 cfs with no bypass
Inlet
Report
Hydra
flow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.

Curb
Inlet C.B. #1
Curb Inl
et
= SagLocation
= 7.00Curb Length (ft)
= 6.00Throat Height (in)
= -0-Grate Area (sqft)
= -0-Grate Width (ft)
= -0-Grate Length (ft)
Gutter
= 0.063Slope, Sw (ft/ft)
= 0.020Slope, Sx (ft/ft)
= 2.00Local Depr (in)
= 2.00Gutter Width (ft)
= -0-Gutter Slope (%)
= -0-Gutter n-value
Calculations
Known QCompute by:
= 0.31Q (cfs)
Highlighted
= 0.31Q Total (cfs)
= 0.31Q Capt (cfs)
= -0-Q Bypass (cfs)
= 3.68Depth at Inlet (in)
= 100Efficiency (%)
= 2.72Gutter Spread (ft)
= 7.35Gutter Vel (ft/s)
= -0-Bypass Spread (ft)
= -0-Bypass Depth (in)

Inlet
Report
Hydra
flow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.

Curb
Inlet C.B. #2
Curb Inl
et
= SagLocation
= 7.00Curb Length (ft)
= 6.00Throat Height (in)
= -0-Grate Area (sqft)
= -0-Grate Width (ft)
= -0-Grate Length (ft)
Gutter
= 0.063Slope, Sw (ft/ft)
= 0.020Slope, Sx (ft/ft)
= 2.00Local Depr (in)
= 2.00Gutter Width (ft)
= -0-Gutter Slope (%)
= -0-Gutter n-value
Calculations
Known QCompute by:
= 1.05Q (cfs)
Highlighted
= 1.05Q Total (cfs)
= 1.05Q Capt (cfs)
= -0-Q Bypass (cfs)
= 4.50Depth at Inlet (in)
= 100Efficiency (%)
= 6.14Gutter Spread (ft)
= 7.35Gutter Vel (ft/s)
= -0-Bypass Spread (ft)
= -0-Bypass Depth (in)

Inlet
Report
= On
gradeLocation
= 7.00Curb Length (ft)
= 6.00Throat Height (in)
= -0-Grate Area (sqft)
= -0-Grate Width (ft)
= -0-Grate Length (ft)
Gutter
= 0.063Slope, Sw (ft/ft)
= 0.024Slope, Sx (ft/ft)
= 2.00Local Depr (in)
= 2.00Gutter Width (ft)
= 0.02Gutter Slope (%)
= 0.016Gutter n-value
Calculations
Known QCompute by:
= 1.00Q (cfs)
Highlighted
= 1.00Q Total (cfs)
= 1.00Q Capt (cfs)
= -0-Q Bypass (cfs)
= 6.67Depth at Inlet (in)
= 100Efficiency (%)
= 12.98Gutter Spread (ft)
= 0.48Gutter Vel (ft/s)
= -0-Bypass Spread (ft)
= -0-Bypass Depth (in)
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.

Curb Inlet C.B. #3
Curb Inlet
Inlet Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Nov 18 2024 Curb Inlet #4
Curb Inlet
Location = On grade
Curb Length (ft) = 11.00
Throat Height (in) = 6.00
Grate Area (sqft) = -0-
Grate Width (ft) = -0-
Grate Length (ft) = -0-
Gutter
Slope, Sw (ft/ft) = 0.063
Slope, Sx (ft/ft) = 0.005
Local Depr (in) = 2.00
Gutter Width (ft) = 2.00
Gutter Slope (%) = 0.05
Gutter n-value = 0.015
Calculations
Compute by: Known Q
Q (cfs) = 3.30
Highlighted
Q Total (cfs) = 3.30
Q Capt (cfs) = 3.30
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 6.09
Efficiency (%) = 100
Gutter Spread (ft) = 45.00
Gutter Vel (ft/s) = 0.64
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-

Inlet
Report
Hydra
flow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.

Curb
Inlet #5
Curb Inl
et
= On gradeLocation
= 7.00Curb Length (ft)
= 6.00Throat Height (in)
= -0-Grate Area (sqft)
= -0-Grate Width (ft)
= -0-Grate Length (ft)
Gutter
= 0.063Slope, Sw (ft/ft)
= 0.026Slope, Sx (ft/ft)
= 2.00Local Depr (in)
= 2.00Gutter Width (ft)
= 0.03Gutter Slope (%)
= 0.015Gutter n-value
Calculations
Known QCompute by:
= 1.35Q (cfs)
Highlighted
= 1.35Q Total (cfs)
= 1.35Q Capt (cfs)
= -0-Q Bypass (cfs)
= 6.80Depth at Inlet (in)
= 100Efficiency (%)
= 12.53Gutter Spread (ft)
= 0.64Gutter Vel (ft/s)
= -0-Bypass Spread (ft)
= -0-Bypass Depth (in)

Inlet
Report
Hydra
flow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.

Curb
Inlet #6
Curb Inl
et
= On gradeLocation
= 7.00Curb Length (ft)
= 6.00Throat Height (in)
= -0-Grate Area (sqft)
= -0-Grate Width (ft)
= -0-Grate Length (ft)
Gutter
= 0.063Slope, Sw (ft/ft)
= 0.030Slope, Sx (ft/ft)
= 2.00Local Depr (in)
= 2.00Gutter Width (ft)
= 0.03Gutter Slope (%)
= 0.015Gutter n-value
Calculations
Known QCompute by:
= 1.75Q (cfs)
Highlighted
= 1.75Q Total (cfs)
= 1.75Q Capt (cfs)
= -0-Q Bypass (cfs)
= 7.37Depth at Inlet (in)
= 100Efficiency (%)
= 12.72Gutter Spread (ft)
= 0.70Gutter Vel (ft/s)
= -0-Bypass Spread (ft)
= -0-Bypass Depth (in)

…VMP - Hydrology & Hydraulic Report - Final.docx page 118

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
Hydraulic Analysis of:

Basin Overflow

Calculation
Bioinfiltration Basin Overflow Catch Basin Hydraulic Capacity

Orifice Calculation (for water depths more than 4”)
𝑄𝑜 = 0.0108 𝐴 √𝑑

where:
o Qo = orifice capacity of grate (cfs)
o A = clear opening area (sq. inv.) of the grate
o d = depth of water over grate (inches)
o Coefficient = 0.0108

Weir Calculation (for water depths less than 4”)
𝑄⬚ = 3.33 𝐿 (𝐻)3/2
where:
o Q = capacity of grate (cfs)
o L = perimeter where flow if present (feet)
o H = depth of water over grate (feet)
o Coefficient = 3.33

Assumptions:

• The basin overflow grate is 50% clogged
• All flows are based on the 100-year storm event
• For basins not directly analyzed in the Hydrology Study calculations, the assumed flow rate to the basin was prorated from it’s tributary area of the watershed in question Given:

• All basins have a 36” x 36” rectangular box with a grate. So clear opening iA s:
o 36” * 36” * 50% (for clogging)
o = 648 sq. in.
• basins have a 36” x 36” rectangular box with a grate. So perimeter L is:
o 3’ * 3’ * 50% (for clogging)
o = 4.5-feet
• Max. depth of water over grate = surface depth - riser depth as shown on detail 24/25 of sheet C-

0.05 of the grading plans
• Flow Rates:
o All flows are based on the 100-year storm event
o For basins not directly analyzed in the Hydrology Study calculations, the assumed flow rate to the basin was prorated from it’s tributary area of the watershed in question as per the SWQMP report

Calculation
Basin A
𝑄𝑜 = 0.0108 𝐴 √𝑑

where:
o Qo = storm water runoff rate, cfs
= 1.36 cfs
o A = 648 sq. in.

Therefore solve for d:

1.36 = 0.0108 ∗ 648 ∗ √𝑑
d = 0.04 inches

Use Weir Equation
Therefore: 𝑄⬚ = 3.33 𝐿 (𝐻)3/2
⬚
where:
o L = 4.5-feet

Therefore solve for H:

1.36 = 3.33 ∗ 4.5 ∗ (𝐻)3/2
⬚
H = 0.20 feet

Max. ponding = 27-inches – 6-inches
= 21 inches = 1.75 feet

Calculation
Basin BC
𝑄𝑜 = 0.0108 𝐴 √𝑑

where:
o Qo = storm water runoff rate, cfs
= 1.71 cfs
o A = 648 sq. in.

Therefore solve for d:

1.71 = 0.0108 ∗ 648 ∗ √𝑑
d = 0.06 inches

Use Weir Equation
Therefore: 𝑄⬚ = 3.33 𝐿 (𝐻)3/2
⬚
where:
o L = 4.5-feet

Therefore solve for H:

1.71 = 3.33 ∗ 4.5 ∗ (𝐻)3/2
⬚
H = 0.24 feet

Max. ponding = 24-inches – 18-inches
= 6 inches = 0.5 feet

Calculation
Basin D

Area = 0.56 acres (from SWQMP)
Impervious = 0.80 (from SWQMP)
Q(100) Intensity = 5.4 in/hr (from hydrology calcs.)

Therefore: Q = C * I * A
= 0.80 * 5.4 * 0.56
= 2.42 cfs

𝑄𝑜 = 0.0108 𝐴 √𝑑

where:
o Qo = storm water runoff rate, cfs
= 2.42 cfs
o A = 648 sq. in.

Therefore solve for d:

2.42 = 0.0108 ∗ 648 ∗ √𝑑
d = 0.12 inches

Use Weir Equation
Therefore: 𝑄⬚ = 3.33 𝐿 (𝐻)3/2
⬚
where:
o L = 4.5-feet

Therefore solve for H:

2.42 = 3.33 ∗ 4.5 ∗ (𝐻)3/2
⬚
H = 0.30 feet

Max. ponding = 18-inches – 9-inches
= 9 inches = 0.75 feet

Calculation
Basin E

Area = 8.30 acres (from SWQMP)
Impervious = 0.39 (from SWQMP)
Q(100) Intensity = 5.4 in/hr (from hydrology calcs.)

Therefore: Q = C * I * A
= 0.39 * 5.4 * 8.03
= 16.91 cfs

𝑄𝑜 = 0.0108 𝐴 √𝑑

where:
o Qo = storm water runoff rate, cfs
= 16.91 cfs
o A = 648 sq. in.

Therefore solve for d:

16.91 = 0.0108 ∗ 648 ∗ √𝑑
d = 5.8 inches

Max. ponding =
=

34.8 inches – 24-inches

10.8 inches

Calculation
Basin F

Area = 4.48 acres (from SWQMP)
Impervious = 0.34 (from SWQMP)
Q(100) Intensity = 5.4 in/hr (from hydrology calcs.)

Therefore: Q = C * I * A
= 0.34 * 5.4 * 4.48
= 8.22 cfs

𝑄𝑜 = 0.0108 𝐴 √𝑑

where:
o Qo = storm water runoff rate, cfs
= 8.22 cfs
o A = 648 sq. in.

Therefore solve for d:

8.22 = 0.0108 ∗ 648 ∗ √𝑑
d = 1.38 inches

Use Weir Equation
Therefore: 𝑄⬚ = 3.33 𝐿 (𝐻)3/2
⬚
where:
o L = 4.5-feet

Therefore solve for H:

8.22 = 3.33 ∗ 4.5 ∗ (𝐻)3/2
⬚
H = 0.67 feet

Max. ponding = 28-inches – 18-inches
= 10 inches = 0..83 feet

Calculation
Basin G

Area = 5.19 acres (from SWQMP)
Impervious = 0.28 (from SWQMP)
Q(100) Intensity = 5.4 in/hr (from hydrology calcs.)

Therefore: Q = C * I * A
= 0.28 * 5.4 * 5.19
= 7.85 cfs

𝑄𝑜 = 0.0108 𝐴 √𝑑

where:
o Qo = storm water runoff rate, cfs
= 7.85 cfs
o A = 648 sq. in.

Therefore solve for d:

7.85 = 0.0108 ∗ 648 ∗ √𝑑
d = 1.26 inches

Use Weir Equation
Therefore: 𝑄⬚ = 3.33 𝐿 (𝐻)3/2
⬚
where:
o L = 4.5-feet

Therefore solve for H:

7.85 = 3.33 ∗ 4.5 ∗ (𝐻)3/2
⬚
H = 0.65 feet

Max. ponding = 24-inches – 9-inches
= 15 inches = 1.25 feet

Calculation
Basin H

Area = 10.60 acres (from SWQMP)
Impervious = 0.36 (from SWQMP)
Q(100) Intensity = 5.4 in/hr (from hydrology calcs.)

Therefore: Q = C * I * A
= 0.36 * 5.4 * 10.60
= 20.61 cfs

𝑄𝑜 = 0.0108 𝐴 √𝑑

where:
o Qo = storm water runoff rate, cfs
= 10.61 cfs
o A = 648 sq. in.

Therefore solve for d:

7.85 = 0.0108 ∗ 648 ∗ √𝑑
d = 8.67 inches

Max. ponding = 33-inches – 20-inches
= 13 inches

Calculation
Basin I

Area = 0.29 acres (from SWQMP)
Impervious = 0.31 (from SWQMP)
Q(100) Intensity = 5.4 in/hr (from hydrology calcs.)

Therefore: Q = C * I * A
= 0.31 * 5.4 * 0.29
= 0.49 cfs

𝑄𝑜 = 0.0108 𝐴 √𝑑

where:
o Qo = storm water runoff rate, cfs
= 0.49 cfs
o A = 648 sq. in.

Therefore solve for d:

0.49 = 0.0108 ∗ 648 ∗ √𝑑
d = 0.005 inches

Use Weir Equation
Therefore: 𝑄⬚ = 3.33 𝐿 (𝐻)3/2
⬚
where:
o L = 4.5-feet

Therefore solve for H:

0.49 = 3.33 ∗ 4.5 ∗ (𝐻)3/2
⬚
H = 0.10 feet

Max. ponding = 24-inches – 6-inches
= 18 inches = 1.5 feet

Calculation
Basin J

Area = 0.27 acres (from SWQMP)
Impervious = 0.24 (from SWQMP)
Q(100) Intensity = 5.4 in/hr (from hydrology calcs.)

Therefore: Q = C * I * A
= 0.24 * 5.4 * 0.27
= 0.35 cfs

𝑄𝑜 = 0.0108 𝐴 √𝑑

where:
o Qo = storm water runoff rate, cfs
= 0.35 cfs
o A = 648 sq. in.

Therefore solve for d:

0.35 = 0.0108 ∗ 648 ∗ √𝑑
d = 0.003 inches

Use Weir Equation
Therefore: 𝑄⬚ = 3.33 𝐿 (𝐻)3/2
⬚
where:
o L = 4.5-feet

Therefore solve for H:

0.35 = 3.33 ∗ 4.5 ∗ (𝐻)3/2
⬚
H = 0.08 feet

Max. ponding = 24-inches – 6-inches
= 18 inches = 1.5 feet

Calculation
Basin K

𝑄𝑜 = 0.0108 𝐴 √𝑑

where:
o Qo = storm water runoff rate, cfs
= 3.03 cfs
o A = 648 sq. in.

Therefore solve for d:

0.35 = 0.0108 ∗ 648 ∗ √𝑑
d = 0.19 inches

Use Weir Equation
Therefore: 𝑄⬚ = 3.33 𝐿 (𝐻)3/2
⬚
where:
o L = 4.5-feet

Therefore solve for H:

0.35 = 3.33 ∗ 4.5 ∗ (𝐻)3/2
⬚
H = 0.34 feet

Max. ponding = 24-inches – 6-inches
= 18 inches = 1.5 feet

Calculation
Basin L

Area = 0.21 acres (from SWQMP)
Impervious = 0.28 (from SWQMP)
Q(100) Intensity = 5.4 in/hr (from hydrology calcs.)

Therefore: Q = C * I * A
= 0.28 * 5.4 * 0.21
= 0.32 cfs

𝑄𝑜 = 0.0108 𝐴 √𝑑

where:
o Qo = storm water runoff rate, cfs
= 0.32 cfs
o A = 648 sq. in.

Therefore solve for d:

0.32 = 0.0108 ∗ 648 ∗ √𝑑
d = 0.002 inches

Use Weir Equation
Therefore: 𝑄⬚ = 3.33 𝐿 (𝐻)3/2
⬚
where:
o L = 4.5-feet

Therefore solve for H:

0.32 = 3.33 ∗ 4.5 ∗ (𝐻)3/2
⬚
H = 0.08 feet

Max. ponding = 24-inches – 6-inches
= 18 inches = 1.5 feet

…VMP - Hydrology & Hydraulic Report - Final.docx page 119

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
Hydraulic Analysis of:

Rip-rap

Rip Rap Sizing Calculations

According to San Deigo Regional Standard Drawing D-40:

Rip Rap apron length is calculated from:

𝐿𝑎 = 4𝐷𝑜

La = Apron Length (ft)
Do = Discharge pipe diameter or width of culvert(ft)

Rip Rap size is calculated from:

Worst Case is 12” pipe so min. length = 4-feet

Rip Rap Length @ 12” at slope = 5%

Given:

Discharge culvert width - Do = 1 feet
See Improvement Plans
Max. Velocity at Outlet - Vo = 10.0 fps
See pipe calc.

Therefore:

La = 4 *1’
= 4’

=> Use 4-foot min. length
=> Use No. 2 backing rock class

…VMP - Hydrology & Hydraulic Report - Final.docx page 120

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS

100-Year Storm Documentation of Existing Storm Drain Capacity

Hydraulic Analysis Report
Project Data
Project Title: Veterans Memorial Park
Designer:

Project Date: Monday, November 18, 2024
Project Units: U.S. Customary Units
Notes:

Channel Analysis: Channel Analysis: Outlet A
Notes:

Input Parameters
Channel Type: Circular
Pipe Diameter: 2.5000 ft
Longitudinal Slope: 0.0291 ft/ft
Manning's n: 0.0130
Flow: 3.4600 cfs
Result Parameters
Depth: 0.3781 ft
Area of Flow: 0.4673 ft^2
Wetted Perimeter: 1.9972 ft
Hydraulic Radius: 0.2340 ft
Average Velocity: 7.4041 ft/s
Top Width: 1.7915 ft
Froude Number: 2.5548
Critical Depth: 0.6104 ft
Critical Velocity: 3.7282 ft/s
Critical Slope: 0.0042 ft/ft
Critical Top Width: 2.15 ft
Calculated Max Shear Stress: 0.6866 lb/ft^2
Calculated Avg Shear Stress: 0.4249 lb/ft^2

Channel Analysis: Channel Analysis: Outlet B
Notes:

Input Parameters
Channel Type: Circular
Pipe Diameter: 1.5000 ft
Longitudinal Slope: 0.0422 ft/ft
Manning's n: 0.0130
Flow: 3.7500 cfs
Result Parameters
Depth: 0.4232 ft
Area of Flow: 0.4094 ft^2
Wetted Perimeter: 1.6799 ft
Hydraulic Radius: 0.2437 ft
Average Velocity: 9.1606 ft/s
Top Width: 1.3501 ft
Froude Number: 2.9318
Critical Depth: 0.7397 ft
Critical Velocity: 4.3193 ft/s
Critical Slope: 0.0053 ft/ft
Critical Top Width: 1.50 ft
Calculated Max Shear Stress: 1.1144 lb/ft^2
Calculated Avg Shear Stress: 0.6417 lb/ft^2

Channel Analysis: Channel Analysis: Outlet C
Notes:

Input Parameters
Channel Type: Circular
Pipe Diameter: 2.5000 ft
Longitudinal Slope: 0.0425 ft/ft
Manning's n: 0.0130
Flow: 57.9700 cfs
Result Parameters
Depth: 1.5201 ft
Area of Flow: 3.1242 ft^2
Wetted Perimeter: 4.4714 ft
Hydraulic Radius: 0.6987 ft
Average Velocity: 18.5549 ft/s
Top Width: 2.4410 ft
Froude Number: 2.8903
Critical Depth: 2.3792 ft
Critical Velocity: 12.0233 ft/s
Critical Slope: 0.0173 ft/ft
Critical Top Width: 1.07 ft
Calculated Max Shear Stress: 4.0312 lb/ft^2
Calculated Avg Shear Stress: 1.8530 lb/ft^2

Channel Analysis: Channel Analysis: Outlet C (MAX)
Notes:

Input Parameters
Channel Type: Circular
Pipe Diameter: 2.5000 ft
Longitudinal Slope: 0.0425 ft/ft
Manning's n: 0.0130
Depth: 2.5000 ft
Result Parameters
Flow: 84.5590 cfs
Area of Flow: 4.9087 ft^2
Wetted Perimeter: 7.8540 ft
Hydraulic Radius: 0.6250 ft
Average Velocity: 17.2262 ft/s
Top Width: 0.0000 ft
Froude Number: 0.0000
Critical Depth: 2.4716 ft
Critical Velocity: 17.2615 ft/s
Critical Slope: 0.0390 ft/ft
Critical Top Width: 0.53 ft
Calculated Max Shear Stress: 6.6300 lb/ft^2
Calculated Avg Shear Stress: 1.6575 lb/ft^2

Channel Analysis: Channel Analysis: Outlet E
Notes:

Input Parameters
Channel Type: Circular
Pipe Diameter: 3.0000 ft
Longitudinal Slope: 0.0390 ft/ft
Manning's n: 0.0130
Flow: 87.5400 cfs
Result Parameters
Depth: 1.7873 ft
Area of Flow: 4.3909 ft^2
Wetted Perimeter: 5.2906 ft
Hydraulic Radius: 0.8300 ft
Average Velocity: 19.9365 ft/s
Top Width: 2.9445 ft
Froude Number: 2.8770
Critical Depth: 2.8301 ft
Critical Velocity: 12.6693 ft/s
Critical Slope: 0.0149 ft/ft
Critical Top Width: 1.39 ft
Calculated Max Shear Stress: 4.3496 lb/ft^2
Calculated Avg Shear Stress: 2.0198 lb/ft^2

Channel Analysis: Channel Analysis: Outlet F
Notes:

Input Parameters
Channel Type: Circular
Pipe Diameter: 1.5000 ft
Longitudinal Slope: 0.0200 ft/ft
Manning's n: 0.0130
Flow: 3.0300 cfs
Result Parameters
Depth: 0.4596 ft
Area of Flow: 0.4591 ft^2
Wetted Perimeter: 1.7597 ft
Hydraulic Radius: 0.2609 ft
Average Velocity: 6.6002 ft/s
Top Width: 1.3830 ft
Froude Number: 2.0188
Critical Depth: 0.6621 ft
Critical Velocity: 4.0290 ft/s
Critical Slope: 0.0051 ft/ft
Critical Top Width: 1.49 ft
Calculated Max Shear Stress: 0.5735 lb/ft^2
Calculated Avg Shear Stress: 0.3256 lb/ft^2

OUTLET
"A"
OUTLET
"B"
OUTLET
"C"
OUTLET
"E"
OUTLET
"F"
OUTLET "A"
OUTLET "B" OUTLET "C"
Q100 = 3.46 CFS
V100 = 7.40 FT/S
Q100 = 3.75 CFS
V100 = 9.16 FT/S
Q100 = 57.97 CFS
V100 = 18.55 FT/S
OUTLET "E"
OUTLET "F"
Q100 = 3.03 CFS
V100 = 6.60 FT/S
PER DWG 381-4A, SYSTEM WAS LATER

EXTENDED DURING CONSTRUCTION OF

CARLSBAD MUNICIPAL GOLF COURSE (HOLE
12)

36 LF WAS REMOVED AND REPLACED WITH
~315 LF OF 36-IN RCP THROUGH GOLF
COURSE, SLOPING AT ~1.5% TO LAGOON
OUTLET AT ELEVATION 43.0 (NO PROFILE

PROVIDED ON RECORD DRAWING)
Q100 = 87.54 CFS
V100 = 19.93 FT/S

315.58 ft
OUTLET
"E"

FEMA WSEL

12.0 FT (NAVD 88)

9.8 FT (NGVD 29)
From ROS No.
17271 Benchmark
105 has NAVD88
elev. of 47.58 and
NGVD29 elev. of

45.41 = 2.17' or
approx. 2.2'

…VMP - Hydrology & Hydraulic Report - Final.docx page 121

3.0 HYDROLOGY MAP

Existing and Proposed Hydrology Maps

EXISTING CONDITION
1 HYD-1.1
075150300
SCALE: 1" = 150'
S
W
E
LEGEND

DIRECTION OF RUNOFF

DRAINAGE FLOW LINE

NODE NUMBER

SUBAREA DESIGNATION

WATERSHED BORDER

ACREAGE
1 0.7
A
NOTE:

ASSUME ALL SOIL GROUP D.

DRAWING NUMBER: PREPARED BY:

CIVIL

ENGINEERING

CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected]
SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLOT DATE:4/7/25

VETERANS MEMORIAL PARK

HYDROLOGY MAP
CARLSBAD, CAJN 101.176
SHEET ___ OF 2
THOMAS E. CARCELLI, R.C.E. #81640

PER PLAN
STAFF
TEC 4/7/25
4/7/25

WHITMAN WAY
CANNON RD.

TOLKIEN WAY
FARADAY AVE.

WATERSHED SUBAREA BORDER

1.2OUTLET 'A'
(48.2±) INV 30" RCP
Q(100) = 4.54 cfs
AREA = 2.52 ACRES
V = 4.4 fps
Tc = 8.3 min.

2.2OUTLET 'B'
(49.3±) INV 18" RCP
Q(100) = 2.65 cfs
AREA = 1.56 ACRES
V = 3.8 fps
Tc = 9.1 min.

3.2OUTLET 'C'
(45.5±) INV 30" RCP
Q(100) = 40.46 cfs
AREA = 33.05 ACRES
V = 4.5 fps
Tc = 15.0 min.

4.2OUTLET 'D'
(94.0±) INV 18" RCP
Q(100) = 1.94 cfs
AREA = 1.01 ACRES
V = 4.7 fps
Tc = 7.5 min.

5.2OUTLET 'E'
(72.6±) INV 36" RCP
Q(100) = 77.48 cfs
AREA = 51.15 ACRES
V = 10.6 fps
Tc = 12.4 min.

6.2OUTLET 'F'
(102.5±) INV 18" RCP
Q(100) = 2.68 cfs
AREA = 1.37 ACRES
V = 4.7 fps
Tc = 7.3 min.

7.2OUTLET 'G'
(111.6±) INV 18" RCP
Q(100) = 11.01 cfs
AREA = 7.17 ACRES
v = 4.7 fps
Tc = 10.6 min.

2.52 A

1.56 B

1.01 D

33.05 C

46.75 E.1

7.17 G

1.37 F
(93.0±) FG
(108.0±) FG

1.15 1.1

0.12 ACRES
L = 100'L = 640'
(115.0±) FG2.1
(258.0±) FG3.15

0.11 ACRES
L = 100'
(268.0±) FG3.1
(200.0±) FG4.1

0.11 ACRES
L = 100'
(186.0±) FG4.15
L = 340'
(309±) FG5.1

0.30 ACRES
L = 100'
(280±) FG5.15
L = 2,365'

4.40 E.2
(126.9±) FL5.3

0.10 ACRES
L = 100'
(126.1±) FL5.35
(95.7±) FL
(86.0±) INV 24"5.4
(84.0±) INV
24" SD5.5
L = 1,325' L = 1,735'
L =82'
(158.0±) FG

0.12 ACRES
L = 100'
(148.0±) FG
L = 290'

6.1 6.15
(233.0±) FG7.1

0.15 ACRES
L = 100'
(226.0±) FG7.15
L = 1,000'
L = 525'

0.06 ACRES
L = 100'
(91.0±) FG2.15

EXISTING STORM DRAIN

PROPOSED STORM DRAIN

IMPERVIOUS AREA TAB LE

WATERSHED
NUMBER

TOTAL AREA
(ACRES)

IMPERVIOUS
AREA
(ACRES)

IMPERVIOIUS

PERCENTAGE
A2.520.000%
B1.5600 0.000%
C33.05 0.000%
D1.010.000%
E.146.75 0.000%
E.24.402.5859%
F1.370.000%
G7.170.000%
7 MATCHLINE
SEE SHEET HYD-1.1-3
SEE SHEET HYD-1.1-4
SEE SHEET HYD-1.1-2
SEE SHEET HYD-1.1-1
SEE SHEET HYD-1.1-5
SEE SHEET HYD-1.1-6

EXISTING CONDITION
2 HYD-1.1-1
0 25 50100
SCALE: 1" = 50'
S
W
E
DRAWING NUMBER: PREPARED BY:

CIVIL

ENGINEERING

CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected]
SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLOT DATE:4/7/25

VETERANS MEMORIAL PARK

HYDROLOGY MAP
CARLSBAD, CAJN 101.176
SHEET ___ OF 2
THOMAS E. CARCELLI, R.C.E. #81640

PER PLAN
STAFF
TEC 4/7/25
4/7/25
7 LEGEND

DIRECTION OF RUNOFF

DRAINAGE FLOW LINE

NODE NUMBER

SUBAREA DESIGNATION

WATERSHED BORDER

ACREAGE
1 0.7
A
NOTE:

ASSUME ALL SOIL GROUP D.

WATERSHED SUBAREA BORDER

EXISTING STORM DRAIN

PROPOSED STORM DRAIN

MATCHLINE

WHITMAN WAY

1.2OUTLET 'A'
(48.2±) INV 30" RCP
Q(100) = 4.54 cfs
AREA = 2.52 ACRES
V = 4.4 fps
Tc = 8.3 min.

2.2OUTLET 'B'
(49.3±) INV 18" RCP
Q(100) = 2.65 cfs
AREA = 1.56 ACRES
V = 3.8 fps
Tc = 9.1 min.

3.2OUTLET 'C'
(45.5±) INV 30" RCP
Q(100) = 40.46 cfs
AREA = 33.05 ACRES
V = 4.5 fps
Tc = 15.0 min.

2.52 A

1.56 B

33.05 C
(93.0±) FG
(108.0±) FG

1.15 1.1

0.12 ACRES
L = 100'
L = 640'
(115.0±) FG2.1
L = 2,365'
L = 525'

0.06 ACRES
L = 100'
(91.0±) FG

2.15 FARADAY AVE.

SEE SHEET 4 OF 7
SEE SHEET 3 OF 7

EXISTING CONDITION
3 HYD-1.1-2
0 25 50100
SCALE: 1" = 50'
S
W
E
DRAWING NUMBER: PREPARED BY:

CIVIL

ENGINEERING

CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected]
SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLOT DATE:4/7/25

VETERANS MEMORIAL PARK

HYDROLOGY MAP
CARLSBAD, CAJN 101.176
SHEET ___ OF 2
THOMAS E. CARCELLI, R.C.E. #81640

PER PLAN
STAFF
TEC 4/7/25
4/7/25
7 LEGEND

DIRECTION OF RUNOFF

DRAINAGE FLOW LINE

NODE NUMBER

SUBAREA DESIGNATION

WATERSHED BORDER

ACREAGE
1 0.7
A
NOTE:

ASSUME ALL SOIL GROUP D.

WATERSHED SUBAREA BORDER

EXISTING STORM DRAIN

PROPOSED STORM DRAIN

MATCHLINE

TOLKIEN WAY
(258.0±) FG3.15

0.11 ACRES
L = 100'
(268.0±) FG3.1
(309±) FG5.1

0.30 ACRES
L = 100'
(280±) FG5.15
SEE SHEET 2 OF 7
SEE SHEET 5 OF 7

EXISTING CONDITION
4 HYD-1.1-3
0 25 50100
SCALE: 1" = 50'
S
W
E
DRAWING NUMBER: PREPARED BY:

CIVIL

ENGINEERING

CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected]
SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLOT DATE:4/7/25

VETERANS MEMORIAL PARK

HYDROLOGY MAP
CARLSBAD, CAJN 101.176
SHEET ___ OF 2
THOMAS E. CARCELLI, R.C.E. #81640

PER PLAN
STAFF
TEC 4/7/25
4/7/25
7 LEGEND

DIRECTION OF RUNOFF

DRAINAGE FLOW LINE

NODE NUMBER

SUBAREA DESIGNATION

WATERSHED BORDER

ACREAGE
1 0.7
A
NOTE:

ASSUME ALL SOIL GROUP D.

WATERSHED SUBAREA BORDER

EXISTING STORM DRAIN

PROPOSED STORM DRAIN

MATCHLINE
FARADAY AVE.

4.2OUTLET 'D'
(94.0±) INV 18" RCP
Q(100) = 1.94 cfs
AREA = 1.01 ACRES
V = 4.7 fps
Tc = 7.5 min.

1.01 D
(200.0±) FG4.1

0.11 ACRES
L = 100'
(186.0±) FG4.15
L = 340'
SEE SHEET 5 OF 7
SEE SHEET 2 OF 7
SEE SHEET 6 OF 7
SEE SHEET 3 OF 7

EXISTING CONDITION
5 HYD-1.1-4
0 25 50100
SCALE: 1" = 50'
S
W
E
DRAWING NUMBER: PREPARED BY:

CIVIL

ENGINEERING

CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected]
SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLOT DATE:4/7/25

VETERANS MEMORIAL PARK

HYDROLOGY MAP
CARLSBAD, CAJN 101.176
SHEET ___ OF 2
THOMAS E. CARCELLI, R.C.E. #81640

PER PLAN
STAFF
TEC 4/7/25
4/7/25
7 LEGEND

DIRECTION OF RUNOFF

DRAINAGE FLOW LINE

NODE NUMBER

SUBAREA DESIGNATION

WATERSHED BORDER

ACREAGE
1 0.7
A
NOTE:

ASSUME ALL SOIL GROUP D.

WATERSHED SUBAREA BORDER

EXISTING STORM DRAIN

PROPOSED STORM DRAIN

MATCHLINE

46.75 E.1
L = 1,735'
(233.0±) FG7.1

0.15 ACRES
L = 100'
(226.0±) FG7.15
SEE SHEET 3 OF 7
SEE SHEET 7 OF 7
SEE SHEET 4 OF 7

EXISTING CONDITION
6 HYD-1.1-5
0 25 50100
SCALE: 1" = 50'
S
W
E
DRAWING NUMBER: PREPARED BY:

CIVIL

ENGINEERING

CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected]
SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLOT DATE:4/7/25

VETERANS MEMORIAL PARK

HYDROLOGY MAP
CARLSBAD, CAJN 101.176
SHEET ___ OF 2
THOMAS E. CARCELLI, R.C.E. #81640

PER PLAN
STAFF
TEC 4/7/25
4/7/25
7 LEGEND

DIRECTION OF RUNOFF

DRAINAGE FLOW LINE

NODE NUMBER

SUBAREA DESIGNATION

WATERSHED BORDER

ACREAGE
1 0.7
A
NOTE:

ASSUME ALL SOIL GROUP D.

WATERSHED SUBAREA BORDER

EXISTING STORM DRAIN

PROPOSED STORM DRAIN

MATCHLINE

5.2OUTLET 'E'
(72.6±) INV 36" RCP
Q(100) = 77.48 cfs
AREA = 51.15 ACRES
V = 10.6 fps
Tc = 12.4 min.

6.2OUTLET 'F'
(102.5±) INV 18" RCP
Q(100) = 2.68 cfs
AREA = 1.37 ACRES
V = 4.7 fps
Tc = 7.3 min.

1.37 F

4.40 E.2
(95.7±) FL
(86.0±) INV 24"

5.4 (84.0±) INV
24" SD5.5
L = 1,325'
L =82'
(158.0±) FG

0.12 ACRES
L = 100'
(148.0±) FG
L = 290'

6.1 6.15
FARADAY AVE.

SEE SHEET 4 OF 7SEE SHEET 5 OF 7
SEE SHEET 7 OF 7

EXISTING CONDITION
7 HYD-1.1-6
0 25 50100
SCALE: 1" = 50'
S
W
E
DRAWING NUMBER: PREPARED BY:

CIVIL

ENGINEERING

CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected]
SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLOT DATE:4/7/25

VETERANS MEMORIAL PARK

HYDROLOGY MAP
CARLSBAD, CAJN 101.176
SHEET ___ OF 2
THOMAS E. CARCELLI, R.C.E. #81640

PER PLAN
STAFF
TEC 4/7/25
4/7/25
7 LEGEND

DIRECTION OF RUNOFF

DRAINAGE FLOW LINE

NODE NUMBER

SUBAREA DESIGNATION

WATERSHED BORDER

ACREAGE
1 0.7
A
NOTE:

ASSUME ALL SOIL GROUP D.

WATERSHED SUBAREA BORDER

EXISTING STORM DRAIN

PROPOSED STORM DRAIN

MATCHLINE

7.2 OUTLET 'G'
(111.6±) INV 18" RCP
Q(100) = 11.01 cfs
AREA = 7.17 ACRES
v = 4.7 fps
Tc = 10.6 min.

7.17 G
(126.9±) FL5.3

0.10 ACRES
L = 100'
(126.1±) FL5.35
L = 1,000'
FARADAY AVE.

SEE SHEET 5 OF 7
SEE SHEET 6 OF 7
10'
10'

ELECTRIC

VEHICLE

PARKING
ONLY

ELECTRIC

VEHICLEPARKING

ELECTRIC

VEHICLEPARKING
ONLY

ELECTRICVEHICLEPARKING
ONLY

ELECTRICVEHICLEPARKINGONLY

ELECTRIC

VEHICLE

PARKINGONLY

ELECTRICVEHICLEPARKING
ONLY

ELECTRICVEHICLEPARKING

ELECTRIC

VEHICLE

PARKING
ONLY

ELECTRIC

VEHICLE

PARKINGELECTRIC

VEHICLE

PARKING
ONLY

ELECTRIC

VEHICLE

PARKING
ONLY

ELECTRIC

VEHICLE

PARKING
ONLY
VAN
VAN
VAN
VAN
VAN
VAN
VAN

PROPOSED CONDITION
1 HYD-2.1
075150300
SCALE: 1" = 150'
S
W
E
DRAWING NUMBER: PREPARED BY:

CIVIL

ENGINEERING

CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected]
SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLOT DATE:4/7/25

VETERANS MEMORIAL PARK

HYDROLOGY MAP
CARLSBAD, CAJN 101.176
SHEET ___ OF 2
THOMAS E. CARCELLI, R.C.E. #81640

PER PLAN
STAFF
TEC 4/7/25
4/7/25
CANNON RD.

TOLKIEN WAY
FARADAY AVE.

1.32 A

0.95 D

18.49 C.1

15.88 E.1

7.17 G

1.37 F

18.12 C.2

10.78 E.5

0.36 B.1

7.98 E.3

1.2OUTLET 'A'
(48.2±) INV 30" RCP
Q(100) = 3.46 cfs
AREA = 1.32 ACRES
V = 9.5 fps
Tc = 7.2 fps

2.2OUTLET 'B'
(49.3±) INV 18" RCP
Q(100) = 3.75 cfs
AREA = 0.77 ACRES
V = 9.9 fps
Tc = 2.9 min.

3.2OUTLET 'C'
(45.5±) INV 30" RCP
Q(100) = 57.97 cfs
AREA = 36.61 ACRES
V = 25.2 fps
Tc = 8.3 min.

4.2OUTLET 'D'
(94.0±) INV 18" RCP
Q(100) = 1.86 cfs
AREA = 0.95 ACRES
V = 14.8 fps
Tc = 7.3 min.

5.2OUTLET 'E'
(72.6±) INV 36" RCP
Q(100) = 87.54 cfs
AREA = 51.21 ACRES
V = 18.9 fps
Tc = 11.1 min.

6.2OUTLET 'F'
(102.5±) INV 18" RCP
Q(100) = 3.03 cfs
AREA = 1.37 ACRES
V = 13.4 fps
Tc = 7.5 min.

7.2OUTLET 'G'
(111.6±) INV 18" RCP
Q(100) = 11.01 cfs
AREA = 7.17 ACRES
V = 4.7 fps
Tc = 10.6 min.

3.75 E.6
(95.7±) FL
(86.0±) INV 24"5.33
L = 1,325'
L =85'
(258.0±) FG3.02

0.11 ACRES
L = 100'
(268.0±) FG3.01
(309±) FG5.01
(280±) FG5.02
(233.0±) FG7.01

0.15 ACRES
L = 100'
(226.0±) FG7.02
(126.9±) FL5.31

0.10 ACRES
L = 100'
(126.1±) FL5.32

82.0 FS1.02

0.12 ACRES
L = 100'

91.8 FS1.01
L = 275'

55.8 TG

54.7 INV1.03
L=95'

68.3 FS2.01

0.05 ACRES
L = 100'

65.7 FL

62.5 INV

2.02 L = 1,815'

87.5 TG

82.5 INV3.03
L = 715'
L = 1,085'
L = 780'

0.33 ACRES
206.0 FS3.05

0.24 ACRES
L = 100'
216.9 FS3.04
190.0 TG
187.0 INV3.06
204.0 FG4.01

0.11 ACRES
L = 100'
178.0 FG4.02
L = 275'
113.0 TG
105.3 INV

4.03 L = 1,140'
110.0 TG
106.8 INV

5.03 L = 490'
155.0 FS
129.5 TG
126.5 INV

5.17 0.13 ACRES
L = 170'

5.16 L = 550'
108.3 INV
105.8 INV
160.0 FG6.01
129.5 TG
126.0 INV

0.17 ACRES
L = 145'

6.02 6.03
L = 415'
123.8 TG
117.3 INV

5.07 12.22
E.2
105.3 INV5.04
L=55'
108.5 TG
103.0 INV

5.15 103.5 TG

99.0 INV5.11

0.60 E.4
(313.0±) FS5.05
173.0 FS5.13
247.4 FS5.09

54.3 INV

51.75 INV1.04
L=20'

54.3 INV

51.75 INV

2.03 L=60' L=80'

54.8 INV

52.25 INV3.07
L=75'
L = 105'
L = 150'

0.36 ACRES
L = 100'
(285.0±) FG5.06
L = 1,170'

98.0 INV5.12

89.9 INV5.08

81.3 INV

78.8 INV5.18

0.16 ACRES
L = 100'
218.0 FS5.10
L = 325'
L = 70'
L = 135'
153.0 FS5.14
L = 235'

0.12 ACRES
L = 100'
L = 175'
L = 150'
L = 90'
L =35'
L = 1,000'

0.41 B.2

WHITMAN
WAY

0.30 ACRES
L = 100'
L=95'
LEGEND

DIRECTION OF RUNOFF

DRAINAGE FLOW LINE

NODE NUMBER

SUBAREA DESIGNATION

WATERSHED BORDER

ACREAGE
1 0.7
A
NOTE:

ASSUME ALL SOIL GROUP D.

WATERSHED SUBAREA BORDER

EXISTING STORM DRAIN

PROPOSED STORM DRAIN

IMPERVIOUS AREA TAB LE

WATERSHED
NUMBER

TOTAL AREA
(ACRES)

IMPERVIOUS
AREA
(ACRES)

IMPERVIOIUS

PERCENTAGE
A1.320.1612%
B.10.360.0822%
B.20.410.3893%
C.118.49 0.000%
C.218.12 2.6515%
D0.950.000%
E.115.88 0.000%
E.212.220.000%
E.37.980.000
E.40.600.012%
E.510.78 1.7516%
E.63.752.5869%
F1.370.011%
G7.710.000%
7 SEE SHEET HYD-2.1-3SEE SHEET HYD-2.1-4
SEE SHEET HYD-2.1-2
SEE SHEET HYD-2.1-1
SEE SHEET HYD-2.1-5
SEE SHEET HYD-2.1-6
10'

ELECTRIC

VEHICLE

PARKING
ONLY

ELECTRICVEHICLEPARKINGONLY

ELECTRICVEHICLEPARKING

ELECTRIC

VEHICLE

PARKING
ONLY

ELECTRIC

VEHICLE

PARKINGELECTRIC

VEHICLE

PARKING
ONLY

ELECTRIC

VEHICLE

PARKING
ONLY

ELECTRIC

VEHICLE

PARKING
ONLY
VAN
VAN
VAN
VAN
VAN
VAN

PROPOSED CONDITION
2 HYD-2.1-1
0 25 50100
SCALE: 1" = 50'
S
W
E
DRAWING NUMBER: PREPARED BY:

CIVIL

ENGINEERING

CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected]
SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLOT DATE:4/7/25

VETERANS MEMORIAL PARK

HYDROLOGY MAP
CARLSBAD, CAJN 101.176
SHEET ___ OF 2
THOMAS E. CARCELLI, R.C.E. #81640

PER PLAN
STAFF
TEC 4/7/25
4/7/25
7 LEGEND

DIRECTION OF RUNOFF

DRAINAGE FLOW LINE

NODE NUMBER

SUBAREA DESIGNATION

WATERSHED BORDER

ACREAGE
1 0.7
A
NOTE:

ASSUME ALL SOIL GROUP D.

WATERSHED SUBAREA BORDER

EXISTING STORM DRAIN

PROPOSED STORM DRAIN

MATCHLINE

WHITMAN WAY
FARADAY AVE.

18.49 C.1

1.32 A

0.36 B.1

1.2OUTLET 'A'
(48.2±) INV 30" RCP
Q(100) = 3.46 cfs
AREA = 1.32 ACRES
V = 9.5 fps
Tc = 7.2 fps

2.2OUTLET 'B'
(49.3±) INV 18" RCP
Q(100) = 3.75 cfs
AREA = 0.77 ACRES
V = 9.9 fps
Tc = 2.9 min.

3.2OUTLET 'C'
(45.5±) INV 30" RCP
Q(100) = 57.97 cfs
AREA = 36.61 ACRES
V = 25.2 fps
Tc = 8.3 min.

82.0 FS1.02

0.12 ACRES
L = 100'

91.8 FS1.01
L = 275'

55.8 TG

54.7 INV1.03
L=95'

68.3 FS2.01

0.05 ACRES
L = 100'

65.7 FL

62.5 INV

2.02 L = 1,815'

87.5 TG

82.5 INV

3.03 L = 715'

54.3 INV

51.75 INV1.04
L=20'

54.3 INV

51.75 INV

2.03 L=60'
L=80'

54.8 INV

52.25 INV3.07
L=75'

0.41 B.2
L=95'

18.12 C.2
SEE SHEET 4 OF 7
SEE SHEET 3 OF 7

PROPOSED CONDITION
3 HYD-2.1-2
DRAWING NUMBER: PREPARED BY:

CIVIL

ENGINEERING

CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected]
SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLOT DATE:4/7/25

VETERANS MEMORIAL PARK

HYDROLOGY MAP
CARLSBAD, CAJN 101.176
SHEET ___ OF 2
THOMAS E. CARCELLI, R.C.E. #81640

PER PLAN
STAFF
TEC 4/7/25
4/7/25
7 TOLKIEN WAY
(258.0±) FG3.02

0.11 ACRES
L = 100'
(268.0±) FG3.01
(309±) FG5.01
(280±) FG5.02

0.33 ACRES
206.0 FS3.05

0.24 ACRES
L = 100'
216.9 FS3.04
190.0 TG
187.0 INV3.06
L = 1,140'
(313.0±) FS5.05

0.36 ACRES
L = 100'
(285.0±) FG5.06
L = 175'

0.30 ACRES
L = 100'

15.88 E.1

18.49 C.1
0 25 50100
SCALE: 1" = 50'
S
W
E
LEGEND

DIRECTION OF RUNOFF

DRAINAGE FLOW LINE

NODE NUMBER

SUBAREA DESIGNATION

WATERSHED BORDER

ACREAGE
1 0.7
A
NOTE:

ASSUME ALL SOIL GROUP D.

WATERSHED SUBAREA BORDER

EXISTING STORM DRAIN

PROPOSED STORM DRAIN

MATCHLINE
SEE SHEET 2 OF 7
SEE SHEET 5 OF 7
10'

PROPOSED CONDITION
4 HYD-2.1-3
0 25 50100
SCALE: 1" = 50'
S
W
E
DRAWING NUMBER: PREPARED BY:

CIVIL

ENGINEERING

CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected]
SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLOT DATE:4/7/25

VETERANS MEMORIAL PARK

HYDROLOGY MAP
CARLSBAD, CAJN 101.176
SHEET ___ OF 2
THOMAS E. CARCELLI, R.C.E. #81640

PER PLAN
STAFF
TEC 4/7/25
4/7/25
7 LEGEND

DIRECTION OF RUNOFF

DRAINAGE FLOW LINE

NODE NUMBER

SUBAREA DESIGNATION

WATERSHED BORDER

ACREAGE
1 0.7
A
NOTE:

ASSUME ALL SOIL GROUP D.

WATERSHED SUBAREA BORDER

EXISTING STORM DRAIN

PROPOSED STORM DRAIN

MATCHLINE
FARADAY AVE.

0.95 D

18.12 C.2

7.98 E.3

4.2OUTLET 'D'
(94.0±) INV 18" RCP
Q(100) = 1.86 cfs
AREA = 0.95 ACRES
V = 14.8 fps
Tc = 7.3 min.

L = 780'
204.0 FG4.01

0.11 ACRES
L = 100'
178.0 FG4.02
L = 275'
113.0 TG
105.3 INV4.03
L=55'103.5 TG

99.0 INV5.11
247.4 FS5.09

0.16 ACRES
L = 100'
218.0 FS5.10
SEE SHEET 5 OF 7
SEE SHEET 2 OF 7
SEE SHEET 6 OF 7
SEE SHEET 3 OF 7

PROPOSED CONDITION
5 HYD-2.1-4
0 25 50100
SCALE: 1" = 50'
S
W
E
DRAWING NUMBER: PREPARED BY:

CIVIL

ENGINEERING

CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected]
SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLOT DATE:4/7/25

VETERANS MEMORIAL PARK

HYDROLOGY MAP
CARLSBAD, CAJN 101.176
SHEET ___ OF 2
THOMAS E. CARCELLI, R.C.E. #81640

PER PLAN
STAFF
TEC 4/7/25
4/7/25
7 LEGEND

DIRECTION OF RUNOFF

DRAINAGE FLOW LINE

NODE NUMBER

SUBAREA DESIGNATION

WATERSHED BORDER

ACREAGE
1 0.7
A
NOTE:

ASSUME ALL SOIL GROUP D.

WATERSHED SUBAREA BORDER

EXISTING STORM DRAIN

PROPOSED STORM DRAIN

MATCHLINE

15.88 E.1
(233.0±) FG7.01

0.15 ACRES
L = 100'
(226.0±) FG7.02
110.0 TG
106.8 INV5.03
123.8 TG
117.3 INV

5.07 12.22
E.2
105.3 INV5.04
108.5 TG
103.0 INV

5.15 0.60
E.4
173.0 FS5.13
L = 105'
L = 150'
L = 1,170'
153.0 FS5.14
L = 235'

0.12 ACRES
L = 100'
SEE SHEET 3 OF 7
SEE SHEET 7 OF 7
SEE SHEET 4 OF 7

ELECTRIC

VEHICLEPARKING

ELECTRIC

VEHICLEPARKING
ONLY

ELECTRICVEHICLEPARKING
ONLY

ELECTRICVEHICLEPARKINGONLY

ELECTRICVEHICLEPARKINGONLY
VAN

PROPOSED CONDITION
6 HYD-2.1-5
0 25 50100
SCALE: 1" = 50'
S
W
E
DRAWING NUMBER: PREPARED BY:

CIVIL

ENGINEERING

CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected]
SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLOT DATE:4/7/25

VETERANS MEMORIAL PARK

HYDROLOGY MAP
CARLSBAD, CAJN 101.176
SHEET ___ OF 2
THOMAS E. CARCELLI, R.C.E. #81640

PER PLAN
STAFF
TEC 4/7/25
4/7/25
7 LEGEND

DIRECTION OF RUNOFF

DRAINAGE FLOW LINE

NODE NUMBER

SUBAREA DESIGNATION

WATERSHED BORDER

ACREAGE
1 0.7
A
NOTE:

ASSUME ALL SOIL GROUP D.

WATERSHED SUBAREA BORDER

EXISTING STORM DRAIN

PROPOSED STORM DRAIN

MATCHLINE
FARADAY AVE.

1.37 F

10.78 E.5

5.2OUTLET 'E'
(72.6±) INV 36" RCP
Q(100) = 87.54 cfs
AREA = 51.21 ACRES
V = 18.9 fps
Tc = 11.1 min.

6.2OUTLET 'F'
(102.5±) INV 18" RCP
Q(100) = 3.03 cfs
AREA = 1.37 ACRES
V = 13.4 fps
Tc = 7.5 min.
(95.7±) FL
(86.0±) INV 24"5.33
L =85'
L = 490'
129.5 TG
126.5 INV5.17
L = 550'
108.3 INV
105.8 INV

6.03 L = 415'
108.5 TG
103.0 INV5.15

98.0 INV5.12

89.9 INV5.08

81.3 INV

78.8 INV5.18
L = 325'
L = 70'
L = 135'
L = 150'
L = 90'
L =35'

0.13 ACRES
L = 170'
SEE SHEET 4 OF 7SEE SHEET 5 OF 7
SEE SHEET 7 OF 7

PROPOSED CONDITION
7 HYD-2.1-6
0 25 50100
SCALE: 1" = 50'
S
W
E
DRAWING NUMBER: PREPARED BY:

CIVIL

ENGINEERING

CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected]
SCALE:

DATE:

DRAWN BY:

CHECKED BY:

PLOT DATE:4/7/25

VETERANS MEMORIAL PARK

HYDROLOGY MAP
CARLSBAD, CAJN 101.176
SHEET ___ OF 2
THOMAS E. CARCELLI, R.C.E. #81640

PER PLAN
STAFF
TEC 4/7/25
4/7/25
7 LEGEND

DIRECTION OF RUNOFF

DRAINAGE FLOW LINE

NODE NUMBER

SUBAREA DESIGNATION

WATERSHED BORDER

ACREAGE
1 0.7
A
NOTE:

ASSUME ALL SOIL GROUP D.

WATERSHED SUBAREA BORDER

EXISTING STORM DRAIN

PROPOSED STORM DRAIN

MATCHLINE
FARADAY AVE.

7.17 G

7.2 OUTLET 'G'
(111.6±) INV 18" RCP
Q(100) = 11.01 cfs
AREA = 7.17 ACRES
V = 4.7 fps
Tc = 10.6 min.
(126.9±) FL5.31

0.10 ACRES
L = 100'
(126.1±) FL5.32
155.0 FS5.16
L = 1,000'
160.0 FG6.01
SEE SHEET 5 OF 7
SEE SHEET 6 OF 7

…VMP - Hydrology & Hydraulic Report - Final.docx page 122

4.0 BACKUP DOCUMENTATION

Soil Group Map

- Excerpt from County of San Diego Hydrology Manual

…VMP - Hydrology & Hydraulic Report - Final.docx page 123

4.0 BACKUP DOCUMENTATION

Rainfall Isopluvials

- Excerpt from County of San Diego Hydrology Manual

/51/51/176/48/48/39
/51/50/176/52/53/39
/51/50/176/51/48/39
/51/51/176/49/53/39
/49/49/55/176/49/53/39 /49/49/55/176/48/48/39 /49/49/54/176/52/53/39 /49/49/54/176/51/48/39 /49/49/54/176/49/53/39 /49/49/54/176/51/48/39/49/49/54/176/52/53/39/49/49/55/176/48/48/39/49/49/55/176/49/53/39/49/49/55/176/51/48/39 /49/49/54/176/49/53/39 /51/51/176/49/53/39
/51/50/176/52/53/39
/51/51/176/48/48/39
/51/51/176/51/48/39
/51/50/176/51/48/39
/51/51/176/51/48/39
/49/49/55/176/51/48/39
/83/46/68/46/32/67/79/85/78/84/89
/83/65/78/32/68/73/69/71/79
/80/79/87/65/89
/67/72/85/76/65/32/86/73/83/84/65
/67/65/82/76/83/66/65/68
/79/67/69/65/78/83/73/68/69/86/73/83/84/65
/69/83/67/79/78/68/73/68/79
/83/65/78/84/69/69
/69/78/67/73/78/73/84/65/83
/69/76/32/67/65/74/79/78
/67/79/82/79/78/65/68/79
/76/65/32/77/69/83/65
/73/77/80/69/82/73/65/76/32/66/69/65/67/72
/76/69/77/79/78/32/71/82/79/86/69
/83/79/76/65/78/65/32/66/69/65/67/72
/68/69/76/32/77/65/82
/83/68
/82/105/118/101/114/115/105/100/101/32/67/111/117/110/116/121 /79/114/97/110/103/101/32
/67/111/117/110/116/121
/77/32/32/101/32/32/120/32/32/105/32/32/99/32/32/111
/73/109/112/101/114/105/97/108/32/67/111/117/110/116/121 /80/32/97/32/99/32/105/32/102/32/105/32/99/32/32/32/32/79/32/99/32/101/32/97/32/110 /33/34/94/36
/37/38/115/40
/33/34/95/36
/65/168
/65/169
/65/169
/63/122
/65/192
/65/192
/63/104
/33/34/94/36
/33/34/97/36
/49/46/52
/49/46/56
/49/46/50
/49/46/54
/49/46/48
/48/46/56
/48/46/55
/50/46/48
/50/46/50
/49/46/54
/49/46/50
/50/46/50
/49/46/48
/50/46/50
/50/46/48
/49/46/54
/50/46/50
/49/46/48
/49/46/48
/49/46/50
/49/46/54
/49/46/50
/49/46/52
/49/46/52
/50/46/48
/49/46/50
/49/46/50
/49/46/52
/49/46/56
/49/46/54
/49/46/52
/49/46/54
/49/46/48
/49/46/52
/48/46/56
/49/46/50
/49/46/48
/49/46/54
/49/46/54
/49/46/56
/50/46/48
/49/46/54
/49/46/56
/49/46/52
/51 /48 /51 /77/105/108/101/115
/78
/69/87
/83
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roject
Site
/51/51/176/48/48/39
/51/50/176/52/53/39
/51/50/176/51/48/39
/51/51/176/49/53/39
/49/49/55/176/49/53/39 /49/49/55/176/48/48/39 /49/49/54/176/52/53/39 /49/49/54/176/51/48/39 /49/49/54/176/49/53/39 /49/49/54/176/51/48/39/49/49/54/176/52/53/39/49/49/55/176/48/48/39/49/49/55/176/49/53/39/49/49/55/176/51/48/39 /49/49/54/176/49/53/39 /51/51/176/49/53/39
/51/50/176/52/53/39
/51/51/176/48/48/39
/51/51/176/51/48/39
/51/50/176/51/48/39
/51/51/176/51/48/39
/49/49/55/176/51/48/39
/83/46/68/46/32/67/79/85/78/84/89
/83/65/78/32/68/73/69/71/79
/80/79/87/65/89
/67/72/85/76/65/32/86/73/83/84/65
/67/65/82/76/83/66/65/68
/79/67/69/65/78/83/73/68/69/86/73/83/84/65
/69/83/67/79/78/68/73/68/79
/83/65/78/84/69/69
/69/78/67/73/78/73/84/65/83
/69/76/32/67/65/74/79/78
/67/79/82/79/78/65/68/79
/76/65/32/77/69/83/65
/73/77/80/69/82/73/65/76/32/66/69/65/67/72
/76/69/77/79/78/32/71/82/79/86/69
/83/79/76/65/78/65/32/66/69/65/67/72
/68/69/76/32/77/65/82
/83/68
/82/105/118/101/114/115/105/100/101/32/67/111/117/110/116/121 /79/114/97/110/103/101/32
/67/111/117/110/116/121
/77/32/32/101/32/32/120/32/32/105/32/32/99/32/32/111
/73/109/112/101/114/105/97/108/32/67/111/117/110/116/121 /80/32/97/32/99/32/105/32/102/32/105/32/99/32/32/32/32/79/32/99/32/101/32/97/32/110 /33/34/94/36
/37/38/115/40
/33/34/95/36
/65/168
/65/169
/65/169
/63/122
/65/192
/65/192
/63/104
/33/34/94/36
/33/34/97/36
/50/46/53
/51/46/48
/49/46/56
/50/46/48/49/46/54
/49/46/52
/52/46/48
/49/46/50
/51/46/53
/49/46/48
/52/46/53
/52/46/53
/50/46/53
/52/46/48
/51/46/48
/50/46/48
/51/46/48
/52/46/53
/50/46/48
/52/46/48
/49/46/54/52/46/53
/51/46/48
/50/46/53
/50/46/48
/51/46/48
/49/46/54
/49/46/52
/51/46/53
/51/46/48
/49/46/52
/51/46/53/51/46/48
/50/46/53
/50/46/53
/49/46/54
/50/46/53
/49/46/54
/49/46/50
/49/46/56
/49/46/56
/49/46/54
/50/46/48
/50/46/48
/50/46/53
/50/46/53
/52/46/48
/51/46/53
/50/46/53
/50/46/53
/50/46/53
/51/46/48 /49/46/56/50/46/48
/49/46/54
/51 /48 /51 /77/105/108/101/115
/78
/69/87
/83
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roject
Site
/51/51/176/48/48/39
/51/50/176/52/53/39
/51/50/176/51/48/39
/51/51/176/49/53/39
/49/49/55/176/49/53/39 /49/49/55/176/48/48/39 /49/49/54/176/52/53/39 /49/49/54/176/51/48/39 /49/49/54/176/49/53/39 /49/49/54/176/51/48/39/49/49/54/176/52/53/39/49/49/55/176/48/48/39/49/49/55/176/49/53/39/49/49/55/176/51/48/39 /49/49/54/176/49/53/39 /51/51/176/49/53/39
/51/50/176/52/53/39
/51/51/176/48/48/39
/51/51/176/51/48/39
/51/50/176/51/48/39
/51/51/176/51/48/39
/49/49/55/176/51/48/39
/83/46/68/46/32/67/79/85/78/84/89
/83/65/78/32/68/73/69/71/79
/80/79/87/65/89
/67/72/85/76/65/32/86/73/83/84/65
/67/65/82/76/83/66/65/68
/79/67/69/65/78/83/73/68/69/86/73/83/84/65
/69/83/67/79/78/68/73/68/79
/83/65/78/84/69/69
/69/78/67/73/78/73/84/65/83
/69/76/32/67/65/74/79/78
/67/79/82/79/78/65/68/79
/76/65/32/77/69/83/65
/73/77/80/69/82/73/65/76/32/66/69/65/67/72
/76/69/77/79/78/32/71/82/79/86/69
/83/79/76/65/78/65/32/66/69/65/67/72
/68/69/76/32/77/65/82
/83/68
/82/105/118/101/114/115/105/100/101/32/67/111/117/110/116/121 /79/114/97/110/103/101/32
/67/111/117/110/116/121
/77/32/32/101/32/32/120/32/32/105/32/32/99/32/32/111
/73/109/112/101/114/105/97/108/32/67/111/117/110/116/121 /80/32/97/32/99/32/105/32/102/32/105/32/99/32/32/32/32/79/32/99/32/101/32/97/32/110 /33/34/94/36
/37/38/115/40
/33/34/95/36
/65/168
/65/169
/65/169
/63/122
/65/192
/65/192
/63/104
/33/34/94/36
/33/34/97/36
/50/46/48
/50/46/52
/51/46/48
/50/46/54
/50/46/50
/49/46/56
/51/46/52
/50/46/56
/51/46/56
/52/46/50
/49/46/54
/51/46/54
/50/46/48
/50/46/56
/50/46/52
/50/46/52
/52/46/50
/50/46/50
/50/46/54
/51/46/48
/51/46/54
/50/46/56
/50/46/48
/50/46/50
/49/46/54
/50/46/54
/50/46/52
/51/46/56
/51/46/52/51/46/52
/50/46/56
/50/46/56
/51/46/56
/50/46/54
/50/46/54
/51/46/56
/51/46/48
/50/46/54
/50/46/50 /50/46/50
/50/46/52
/51/46/52
/50/46/56
/50/46/52
/50/46/54
/50/46/56
/50/46/54
/50/46/50
/50/46/56
/50/46/52
/50/46/56
/52/46/50
/50/46/52
/50/46/54/50/46/56
/51/46/48
/50/46/48
/50/46/50
/50/46/56
/51/46/48
/51 /48 /51 /77/105/108/101/115
/78
/69/87
/83
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roject
Site
/51/51/176/48/48/39
/51/50/176/52/53/39
/51/50/176/51/48/39
/51/51/176/49/53/39
/49/49/55/176/49/53/39 /49/49/55/176/48/48/39 /49/49/54/176/52/53/39 /49/49/54/176/51/48/39 /49/49/54/176/49/53/39 /49/49/54/176/51/48/39/49/49/54/176/52/53/39
/49/49/55/176/48/48/39/49/49/55/176/49/53/39/49/49/55/176/51/48/39 /49/49/54/176/49/53/39 /51/51/176/49/53/39
/51/50/176/52/53/39
/51/51/176/48/48/39
/51/51/176/51/48/39
/51/50/176/51/48/39
/51/51/176/51/48/39
/49/49/55/176/51/48/39
/83/46/68/46/32/67/79/85/78/84/89
/83/65/78/32/68/73/69/71/79
/80/79/87/65/89
/67/72/85/76/65/32/86/73/83/84/65
/67/65/82/76/83/66/65/68
/79/67/69/65/78/83/73/68/69/86/73/83/84/65
/69/83/67/79/78/68/73/68/79
/83/65/78/84/69/69
/69/78/67/73/78/73/84/65/83
/69/76/32/67/65/74/79/78
/67/79/82/79/78/65/68/79
/76/65/32/77/69/83/65
/73/77/80/69/82/73/65/76/32/66/69/65/67/72
/76/69/77/79/78/32/71/82/79/86/69
/83/79/76/65/78/65/32/66/69/65/67/72
/68/69/76/32/77/65/82
/83/68
/82/105/118/101/114/115/105/100/101/32/67/111/117/110/116/121 /79/114/97/110/103/101/32
/67/111/117/110/116/121
/77/32/32/101/32/32/120/32/32/105/32/32/99/32/32/111
/73/109/112/101/114/105/97/108/32/67/111/117/110/116/121 /80/32/97/32/99/32/105/32/102/32/105/32/99/32/32/32/32/79/32/99/32/101/32/97/32/110 /33/34/94/36
/37/38/115/40
/33/34/95/36
/65/168
/65/169
/65/169
/63/122
/65/192
/65/192
/63/104
/33/34/94/36
/33/34/97/36
/52/46/53
/51/46/53
/54/46/48
/52/46/48
/53/46/48
/53/46/53
/51/46/48
/55/46/48
/57/46/48
/56/46/48
/50/46/53
/49/48/46/48
/52/46/53
/57/46/48
/52/46/53
/56/46/48
/51/46/53
/53/46/48
/52/46/48
/55/46/48
/54/46/48
/55/46/48
/56/46/48
/51/46/53
/51/46/48
/56/46/48
/52/46/48
/51/46/48
/53/46/48
/53/46/48
/53/46/48
/51/46/53
/51/46/48
/57/46/48
/54/46/48
/54/46/48
/57/46/48
/54/46/48
/52/46/53
/53/46/48
/53/46/48
/53/46/53
/52/46/48
/52/46/48
/53/46/53
/53/46/48
/55/46/48
/54/46/48
/55/46/48
/56/46/48
/53/46/48
/52/46/53
/52/46/53
/52/46/48
/51/46/53
/54/46/48
/54/46/48
/52/46/48
/51/46/53
/51 /48 /51 /77/105/108/101/115
/78
/69/87
/83
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roject
Site
/51/51/176/48/48/39
/51/50/176/52/53/39
/51/50/176/51/48/39
/51/51/176/49/53/39
/49/49/55/176/49/53/39 /49/49/55/176/48/48/39 /49/49/54/176/52/53/39 /49/49/54/176/51/48/39 /49/49/54/176/49/53/39 /49/49/54/176/51/48/39/49/49/54/176/52/53/39/49/49/55/176/48/48/39/49/49/55/176/49/53/39/49/49/55/176/51/48/39 /49/49/54/176/49/53/39 /51/51/176/49/53/39
/51/50/176/52/53/39
/51/51/176/48/48/39
/51/51/176/51/48/39
/51/50/176/51/48/39
/51/51/176/51/48/39
/49/49/55/176/51/48/39
/83/46/68/46/32/67/79/85/78/84/89
/83/65/78/32/68/73/69/71/79
/80/79/87/65/89
/67/72/85/76/65/32/86/73/83/84/65
/67/65/82/76/83/66/65/68
/79/67/69/65/78/83/73/68/69/86/73/83/84/65
/69/83/67/79/78/68/73/68/79
/83/65/78/84/69/69
/69/78/67/73/78/73/84/65/83
/69/76/32/67/65/74/79/78
/67/79/82/79/78/65/68/79
/76/65/32/77/69/83/65
/73/77/80/69/82/73/65/76/32/66/69/65/67/72
/76/69/77/79/78/32/71/82/79/86/69
/83/79/76/65/78/65/32/66/69/65/67/72
/68/69/76/32/77/65/82
/83/68
/82/105/118/101/114/115/105/100/101/32/67/111/117/110/116/121 /79/114/97/110/103/101/32
/67/111/117/110/116/121
/77/32/32/101/32/32/120/32/32/105/32/32/99/32/32/111
/73/109/112/101/114/105/97/108/32/67/111/117/110/116/121 /80/32/97/32/99/32/105/32/102/32/105/32/99/32/32/32/32/79/32/99/32/101/32/97/32/110 /51/46/48
/51/46/53
/50/46/53
/52/46/48
/50/46/48
/52/46/53/49/46/56
/49/46/56
/51/46/53
/51/46/48
/51/46/48
/51/46/48
/51/46/48
/50/46/48
/52/46/53
/50/46/53
/50/46/53
/51/46/48
/50/46/53
/52/46/48
/51/46/48
/52/46/53
/51/46/48
/51/46/53
/52/46/48
/50/46/53
/50/46/53
/51/46/48
/51/46/48
/52/46/48
/52/46/53
/50/46/53 /51/46/48
/51/46/48
/51/46/53
/51/46/53
/50/46/53
/51/46/48
/50/46/53
/51/46/48
/52/46/48
/51/46/48
/51/46/48
/33/34/94/36
/63/104
/65/192
/65/192
/63/122
/65/169
/65/169
/65/168
/33/34/97/36
/33/34/95/36
/37/38/115/40
/33/34/94/36
/51 /48 /51 /77/105/108/101/115
/78
/69/87
/83
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roject
Site
/51/51/176/48/48/39
/51/50/176/52/53/39
/51/50/176/51/48/39
/51/51/176/49/53/39
/49/49/55/176/49/53/39 /49/49/55/176/48/48/39 /49/49/54/176/52/53/39 /49/49/54/176/51/48/39 /49/49/54/176/49/53/39 /49/49/54/176/51/48/39/49/49/54/176/52/53/39/49/49/55/176/48/48/39/49/49/55/176/49/53/39/49/49/55/176/51/48/39 /49/49/54/176/49/53/39 /51/51/176/49/53/39
/51/50/176/52/53/39
/51/51/176/48/48/39
/51/51/176/51/48/39
/51/50/176/51/48/39
/51/51/176/51/48/39
/49/49/55/176/51/48/39
/83/46/68/46/32/67/79/85/78/84/89
/83/65/78/32/68/73/69/71/79
/80/79/87/65/89
/67/72/85/76/65/32/86/73/83/84/65
/67/65/82/76/83/66/65/68
/79/67/69/65/78/83/73/68/69/86/73/83/84/65
/69/83/67/79/78/68/73/68/79
/83/65/78/84/69/69
/69/78/67/73/78/73/84/65/83
/69/76/32/67/65/74/79/78
/67/79/82/79/78/65/68/79
/76/65/32/77/69/83/65
/73/77/80/69/82/73/65/76/32/66/69/65/67/72
/76/69/77/79/78/32/71/82/79/86/69
/83/79/76/65/78/65/32/66/69/65/67/72
/68/69/76/32/77/65/82
/83/68
/82/105/118/101/114/115/105/100/101/32/67/111/117/110/116/121 /79/114/97/110/103/101/32
/67/111/117/110/116/121
/77/32/32/101/32/32/120/32/32/105/32/32/99/32/32/111
/73/109/112/101/114/105/97/108/32/67/111/117/110/116/121 /80/32/97/32/99/32/105/32/102/32/105/32/99/32/32/32/32/79/32/99/32/101/32/97/32/110 /54/46/48
/52/46/48
/53/46/48
/52/46/53
/55/46/48
/51/46/53
/56/46/48
/51/46/48
/53/46/53
/56/46/48
/49/48/46/48
/49/49/46/48
/49/48/46/48
/54/46/48
/53/46/53
/53/46/48
/52/46/53
/52/46/48
/55/46/48
/56/46/48
/55/46/48
/49/48/46/48
/52/46/53
/54/46/48
/55/46/48
/53/46/48
/55/46/48
/51/46/53
/56/46/48
/53/46/53
/52/46/53
/51/46/53
/53/46/53
/54/46/48
/54/46/48
/55/46/48
/54/46/48
/51/46/53
/53/46/53
/52/46/53
/52/46/53
/51/46/53
/52/46/53
/55/46/48
/54/46/48 /52/46/48
/56/46/48
/57/46/48
/33/34/94/36
/37/38/115/40
/33/34/95/36
/33/34/97/36
/65/168
/65/169
/65/169
/63/122
/65/192
/65/192
/63/104
/33/34/94/36
/51 /48 /51 /77/105/108/101/115
/78
/69/87
/83
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roject
Site
/51/51/176/48/48/39
/51/50/176/52/53/39
/51/50/176/51/48/39
/51/51/176/49/53/39
/49/49/55/176/49/53/39 /49/49/55/176/48/48/39 /49/49/54/176/52/53/39 /49/49/54/176/51/48/39 /49/49/54/176/49/53/39 /49/49/54/176/51/48/39/49/49/54/176/52/53/39/49/49/55/176/48/48/39/49/49/55/176/49/53/39/49/49/55/176/51/48/39 /49/49/54/176/49/53/39 /51/51/176/49/53/39
/51/50/176/52/53/39
/51/51/176/48/48/39
/51/51/176/51/48/39
/51/50/176/51/48/39
/51/51/176/51/48/39
/49/49/55/176/51/48/39
/51/46/48
/51/46/53
/52/46/48 /50/46/55/53
/52/46/53
/50/46/53
/53/46/48
/50/46/48
/50/46/48
/53/46/48
/51/46/53
/53/46/48
/51/46/53
/50/46/53
/51/46/48
/51/46/53
/51/46/53
/51/46/48
/51/46/48
/51/46/48
/52/46/48
/51/46/48
/52/46/48
/50/46/55/53
/52/46/53
/51/46/48/50/46/53
/51/46/53
/51/46/53
/52/46/53
/51/46/53
/51/46/53
/52/46/53
/51/46/48
/50/46/53
/53/46/48
/52/46/48
/51/46/48
/51/46/48
/51/46/53
/52/46/48
/52/46/53/51/46/48
/51/46/53
/50/46/53
/51/46/48
/51/46/53
/51/46/53
/51/46/48
/52/46/48
/51/46/48
/83/46/68/46/32/67/79/85/78/84/89
/83/65/78/32/68/73/69/71/79
/80/79/87/65/89
/67/72/85/76/65/32/86/73/83/84/65
/67/65/82/76/83/66/65/68
/79/67/69/65/78/83/73/68/69
/86/73/83/84/65
/69/83/67/79/78/68/73/68/79
/83/65/78/84/69/69
/69/78/67/73/78/73/84/65/83
/69/76/32/67/65/74/79/78
/67/79/82/79/78/65/68/79
/76/65/32/77/69/83/65
/73/77/80/69/82/73/65/76/32/66/69/65/67/72
/76/69/77/79/78/32/71/82/79/86/69
/83/79/76/65/78/65/32/66/69/65/67/72
/68/69/76/32/77/65/82
/83/68
/82/105/118/101/114/115/105/100/101/32/67/111/117/110/116/121 /79/114/97/110/103/101/32
/67/111/117/110/116/121
/77/32/32/101/32/32/120/32/32/105/32/32/99/32/32/111
/73/109/112/101/114/105/97/108/32/67/111/117/110/116/121 /80/32/97/32/99/32/105/32/102/32/105/32/99/32/32/32/32/79/32/99/32/101/32/97/32/110 /33/34/94/36
/63/104
/65/192
/65/192
/63/122
/65/169
/65/169
/65/168
/33/34/97/36
/33/34/95/36
/37/38/115/40
/33/34/94/36
/51 /48 /51 /77/105/108/101/115
/78
/69/87
/83
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roject
Site
/51/51/176/48/48/39
/51/50/176/52/53/39
/51/50/176/51/48/39
/51/51/176/49/53/39
/49/49/55/176/49/53/39 /49/49/55/176/48/48/39 /49/49/54/176/52/53/39 /49/49/54/176/51/48/39 /49/49/54/176/49/53/39 /49/49/54/176/51/48/39/49/49/54/176/52/53/39/49/49/55/176/48/48/39/49/49/55/176/49/53/39/49/49/55/176/51/48/39 /49/49/54/176/49/53/39 /51/51/176/49/53/39
/51/50/176/52/53/39
/51/51/176/48/48/39
/51/51/176/51/48/39
/51/50/176/51/48/39
/51/51/176/51/48/39
/49/49/55/176/51/48/39
/83/46/68/46/32/67/79/85/78/84/89
/83/65/78/32/68/73/69/71/79
/80/79/87/65/89
/67/72/85/76/65/32/86/73/83/84/65
/67/65/82/76/83/66/65/68
/79/67/69/65/78/83/73/68/69/86/73/83/84/65
/69/83/67/79/78/68/73/68/79
/83/65/78/84/69/69
/69/78/67/73/78/73/84/65/83
/69/76/32/67/65/74/79/78
/67/79/82/79/78/65/68/79
/76/65/32/77/69/83/65
/73/77/80/69/82/73/65/76/32/66/69/65/67/72
/76/69/77/79/78/32/71/82/79/86/69
/83/79/76/65/78/65/32/66/69/65/67/72
/68/69/76/32/77/65/82
/83/68
/82/105/118/101/114/115/105/100/101/32/67/111/117/110/116/121 /79/114/97/110/103/101/32
/67/111/117/110/116/121
/77/32/32/101/32/32/120/32/32/105/32/32/99/32/32/111
/73/109/112/101/114/105/97/108/32/67/111/117/110/116/121 /80/32/97/32/99/32/105/32/102/32/105/32/99/32/32/32/32/79/32/99/32/101/32/97/32/110 /56/46/48
/52/46/53
/54/46/48
/53/46/53
/53/46/48
/54/46/53
/52/46/48
/51/46/53
/55/46/48
/49/50/46/48
/49/48/46/48
/49/51/46/48
/49/49/46/48
/55/46/48
/54/46/53
/56/46/48
/49/48/46/48
/53/46/48
/56/46/48
/56/46/48
/56/46/48
/55/46/48
/55/46/48
/49/48/46/48
/52/46/53
/53/46/48
/54/46/48
/49/48/46/48
/54/46/48
/55/46/48 /53/46/53
/52/46/48
/54/46/53
/52/46/48
/55/46/48
/54/46/48
/54/46/48
/52/46/48
/49/50/46/48
/54/46/48
/56/46/48
/53/46/48
/53/46/48
/52/46/53
/52/46/48/55/46/48
/53/46/48
/53/46/48
/52/46/48
/53/46/48
/53/46/48
/55/46/48
/54/46/48 /55/46/48
/49/48/46/48
/52/46/53
/49/50/46/48
/49/48/46/48
/54/46/48
/52/46/53
/56/46/48
/52/46/53
/52/46/48
/53/46/48
/54/46/48
/56/46/48
/52/46/53
/52/46/53
/54/46/48
/53/46/53
/53/46/48
/53/46/53
/54/46/48
/56/46/48
/56/46/48
/53/46/48
/53/46/53
/55/46/48
/54/46/48
/33/34/94/36
/63/104
/65/192
/65/192
/63/122
/65/169
/65/169
/65/168
/33/34/97/36
/33/34/95/36
/37/38/115/40
/33/34/94/36
/51 /48 /51 /77/105/108/101/115
/78
/69/87
/83
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roject
Site

…VMP - Hydrology & Hydraulic Report - Final.docx page 124

4.0 BACKUP DOCUMENTATION

- Adjustment for P6:

From Rainfall Isopluvials Maps:

Rainfall Event P6 (in.) P24 (in.) P6/P24
Adjusted P6

(45% to 65% of P24)
2-year 1.3 1.9 0.68 1.2
25-year 2.1 3.6 0.58 2.1
50-year 2.3 4.3 0.53 2.3
100-year 2.7 4.6 0.59 2.7

…VMP - Hydrology & Hydraulic Report - Final.docx page 125

4.0 BACKUP DOCUMENTATION
Infiltration Report (by Southern California Geotechnical)

22885 Savi Ranch Parkway  Suite E  Yorba Linda  California  92887 voice: (714) 685-1115  fax: (714) 685-1118  www.socalgeo.com August 7, 2020

RJM Design Group
31591 Camino Capistrano
San Juan Capistrano, California 92675

Attention: Mr. Eric Chastain, LLA, LEED AP
Principal Landscape Architect

Project No.: 19G109-3

Subject: Results of Infiltration Testing
Proposed Veterans Memorial Park
Faraday Avenue at Whitman Way
Carlsbad, California

References: Surficial Geologic Mapping, Proposed Veter ans Memorial Park, Faraday Avenue at Whitman Way, Carlsbad, California , Prepared for RJM Design Gro up, by Southern California Geotechnical , Inc. (SCG), SCG Project No. 19G109 -1, dated July 15, 2019.

Geotechnical Investigation, Proposed Veterans Memorial Park, Faraday Avenue at Whitman Way, Carlsbad, California, prepared for RJM Design Group, by Southern California Geotechnical, Inc. (S CG), SCG Project No. 1 9G109-2, dated August 7, 2020.

Mr. Chastain:

In accordance with your request, we have conducted infiltration testing at the subject site. We are pleased to present this report summarizing t he results of t he infiltra tion testing and our design recommendations.

Scope of Services
The scope of services performed for this project was in general accordance with our Proposal No. 1 8P372R, dated October 30 , 201 8. The scope of services included site reconnaissance, subsurface exploration, field testing, and engineering a nalysis to determine the infiltration rate s of the onsite soils. The infiltration testing was performed in general accordance with the County of San Diego, Low Impact Development Handbook – Stormwater Management Strategies – Appendix F dated July 2014. San Diego County allows for infiltration testing in small -diameter borings using the falling head method.

Site and Project Description
The overall site is located at the southeast corner of Whitman Way and Faraday Avenue in Carlsbad, California. The overall site is bounded to the west and south by Faraday Avenue and to the north by Whitman Way, vacant land, and existing single -family residential tracts. The general location of the site is illustrated on the Site Lo cation Map, enclosed as Plate 1 of this report.

Proposed Veterans Park – Carlsbad, CA
Project No. 19G109-3

Page 2 ends

The subject site consists of the westernmost 48± acres of Veteran’s Memorial Park. Based on information from the client, the eastern portion of Veteran’s Memorial Park is an existing preserve. The park is cur rently unimproved with dirt trails that are utilized for hiking and/or biking. This area of the park consists of gently sloping terrain with groundcover comprised of heavy native grass, weeds, shrubs with areas of dense large trees.

Topographic information was obtained from a plan provided by the client. Based on this plan, topography within the proposed development area consists of rolling hills . Site grades range from elevation 222± feet mean sea level (msl) in the east -central area to 44± feet msl in the northwestern area of the site.

Proposed Development
Based on the site plan provided to our office, the subject site will be developed with active and passive amenities, open space areas, public art, trails, utilities, parki ng, playgrounds, a bocce ball court, restrooms, and maintenance facilities. It is also expected that the park will include lighting, trellis shade structures and fencing. The primary structures will include a restroom and catering support structure located in the northwestern region of the site, a Veterans Memorial in the central region of the site , and a second restroom building located in the southern region of the site.

We understand that the proposed development may include on -site inf iltration to dispose of storm water. Based on the current site layout and conversat ions with the client , the proposed infiltration system s may consist of relatively sh allow bioswales or bas ins located around the perimeter of the site. The bottom of the pro posed bioswales or relatively shallow basins will likely extend to depths of 8± feet below the existing site grades.

Concurrent Study
SCG recently conducted a geotechnic al investigation at the subject site, referenced above. As a part of this study, five (5) borings were advanced to depths of 15 to 50± feet below existing site grades. Native alluvium was encountered at the ground surface at Boring No. B -1. The alluvium consists of medium dense clayey fine sands and stiff to very stiff fine sandy clayey extending to a depth of 32± feet. Boring No. B -1 encountered medium dense clayey fine sands and silty fine sands extending from 32± feet to the maximum depth explored of 50± feet.

Native colluvium was encountered at the ground surface at Boring Nos. B -3 through B -5. The colluvium consists of medium de nse silty fine s ands and stiff fine sandy clays extending to depths of 2½ to 3½± feet. Bedrock of the Santiago Formation was encountered at the ground surface to beneath the colluvium at Borings Nos. B -2 through B -5. The bedr ock consists of interbedded medium de nse to very dense silty fine -grained sandstone and fine -grained sandy siltstone with very stiff to hard clayey siltstone. The bedrock was weakly cemented and friable with iron oxide staining throughout.

Groundwater
Groundwater was encountered during drilling at Boring No. B -1 at a depth of 43± feet .

However, the boring caved to a depth of 37½± feet . Based on the depth of the water encountered during drilling, the moisture contents of the recovered soil samples, and the caving

Proposed Veterans Park – Carlsbad, CA
Project No. 19G109-3

Page 3 ends

conditions, the depth to the static groundwater table is consider ed to have existed at a depth of approximately 43± feet below existing site grades, at the time of the subsurface investigation.

SCG reviewed water level dat a obtained from the California Department of Water Reso urces website, http://www.water.ca.gov/waterdatalibrary/ , and the California State Water Resources Control Board (SWRCB) Geotr acker website https://geotracker.waterboards.ca.gov/. However, the nearest monitoring well s on record are located approximately 1.7 to 5.5± miles away from the site. Therefore, this groundwater data would not represent the groundwater at the subject site and is considered irrelevant.

Subsurface Exploration
Scope of Exploration

The su bsurface exploration conducted fo r the infiltration testing consisted of three (3) infiltration test boring s, advanced to depths of 8± feet below the exist ing site grades. The infiltration borings were advanced using a truck -mounted drilling rig, equippe d wi th 8 -inch diameter hollow stem au gers and w ere logged during drilling by a member of our staff . The approximate locations of the infiltration test borings (identified as I-1 through I-3) are indicated on the Infiltration Test Location Plan, enclosed as Plate 2 of this report.

Upon the completion of the infiltration borings, the bottom of each test boring was covered with 2± inches of clean ¾ -inch gravel. A sufficient length of 3 -inch-diameter perforated PVC casing was then placed into each test hole s o that the PVC casing extended from t he bottom of the test hole to the ground surface. Clean ¾ -inch gravel was then in stalled in the annulus surrounding the PVC casing.

Geotechnical Conditions
Alluvium

Native alluvium was encountered at the ground surface of Infiltration Boring No. I -1, extending to at least the maximum explored depth of 8± feet . The near-surface alluvium consisted of stiff fine sandy clays with some silt, extending to a depth of 5¾± feet. At depths greater than 5¾± feet, the alluvial soils consist of stiff clayey fine to medium sand s with trace iron oxide staining.

Colluvium

Colluvial soils were encountered during the drilling of Infiltration Boring No. I -3, extending to a depth of 5½± feet below the ground surface these materials consist of medium stiff fine sandy clays with some silt and mottling.

Bedrock

Bedrock of the Santiago Formation was encountered beneath the ground surface at Infil tration Boring No. I-2 and beneath the colluvium at Infiltration Boring No I -3. The bedrock consists of medium dense fine sandy silt stone interbedded with stiff clayey siltstone extendin g to at least the maximum explored depth of 8 feet. The bedrock is friable and weakly cemented.

Proposed Veterans Park – Carlsbad, CA
Project No. 19G109-3

Page 4 ends

Infiltration Testing
The infiltration testing was performed in general accordance with the County of San Diego, Low Impact Development Handbook – Stormwater Management Strategies – Appendix F dated July 2014.

Pre-soaking
The first phase of the infiltration testing consisted of pre-soaking all of the infiltration test holes one day prior to infiltration testing . The pre-soaking process consisted of filling each test boring with clear water so that the water level reaches a level of at least 5 times th e hole’s radi us above the gravel at the bottom of the holes. Pre-soaking was considered complete after all of the water had percolated through each test hole or after 15 hours since initiating the pre-soak.

Infiltration Testing
SCG performed the infiltration testing the day following the pre -soaking process. Each test hole was filled with water to a depth of at least 5 times the ho le’s radius above the gravel at the bottom of each test h ole. Readings were taken at 30-minute intervals for a t otal of 6 hours at each of the test locations. The water level readings are presented on the spreadsheets enclosed with this report. The inf iltration rates for each o f the timed intervals are also tabulated on the spreadsheets.

The infiltration rates from the t est are ta bulated in i nches per hour. In a ccordance with the typically accepted practice, it is recommended that the most conservativ e reading from the latter part of the infiltr ation test s be used as the design infiltration ra te. The rate s are summarized below:

Infiltration
Test No.

Depth
(feet) Soil Description
Infiltration
Rate
(inches/hour)
I-1 8.0 Gray Brown Clayey fine to medium Sand 0.0
I-2 8.0 Light Gray Silty fine to medium grained Sandstone 0.0 I-3 8.0 Light Gray to Gray fine-grained Siltstone, trace medium Sand 0.0

Laboratory Testing
Moisture Content
The moisture c ontents for the recovered soil samples were determine d in accorda nce with ASTM D -2216 and a re exp ressed as a percentage of the dry weight. These test results are presented on the Boring Logs.

Grain Size Analysis
The grain s ize distribution of selected so ils collected fr om the base of each infiltration test

Proposed Veterans Park – Carlsbad, CA
Project No. 19G109-3

Page 5 ends

boring have been determined using a r ange of wire mesh screens. These tests were performed in general accordance with ASTM D -422 and/or ASTM D-1140. The weight of the port ion of the sample re tained on e ach screen is re corded and the percentage finer or co arser of the total weight is calculate d. The results of these tests are presented on Plates C -1 through C-3 of this report.

Design Recommendations
Three (3) infiltration t ests were performed at the subject site. As noted above, the infiltration rates at these locations was 0.0 inches per hour. The major factors affecting the lack infiltration at these borings is the prese nce of bedrock and clays as well as very moist soils at the test depths. Based on the lack of infiltration at the depths teste d, infiltration is not considered feasible for this site.

Although infiltration is not considered feasible at this site, the client may desire to use storm water disposal systems that do not rely on i nfiltration at thi s site. The design of storm water disposal systems should be performed by the project civil e ngineer, in accordance wit h the City of Carlsbad and/or County of San Diego guidelines. It is recom mended any such systems be designed and constructed to facilitate removal of silt and clay, or other deleterious m aterials from any water that may enter the system. The presence of such materials would decrease the flow rates through the system.

Location of Storm Water Disposal Systems
Although no significant infiltration occurred at the test locations , the use of on-site storm water disposal systems which may introdu ce stormwater into the near surface soils carries a risk of creating adverse geotechnical conditions. Increasing the moisture content of the soil can cause the soil to lose internal shear strength and increase its compressibi lity, resulting in a change in the designed engineering properties. Overlying structures and pavements in areas where water is introduced into the on -site soils coul d potentially be damaged due to s aturation of subg rade soils. Systems that introduce water into the near surface soils at this site sho uld be locate d at least 25 feet away from any structures, including retaining walls. Even with this provision of locating the infiltration systems at least 25 feet from the bui ldings, it is possible that infiltrating water into the subsurface soils could h ave an advers e effect on the proposed or existing structures. It should also be noted that utility trenches which ha ppen to collect storm water can also serve as conduits to tr ansmit storm water toward t he structure, depending on the slope of the utility t rench. Theref ore, consideration should al so be given to the propose d location s of underground utilities which may pass near the proposed infiltration systems.

General Comments
This report has been prepared as an instrument of service for use by the client in order to aid in the evaluation of this property and to assist th e architec ts a nd engineers in the design and preparation of t he project plans and specifications. This report may be provided to the contractor(s) and other design consultants to disclose i nformation re lative to the project.

However, this report is not int ended to b e ut ilized as a specification in and of itself, wit hout appropriate interpretation by the project a rchitect, structural engine er, and/o r civil engineer.

The design of the proposed storm water infiltration system is the r esponsibility of the civil engineer. The role of the geotechnical engineer is limited t o determination of infiltration rate

Proposed Veterans Park – Carlsbad, CA
Project No. 19G109-3

Page 6 ends

only. By us ing the design infiltration rate con tained herein, the civil engineer agrees to indemnify, de fend, and hold harmless the geotechnical engineer for all aspect s of the design and performance of the proposed sto rm water infiltration system. The reproduction a nd distribution of this report must be authorized by the client and Southern Cal ifornia Geotechnical, Inc. Furthermore, a ny reliance on this report by an una uthorized third party is at such party’ s sole risk, and we accept no responsibility for damage or l oss which may occur. The analysis of this site was based on a subsurface profile interpolated from limited discrete soil samples. While the materials encountered in the project area are considered to be repre sentative of the total area, some variations sho uld be expected between bor ing locations and testing depths. If the conditions e ncountered du ring construction vary signi ficantly from those detail ed herein, we should be contacted immediately to determine if the conditions alter the recommendations contained herein.

This report ha s been ba sed on assumed or provided characteristics o f the propose d development. It is recomme nded that the owner, clien t, architect, structural engineer, and civil engineer careful ly review these assumptions to ensure that they are consistent with the characteristics of the proposed development. If discrepa ncies exist, they should be brought to our attention to verify that they do n ot affect the conclusions and recommend ations contained herein. We also recommend that the project plans and specifications be submitted to our office for review to verify that ou r recommendat ions have been correctly int erpreted. The analysis, conclusions, and recommendations contained within t his report h ave been promulgated in accordance with generall y ac cepted professional geo technical engineering practice. No other warranty is implied or expressed.

Closure
We sincerely appreciate the opp ortunity to be o f service on this project. We look for ward to providing additional consult ing services du ring the course of th e project. If we may be of further assistance in any manner, please contact our office.

Proposed Veterans Park – Carlsbad, CA
Project No. 19G109-3

Page 7 ends

Respectfully Submitted,

SOUTHERN CALIFORNIA GEOTECHNIC AL, INC.

Ryan Bremer
Staff Geologist

Gregory K. Mitchell, GE 2364
Principal Engineer

Distribution: (1) Addressee

Enclosures: Plate 1 - Site Location Map
Plate 2 - Infiltration Test Location Plan
Boring Log Legend and Logs (5 pages)
Infiltration Test Results Spreadsheets (3 pages)
Grain Size Distribution Graphs (3 pages)
SITE

VETERANS MEMORIAL PARK
SCALE: 1" = 2000'
DRAWN: RB
CHKD: RGT

SCG PROJECT
19G109-3
PLATE 1

SITE LOCATION MAP

CARLSBAD, CALIFORNIA
SOURCE: USGS TOPOGRAPHIC MAP OF THE

SAN LUIS REY QUADRANGLE, SAN DIEGO COUNTY,
CALIFORNIA, 2018

FARADAY AVENUE

WHITMAN WAY
I-1
I-3
I-2
B-1
B-2
B-3
B-4
B-5

PROPOSED PAVILION,

RESTROOM, AND

CATERING SUPPORT
ROOM

PROPOSED

PLAYGROUND

PROPOSED BOCCE

BALL COURT

PROPOSED

PLAYGROUND

PROPOSED VETERANS

MEMORIAL

PROPOSED PICNIC
AREAS

PROPOSED

RESTROOM

PROPOSED
BIKE
PARK
TUNNEL
NOTE: BASE MAP PREPARED BY CLIENT
SCALE: 1" = 200'
DRAWN: DRK
CHKD: GKM
PLATE 2

SCG PROJECT
19G109-3

CARLSBAD, CALIFORNIA

VETERANS MEMORIAL PARK

INFILTRATION TEST LOCATION PLAN
NORTH
SoCalGeo

GEOTECHNICAL LEGEND

APPROXIMATE BORING LOCATON
(SCG PROJECT NO. 19G109-2)

APPROXIMATE INFILTRATION TEST

LOCATION

WATER QUALITY TREATMENT
AREAS

BORING LOG LEGEND

SAMPLE TYPE GRAPHICAL

SYMBOL SAMPLE DESCRIPTION
AUGER

SAMPLE COLLECTED FROM AUGER CUTTINGS, NO FIELD
MEASUREMENT OF SOIL STRENGTH. (DISTURBED)
CORE
ROCK CORE SAMPLE: TYPICALLY TAKEN WITH A
DIAMOND-TIPPED CORE BARREL. TYPICALLY USED
ONLY IN HIGHLY CONSOLIDATED BEDROCK.

GRAB 1

SOIL SAMPLE TAKEN WITH NO SPECIALIZED

EQUIPMENT, SUCH AS FROM A STOCKPILE OR THE
GROUND SURFACE. (DISTURBED)
CS
CALIFORNIA SAMPLER: 2-1/2 INCH I.D. SPLIT BARREL
SAMPLER, LINED WITH 1-INCH HIGH BRASS RINGS.

DRIVEN WITH SPT HAMMER. (RELATIVELY

UNDISTURBED)

NSR
NO RECOVERY: THE SAMPLING ATTEMPT DID NOT

RESULT IN RECOVERY OF ANY SIGNIFICANT SOIL OR
ROCK MATERIAL.

SPT
STANDARD PENETRATION TEST: SAMPLER IS A 1.4
INCH INSIDE DIAMETER SPLIT BARREL, DRIVEN 18
INCHES WITH THE SPT HAMMER. (DISTURBED)
SH
SHELBY TUBE: TAKEN WITH A THIN WALL SAMPLE
TUBE, PUSHED INTO THE SOIL AND THEN EXTRACTED.
(UNDISTURBED)
VANE
VANE SHEAR TEST: SOIL STRENGTH OBTAINED USING
A 4 BLADED SHEAR DEVICE. TYPICALLY USED IN SOFT
CLAYS-NO SAMPLE RECOVERED.

COLUMN DESCRIPTIONS

DEPTH: Distance in feet below the ground surface.

SAMPLE: Sample Type as depicted above.

BLOW COUNT: Number of blows required to advance the sampler 12 inches using a 140 lb hammer with a 30-inch drop. 50/3” indicates penetration refusal (>50 blows) at 3 inches. WH indicates that the weight of the hammer was sufficient to push the sampler 6 inches or more.

POCKET PEN.
: Approximate shear strength of a cohesi ve soil sample as measured by pocket penetrometer.

GRAPHIC LOG
: Graphic Soil Symbol as depicted on the following page.

DRY DENSITY: Dry density of an undisturbed or relatively undisturbed sample in lbs/ft 3.

MOISTURE CONTENT: Moisture content of a soil sample, expressed as a percentage of the dry weight.

LIQUID LIMIT: The moisture content above which a soil behaves as a liquid.

PLASTIC LIMIT: The moisture content above which a soil behaves as a plastic.

PASSING #200 SIEVE: The percentage of the sample fine r than the #200 standard sieve.

UNCONFINED SHEAR: The shear strength of a cohesive soil sample, as measured in the unconfined state.

SM
SP
COARSE

GRAINED
SOILS
SW

TYPICAL

DESCRIPTIONS

WELL-GRADED GRAVELS, GRAVEL -

SAND MIXTURES, LITTLE OR NO
FINES

SILTY GRAVELS, GRAVEL - SAND -

SILT MIXTURES

LETTERGRAPH

POORLY-GRADED GRAVELS,

GRAVEL - SAND MIXTURES, LITTLE

OR NO FINES
GC
GM
GP
GW

POORLY-GRADED SANDS,

GRAVELLY SAND, LITTLE OR NO
FINES
SILTS
AND
CLAYS
MORE THAN 50%

OF MATERIAL IS

LARGER THAN
NO. 200 SIEVE
SIZE
MORE THAN 50%

OF MATERIAL IS

SMALLER THAN
NO. 200 SIEVE
SIZE
MORE THAN 50%

OF COARSE

FRACTION
PASSING ON NO.
4 SIEVE
MORE THAN 50%

OF COARSE

FRACTION
RETAINED ON NO.
4 SIEVE CLAYEY GRAVELS, GRAVEL - SAND -

CLAY MIXTURES
FINE

GRAINED
SOILS

SYMBOLSMAJOR DIVISIONS

SOIL CLASSIFICATION CHART
PT
OH
CH
MH
OL
CL
ML

CLEAN SANDS
SC

SILTY SANDS, SAND - SILT

MIXTURES

CLAYEY SANDS, SAND - CLAY

MIXTURES

INORGANIC SILTS AND VERY FINE

SANDS, ROCK FLOUR, SILTY OR

CLAYEY FINE SANDS OR CLAYEY

SILTS WITH SLIGHT PLASTICITY

INORGANIC CLAYS OF LOW TO

MEDIUM PLASTICITY, GRAVELLY

CLAYS, SANDY CLAYS, SILTY CLAYS,

LEAN CLAYS

ORGANIC SILTS AND ORGANIC

SILTY CLAYS OF LOW PLASTICITY

INORGANIC SILTS, MICACEOUS OR

DIATOMACEOUS FINE SAND OR

SILTY SOILS

INORGANIC CLAYS OF HIGH

PLASTICITY

ORGANIC CLAYS OF MEDIUM TO

HIGH PLASTICITY, ORGANIC SILTS

PEAT, HUMUS, SWAMP SOILS WITH

HIGH ORGANIC CONTENTS
SILTS
AND
CLAYS

GRAVELS WITH
FINES
SAND
AND
SANDY

SOILS (LITTLE OR NO FINES)

SANDS WITH
FINES

LIQUID LIMIT
LESS THAN 50

LIQUID LIMIT
GREATER THAN 50

HIGHLY ORGANIC SOILS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS GRAVEL
AND

GRAVELLY
SOILS
(APPRECIABLE

AMOUNT OF FINES)
(APPRECIABLE

AMOUNT OF FINES)
(LITTLE OR NO FINES)

WELL-GRADED SANDS, GRAVELLY

SANDS, LITTLE OR NO FINES
CLEAN

GRAVELS
14 18
18 22
ALLUVIUM: Dark Gray fine
Sandy Clay, some Silt, stiff-very
moist
Gray Brown Clayey fine to medium Sand, trace Iron oxide staining, stiff-very moist
Boring Terminated at 8'
JOB NO.: 19G1
09-3
PROJECT: Veterans Park
LOCATION: Carlsbad, California
BORIN
G NO.

I-1
PLATE B-1
DRILLING DATE:
7/16/20
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Daryl Kas

FIELD RESULTS
POCKET PEN.
(TSF)

LABORATORY RESULTS
COMMENTSSURFACE ELEVATION:

MSL

DRY DENSITY
(PCF)
DEPTH
(FEET)

MOISTURE
CONTENT (%)
LIQUID
LIMIT

PLASTIC
LIMIT
SAMPLE

BLOW COUN
T
WATER DEPTH:

Dry
CAVE DEPTH: ---
READING TAKEN: At Completion

ORGANIC
CONTENT (%)
5 GRAPHIC LOG

PASSING
#2
00 SIEVE (%)
TEST

BORING LOG

DESCRIPTION
TBL 19G109-3.GPJ SOCALGEO.GDT 8/7/20
19 23
13 21

SANTIAGO FORMATION
(Tsa): Light Gray to G
ray Clayey
Siltstone interbedded with fine Sandy Siltstone,
weakly-cemented, friable, stiff to medium dense-moist to very moist
Light Gray Silty fine to medium-grained Sandstone,
weakly-cemented, friable, medium dense-very moist to wet Boring Terminated at 8'
JOB NO.: 19G1
09-3
PROJECT: Veterans Park
LOCATION: Carlsbad, California
BORIN
G NO.

I-2
PLATE B-2
DRILLING DATE:
7/16/20
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Daryl Kas

FIELD RESULTS
POCKET PEN.
(TSF)

LABORATORY RESULTS
COMMENTSSURFACE ELEVATION:

MSL

DRY DENSITY
(PCF)
DEPTH
(FEET)

MOISTURE
CONTENT (%)
LIQUID
LIMIT

PLASTIC
LIMIT
SAMPLE

BLOW COUN
T
WATER DEPTH:

Dry
CAVE DEPTH: ---
READING TAKEN: At Completion

ORGANIC
CONTENT (%)
5 GRAPHIC LOG

PASSING
#2
00 SIEVE (%)
TEST

BORING LOG

DESCRIPTION
TBL 19G109-3.GPJ SOCALGEO.GDT 8/7/20
9 28
21 18

COLLUVIUM (Q
c): Dark Gray fine
Sandy Clay, some Silt,
mottled, medium stiff-very moist
SANTIAGO FORMATION (Tsa): Light Gray to G
ray
fine-grained Sandy Siltstone, trace medium sand,
weakly-cemented, friable, Iron oxide staining, medium
dense-very moist
Boring Terminated at 8'
JOB NO.: 19G1
09-3
PROJECT: Veterans Park
LOCATION: Carlsbad, California
BORIN
G NO.

I-3
PLATE B-3
DRILLING DATE:
7/16/20
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Daryl Kas

FIELD RESULTS
POCKET PEN.
(TSF)

LABORATORY RESULTS
COMMENTSSURFACE ELEVATION:

MSL

DRY DENSITY
(PCF)
DEPTH
(FEET)

MOISTURE
CONTENT (%)
LIQUID
LIMIT

PLASTIC
LIMIT
SAMPLE

BLOW COUN
T
WATER DEPTH:

Dry
CAVE DEPTH: ---
READING TAKEN: At Completion

ORGANIC
CONTENT (%)
5 GRAPHIC LOG

PASSING
#2
00 SIEVE (%)
TEST

BORING LOG

DESCRIPTION
TBL 19G109-3.GPJ SOCALGEO.GDT 8/7/20

INFILTRATION CALCULATIONS
Project Name
Project Location
Project Number
Engineer
Test Hole Radius 4 (in)
Test Depth 8.0 (ft)
Infiltration Test Hole I-1
Interval
Number
Time
Time
Interval
(min)
Water
Depth (ft)
Change in
Water
Level (ft)
Average
Head
Height (ft)
Infiltration
Rate Q
(in/hr)
Initial 9:18 AM 5.72
Final 9:48 AM 5.72
Initial 9:48 AM 5.72
Final 10:18 AM 5.72
Initial 10:18 AM 5.72
Final 10:48 AM 5.72
Initial 10:48 AM 5.72
Final 11:18 AM 5.72
Initial 11:18 AM 5.72
Final 11:48 AM 5.72
Initial 11:48 AM 5.72
Final 12:18 PM 5.72
Initial 12:18 PM 5.72
Final 12:48 PM 5.72
Initial 12:48 PM 5.72
Final 1:18 PM 5.72
Initial 1:18 PM 5.72
Final 1:48 PM 5.72
Initial 1:48 PM 5.72
Final 2:18 PM 5.72
Initial 2:18 PM 5.72
Final 2:48 PM 5.72
Initial 2:48 PM 5.72
Final 3:18 PM 5.72
Per County Standards, Infiltration Rate calculated as follows:

Where: Q = Infiltration Rate (in inches per hour)
∆H = Change in Height (Water Level) over the time interval r = Test Hole (Borehole) Radius
∆t = Time Interval
Havg = Average Head Height over the time interval
12 30.0 0.00 2.28 0.00
10 30.0 0.00 2.28 0.00
11 30.0 0.00 2.28 0.00
8 30.0 0.00 2.28 0.00
9 30.0 0.00 2.28 0.00
6 30.0 0.00 2.28 0.00
7 30.0 0.00 2.28 0.00
4 30.0 0.00 2.28 0.00
5 30.0 0.00 2.28 0.00
2 30.0 0.00 2.28 0.00
3 30.0 0.00 2.28 0.00
Infiltration Testing
Proposed Veterans Memorial Park
Carlsbad, California
19G109-3
Ryan Bremer
1 30.0 0.00 2.28 0.00
) 2H t(r
H(60r)Q
avg 

19G109-3 Infil Rate Calcs.xls

INFILTRATION CALCULATIONS
Project Name
Project Location
Project Number
Engineer
Test Hole Radius 4 (in)
Test Depth 8.0 (ft)
Infiltration Test Hole I-2
Interval
Number
Time
Time
Interval
(min)
Water
Depth (ft)
Change in
Water
Level (ft)
Average
Head
Height (ft)
Infiltration
Rate Q
(in/hr)
Initial 9:11 AM 5.51
Final 9:41 AM 5.51
Initial 9:41 AM 5.51
Final 10:11 AM 5.52
Initial 10:11 AM 5.52
Final 10:41 AM 5.54
Initial 10:41 AM 5.54
Final 11:11 AM 5.55
Initial 11:11 AM 5.55
Final 11:41 AM 5.55
Initial 11:41 AM 5.55
Final 12:11 PM 5.55
Initial 12:11 PM 5.55
Final 12:41 PM 5.56
Initial 12:41 PM 5.56
Final 1:11 PM 5.56
Initial 1:11 PM 5.56
Final 1:41 PM 5.57
Initial 1:41 PM 5.57
Final 2:11 PM 5.57
Initial 2:11 PM 5.57
Final 2:41 PM 5.58
Initial 2:41 PM 5.58
Final 3:11 PM 5.58
Per County Standards, Infiltration Rate calculated as follows:

0.02 3 30.0 0.02 2.47
7 30.0 0.01 2.45 0.02
1 30.0 0.00 2.49 0.00
5 30.0 0.00 2.45 0.00
Proposed Veterans Memorial Park
Carlsbad, California
19G109-3
Ryan Bremer
Infiltration Testing
2 30.0 0.01 2.49

0.03 ) 2H t(r
H(60r)Q
avg 

19G109-3 Infil Rate Calcs.xls

INFILTRATION CALCULATIONS
Project Name
Project Location
Project Number
Engineer
Test Hole Radius 4 (in)
Test Depth 8.0 (ft)
Infiltration Test Hole I-3
Interval
Number
Time
Time
Interval
(min)
Water
Depth (ft)
Change in
Water
Level (ft)
Average
Head
Height (ft)
Infiltration
Rate Q
(in/hr)
Initial 9:25 AM 5.22
Final 9:55 AM 5.23
Initial 9:55 AM 5.23
Final 10:25 AM 5.25
Initial 10:25 AM 5.25
Final 10:55 AM 5.28
Initial 10:55 AM 5.28
Final 11:25 AM 5.32
Initial 11:25 AM 5.32
Final 11:55 AM 5.35
Initial 11:55 AM 5.35
Final 12:25 PM 5.37
Initial 12:25 PM 5.37
Final 12:55 PM 5.40
Initial 12:55 PM 5.40
Final 1:25 PM 5.42
Initial 1:25 PM 5.42
Final 1:55 PM 5.44
Initial 1:55 PM 5.44
Final 2:25 PM 5.46
Initial 2:25 PM 5.46
Final 2:55 PM 5.48
Initial 2:55 PM 5.48
Final 3:25 PM 5.50
Per County Standards, Infiltration Rate calculated as follows:

0.03 3 30.0 0.03 2.74
7 30.0 0.03 2.62 0.04
1 30.0 0.01 2.78 0.01
5 30.0 0.03 2.67 0.04
Proposed Veterans Memorial Park
Carlsbad, California
19G109-3
Ryan Bremer
Infiltration Testing
2 30.0 0.02 2.76

0.04 ) 2H t(r
H(60r)Q
avg 

19G109-3 Infil Rate Calcs.xls
Sample Description I-1 @ 6½ to 8 feet
Soil Classification Gray Brown Clayey fine to medium Sand Veteran's Park
Carlsbad, CA
Project No. 19G109-3
PLATE C- 1
0 10
20 30
40 50
60 70
80 90
100

0.0010.010.1110100
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200

Sample Description I-2 @ 6½ to 8 feet
Soil Classification Light Gray Silty fine to medium grained Sandstone Veteran's Park
Carlsbad, CA
Project No. 19G109-3
PLATE C- 2
0 10
20 30
40 50
60 70
80 90
100

Sample Description I-3 @ 6½ to 8 feet
Soil Classification Light Gray to Gray fine grained Siltstone, trace medium Sand Veteran's Park
Carlsbad, CA
Project No. 19G109-3
PLATE C- 3
0 10
20 30
40 50
60 70
80 90
100

Initial Study/Mitigated Negative Declaration
Responses to Comments

Veterans Memorial Park Project

Final Initial Study/Mitigated Negative Declaration
With Responses to Comments and Errata

Project Number:

Planning Division Project Numbers: CUP 2021-0014, CDP 2021- 0052, HDP 2021-0003, HMP 2021-0006 (PUB 2019-0012)
Capital Improvement Project Number: CIP 4609
Prepared for City of Carlsbad
Parks & Recreation Department
799 Pine Avenue, Suite 200
Carlsbad, California 92008-2428
Contact: Barbara Kennedy

Prepared by Psomas
5 Hutton Centre Drive, Suite 300
Santa Ana, California 92707
June 2022
Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx i Table of Contents

TABLE OF CONTENTS
Section Page
Section 1.0 Responses to Comments on the Initial Study/Mitigated Negative Declaration for the Veterans Memorial Park Project ........................................ 1 Section 2.0 Errata (Clarifications and Revisions)............................................................... 49

APPENDICES

Appendix
I Vehicle Miles Traveled (VMT) Assessment Memorandum
Updated on June 1, 2022
with Minor Typographical Updates
J Updated Multi-Modal Level of Service Analysis
Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 1 Responses to Comments SECTION 1.0

RESPONSES TO COMMENTS ON THE

INITIAL STUDY/MITIGATED NEGATIVE DECLARATION FOR THE

VETERANS MEMORIAL PARK PROJECT
Pursuant to the California Environmental Quality Act (CEQA), the potential environmental effects of the proposed Veterans Memorial Park Project (Project) have been analyzed in an Initial Study/Mitigated Negative Declaration (IS/MND) dated March 2022. The IS/MND was subject to a 30-day public review period which began on March 11, 2022, and ended on April 11, 2022. The City distributed a Notice of Intent (NOI) to adopt an MND along with the IS.

Eight letters were received during the public review period from the following individuals, groups, and agencies.

Rincon Band of Luiseño Indians;
North County Advocates;, signed by Howard Krausz, MD;
Preserve Calavera;
Sierra Club San Diego Chapter, signed by George Courser and Barbara Collins; California Department of Fish and Wildlife;
Diane Nygaard;
Sierra Club, signed by David Grubb; and
Steve Linke.

CEQA Guidelines Section 15074(b) states that prior to approving a project, the lead agency must consider the proposed IS/MND together with any comments received during the public review process. Written responses to comments are not required; however, the City of Carlsbad, as lead agency, has prepared a written response to the comments received for consideration by the Planning Commission and/or City Council. The comment letter, followed by the Citys response, are attached. The number provided in the right margin of the comment letters corresponds to the response to the comment.

Based on the evaluation in the IS/MND and the comment received, the City has determined that all potential impacts associated with the Project are less than significant with incorporation of identified mitigation measures (MMs). A Mitigation Monitoring Program has also been prepared and will be implemented for the Project. Therefore, the City of Carlsbad has determined that a Mitigated Negative Declaration in accordance with CEQA is the appropriate environmental document for the Project.

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 2 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 3 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 4 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 5 Responses to Comments Response to Comment Letter A
Response 1 . The Rincon Band of Luiseño Indians commented on the mitigation measures provided for Tribal Cultural resources. The comment and request is to specifically include the Rincon Band in the mitigation measures. The City appreciates the Rincon Band providing review and comment of the proposed mitigation measures contained in the Draft IS/MND. However, the City respectfully disagrees with the suggested revisions as the mitigation measure is already inclusive of other Luiseño tribes. As such, no revisions to the Draft IS/MND are necessary.

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 6 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 7 Responses to Comments Response to Comment Letter B.

Response 1. The commenter asks why it is necessary for the Project to incorporate 3.36 acres of the existing 43.37 acres of Hardline area within the Project site. This area, which consists of weedy, non-native vegetation, is proposed to be utilized as a part of the bike park. In exchange, the Project would add 12.86 acres of coastal sage scrub within the Project site to the HMP Hardline, which would result in a net increase of 9.50 acres of Hardline area to the Citys HMPs preserve.

Response 2. The commenter asks if only a portion of the Project could be built now, and a few acres reserved for future residential development within the Project site in exchange for that future developer building a park elsewhere in the City. The comment is noted. Implementation of the Project would not preclude the development of other parks at other locations in the City.

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 8 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 9 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 10 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 11 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 12 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 13 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 14 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 15 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 16 Responses to Comments Response to Comment Letter C
Response 1. This comment asks why the Project is no longer being developed in two phases.

There have been no plans to develop the Project in two phases. Due to the grading required to accommodate the Project, it is most efficient to grade the Project site all at one time to minimize the quantities of import and/or export of soil to the site. Likewise, there has been no (city) conclusion that two phases of construction would have less impact on the hardline preserve, nor that park acres would be reallocated to other quadrants after an initial phase of construction was completed.

Response 2. The comment asks why the trail through the 3.1 acre mitigation area for Poinsettia 61 (P 61) was not analyzed. The P 61 mitigation site was located on either side of the pre-existing, unauthorized trail in anticipation of a future trail as part of the citys Trails Master Plan. Impacts associated with the ongoing use and operation of the existing trail adjacent to the P 61 mitigation areas was evaluated as part of the Veterans Memorial Park Project. The mitigation areas will be protected from trail users with fencing on either side of the trail.

Response 3 . This comment addresses Project impacts to wildlife movement, and notes that historic mowing on the Project site has changed the habitat and species occurring on the Project site from what previously occurred there. As required by CEQA, the Projects Initial Study has evaluated the impacts of the Project to the existing environment that exists at the time that the environmental analysis began. In response to threshold (d) in Section IV, Biological Resources, of the Initial Study, a summary of impacts to wildlife movement is provided. A more detailed evaluation of wildlife movement is provided in Section 3.5 and 6.4 of the Biological Technical Report, which is provided as Appendix B to the Initial Study. Note that the development of Veterans Memorial Park was anticipated during the development of the HMP, and the adjacent Macario Canyon/Veterans Memorial Park preserve to the east was specifically set aside and protected for wildlife movement in anticipation of park installation.

Response 4. The comment states that the Projects proposed mitigation ratio for wetland impacts may not be sufficient and that the HMP requires 3:1 mitigation. The HMP does not require specific mitigation ratios for Group A habitats, which includes wetlands; rather, HMP Table 11 states that impacts to Group A habitats are subject to review under Section 404 of the federal Clean Water Act or Section 1600 of the California Fish and Game Code. The comment also states that the Initial Study must include a mechanism to ensure that the North County Habitat Bank (NCHB) continues to achieve performance standards in perpetuity. That is a requirement of any mitigation bank, including the NCHB. The NCHB is currently a hardline preserve under long-term management by Center for Natural Lands Management, and management is funded through a non-wasting endowment, which will provide funding in perpetuity.

Response 5. The comment states that edge effects to habitat will occur from off-leash dogs and off-trail use of trails, and requests additional analysis and mitigation measures related to these topics. MM BIO-6 requires that dogs be leashed at all times when at the park, as well as fencing and signage to deter trespass by people and their pets into areas outside of the park. The Project does not deter the City from taking other approaches, such as increased patrols and/or other corrective actions, to encourage park/trail users to stay out of native habitat areas and to keep their dogs on leash.

Response 6. The comment suggests that an open space management plan (long-term preserve management plan) may need to be modified to account for the Project. The preserve management plan for city-owned preserves was updated in October 2021, and will be updated every five years to account for changes to site conditions and threats. All preserves in the city Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 17 Responses to Comments operate under the principal of adaptive management, in which management and monitoring strategies change as necessary when conditions change. Implementation of the park would not preclude additional patrols, fencing, public outreach, etc. as necessary.

Response 7. This comment asks why a Conditional Use Permit (CUP) is needed for the Project, and what conditions would be required as part of the CUP. A CUP is required to allow for a Public Park in the Open Space Zone for consistency with Carlsbad Municipal Code 21.42.140.

Response 8. This comment states that the inaccurate vehicle miles traveled (VMT) analysis will result in faulty Transportation, Air Quality, Energy and GHG analysis. The VMT analysis was performed consistent with the state of the practice for VMT analysis and per the City of Carlsbads VMT Analysis Guidelines, September 2020 and OPR Technical Advisory. Responses to comments 9-12 provide additional information.

Response 9. This comment states that the new park will induce VMT in the present by creating new trips and the park will induce VMT from future housing projects.

The future residents of housing projects are expected to follow the same trip patterns as existing residents, and therefore the VMT conclusion for the future development will be consistent with the results of this study.

As discussed within the City of Carlsbad VMT guidelines (Appendix B, page B-2), public facility uses that support housing, such as neighborhood retail, schools, parks, typically do not create new trips, they redirect trips that were already being made. By way of explanation, a household produces an average number of trips per day for various purposes, one of those purposes is recreation. Adding a park will not increase the average number of trips made per day (since time is constrained), rather, the household will choose where to make those trips, and that may change based on a new facility. For example, if the household currently makes their recreation trips to a skate park, but the new park offers bike amenities, they may choose to go to the new park to try a new hobby. If that new park is closer than the skate park, their VMT would be reduced. If it is farther away, their VMT would increase. The VMT analysis evaluates the average change in distance to park uses for City residents with the addition of the proposed project.

The VMT analysis evaluates how the proposed project will affect average daily recreation trips (and VMT) within the city and region due to the proposed project. As described on Page 12 of the VMT Assessment Technical Memorandum, to present a worst-case scenario evaluation of average daily VMT, the analysis includes VMT generated by regional users and curious users that travel to the new park because it is new and different (these could be characterized as induced users).

The assumptions regarding park user characteristics for the proposed project is based on evidence from big data sources at four similar regional parks that include similar amenities in the San Diego region. Big data provides anonymous cell phone location-based data for actual users of the similar parks within the San Diego region. Since the bike park amenity is unique (and the other amenities are available at other parks in the area), the bike park amenity was the focus of the big data review to determine if the bike park amenity creates substantial regional use. Big data represented that Bike Park component of the Veterans Memorial Park will not attract as much regional users as expected. Looking at three other existing bike parks in the region, it was concluded that the average travel length of park users is 12 miles. Less than 5% of users may drive more than 50 miles to get to bike parks.

Response 10. This comment states that the proposed project is incorrectly defined as a regional facility and that is critical to the assumption of reduced trip length.

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 18 Responses to Comments The VMT analysis identifies that the majority of the proposed park users are expected to be City residents. The park is intended to serve the entire City and the location of the park is central to the City. Based on geolocation analysis, the park is located closer to more residents in each quadrant of the City than parks located on one end of the Citys boundary. Additionally, since the park provides some amenities (i.e. the bike park) that are not offered in other City parks, it will result in Carlsbad residents who used to drive outside the City to seek out those amenities having a closer option.

In addition, even though the analysis indicated that even parks with unique amenities draw most of their visitors from nearby, the analysis conservatively estimates that the proposed park could attract users from the whole region because of unique amenities. To present evidence regarding the VMT generated by users seeking the unique amenities of the park, a detailed geospatial analysis was performed for the City residents and residents outside of the City within a 12-mile buffer of the project to determine the travel distance of these users to bike parks versus the Veterans Memorial Park. Besides the travel distance estimation to bike parks with and without the project, the actual travel distance of park users to four sample parks were obtained from a big data source to understand typical average travel distances of park users.

Response 11 . The comment indicates that three of the four comparison parks are not comparable, and the fourth is questionable.

Various factors were considered to select the four comparison parks such as unique facilities and amenities, size, family-oriented amenities, and location. Therefore, only parks in the San Diego region were selected for comparison purposes. Most of the amenities at the proposed project are typical park amenities that are offered at neighborhood parks. If the proposed project were constructed with only typical park amenities, it would be considered completely locally serving and additional VMT analysis would not be necessary. Since the proposed project includes a unique use (bike park amenity), it is necessary to determine if the bike park amenity would attract regional trips or longer distance trips. Therefore, all available bike parks in the region (three) were selected because they offer the bicycle park amenity. For additional information and to confirm the trip characteristics due to the other types of park amenities, a fourth park of comparable size and similar type of amenities was selected. In addition, the fourth park is in closest proximity to the proposed project and provides information about how the location affects trip characteristics.

Please note that the tables included in the appendices are organized by census tracts but were mislabeled originally as zip codes. These tables include all census tracts within the City of Carlsbad as well as census tracts outside the city within 12 miles of Veterans Memorial Park.

Round trip length column in the tables represent the round-trip driving distance from the centroid of each census tract to the three similar bike parks and the comparative distance to the proposed project location. Travel distances are estimated by geospatial analysis and are not travel distances of actual trips that were made.

Response 12. The comment suggests that special event VMT analysis should be considered.

The VMT analysis is performed for an average weekday as required by the Citys VMT Guidelines.

Special events occur infrequently as compared to daily use of the park. In addition, weekend analysis beyond what is typically analyzed has been provided in the VMT Assessment.

Park trip generation has been estimated for the project based on our and the Citys experience with other park projects, taking into account the various proposed features such as hiking trails, open fields, playgrounds, etc. The bike park was called out and quantified separately because it is a specialty use.

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 19 Responses to Comments Per the citys Transportation Impact Analysis Guidelines, the analyses were based the peak hour of the adjacent roadway network which may differ from the peak period(s) of the project site. The comment is correct that the peak use is not accounted for, but that is by design. It is generally understood that during peak events, traffic and/or parking conditions will be less optimal than during typical operating conditions.

Response 13. This comment is not on an environmental topic under CEQA, and as such does not raise any significant environmental issue. The city contracted with a firm to prepare VMT analysis for this city proposed project consistent with its VMT guidelines.

Response 14. This comment states that there is no justification for not using the model specified in the VMT policy.

As described in the City VMT Guidelines, the use of the San Diego Association of Governments (SANDAG) model is not required for VMT calculations. Also, as described in the OPR technical advisory: Travel demand models, sketch models, spreadsheet models, research, and data can all be used to calculate and estimate VMT...; therefore, different types of models could be used for the VMT estimation.

The SANDAG travel demand model is a regional model that provides planning level travel behavior information for typical/standardized land uses. The model is calibrated to household travel behavior, daily roadway counts, and transit ridership information, it is not calibrated or validated for unique land use types or projects that generate a relatively small amount of daily traffic (as described in the SANDAG model validation reports). The SANDAG model includes generic park land uses that are not well defined and rely on generic trip generation from national data sources.

The SANDAG model is a simulation model, each individual model run (with identical inputs) produces different results. The difference in results is known as model noise. SANDAG performs sensitivity tests to determine how different various metric results with identical inputs are.

Currently, SANDAG and the Institute of Traffic Engineers San Diego Task Force has identified that project generating less than 2,400 daily trips do not need to perform model runs because they are within the model noise. Based on the average trip length (for all trips) within the San Diego Region of 7 miles, 2,400 daily trips can be converted to approximately 17,000 VMT. Using the SANDAG model for a unique project, that doesnt generate above 2,400 daily trips and uses the total VMT metric may result in a total VMT that is within the model noise. The proposed project is expected to generate 447 weekday round trips (894 trip ends) and change VMT by approximately 3,000 to 7,500 daily VMT, which is well within the model noise. State of the practice for determining travel characteristics of proposed land uses is to collect data for similar land uses. For typical/standard land uses it is common practice to use standardized information from a travel demand model, trip generation manual, etc. since the travel characteristics are well understood and have been shown to be consistent across geographies.

For unique land uses, the state of the practice is to collect land use specific information if available.

In the proposed projects case, big data was used to understand the travel characteristics of the unique bike park amenities of the proposed project. As mentioned, the other amenities provided at the project are typical locally serving park amenities.

Consistent with the Citys VMT Guidelines, a project specific sketch model was used to evaluate the change in regional VMT due to the proposed project. The sketch model considers actual travel behavior information for similar parks and the proximity of Carlsbad residents to existing parks versus the proposed project.

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 20 Responses to Comments Response 15. The comment states that the unique characteristics of the park would generate new trips for both residents of the city and non-residents.

The projects users were classified into three categories including general park users, bike park users, and curious users. Curious users that are brand new park trips may slightly increase regional VMT; however, given that this sub-group is expected to be small, the increase in VMT would be offset by the reduction in VMT due to general park users and bike park users. User attractions due to the park views and park unique components are accounted for in the Curious User category.

The VMT analysis of the project is done conservatively and presents a worst case scenario analysis (which overstates VMT estimates). The analysis does not account for users that will walk/bike to the park (all visitors are assumed to drive). In addition, the park location is already being used for picnicking, enjoying nature, etc.; however, a trip reduction was not assumed for existing users of the park.

Response 16. The comment suggests that special event VMT analysis should be considered.

Please see response to comment 12 of this Letter.

Response 17. The comment states that the City should be setting the example for the best way to design projects to reduce VMT and GHG.

The comment provides an opinion on the design of city projects and is noted.

Response 18. This comment states that the Project could potentially result in cumulative impacts related to greenhouse gas (GHG) emissions. As described in Table 8 of the IS/MND, the Project would result in a net reduction in GHG emissions by meeting the demand for recreational uses local to nearby communities thus minimizing vehicle travel and associated GHG emissions to recreational resources located further away; therefore, the Project is not considered to have cumulatively considerable impacts related to GHG emissions.

Response 19. The comment points out a typographical error in the number of parking spaces discussed in the Biological Technical Report. The correct number of parking spaces is described on page 3 of the Initial Study.

Response 20. The comment states that the Transportation Impact Study (TIS) is referenced in the IS/MND but has not been provided. In response the city provided a copy of the projects Transportation Impact Study to the commenter. The TIS is required by the city to assess non- CEQA transportation effects and ensure orderly development, public safety, adequate infrastructure, and consistency with the General Plan.

Response 21 . Park trip generation has been estimated for the project based on our and the Citys experience with other park projects, taking into account the various proposed features such as hiking trails, open fields, playgrounds, etc. The bike park was called out and quantified separately because it is a specialty use.

Although approximately 38.8 acres of the project site would be graded, only approximately 14.5- acres of the Project site would contain functional park amenities.

Using the 50 trips per acre from the SANDAG guide for the 14.5 functional park acres and the 5 trips per acre for a county park (undeveloped) from the SANDAG guide for the remaining 33.5 acres results in 893 daily trips.

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 21 Responses to Comments The 838 daily trips from the Transportation Impact Study was instead calculated based on the projected number of weekday users based on the park uses to be provided. Vehicle occupancy is accounted for in the trip generation rates, and the daily trips were then estimated using information from the SANDAG Guide.

Response 22 . The comment states that details of the multi-modal level of service (MMLOS) analysis are not provided in the IS/MND and that some of the street segments/intersections are exempt from analysis. The TIS has been provided for reference which includes the requested details of the MMLOS analysis. The exempt roadways facilities described in the IS/MND document are not exempt from meeting the citys MMLOS standards but are exempt from the vehicle LOS standards as approved by City Council.

Response 23 . The comment states alternative modes of transportation are inaccurately evaluated in the TIS. This comment is referring to non-CEQA related analysis from the TIS which was not included in the IS/MND document as is not required for CEQA purposes. However it should be noted that the Transit LOS analysis has been updated in the TIS based on the headways and route characteristics provided in the latest North County Transit District (NCTD) scheduling data and is provided as an attachment to this Final IS/MND. The revised Transit LOS with the addition of benches will continue to result in an acceptable Transit LOS A once the bench amenity is added to each stop using the Citys established methodology, consistent with the prior findings.

Response 24. The comment states that the project will require additional actions to reduce the impacts by improving alternative transportation and reducing the need for auto trips. The project will be required to implement TSM/TDM mitigation consistent with General Plan Mobility Element Polices 3-P.9 and 3-P.11 to help reduce the need for single occupancy vehicle trips and encourage the use of alternative modes of transportation.

Response 25. The comment asked what is the projected mode split to access the site and how is that related to design features. Mode split is not part of required analysis, and it is unknown what percentage of trips to/from the park will be via bike, walking, or transit. The parking demand was calculated based on the anticipated demand assuming a worst-case scenario that all trips would be made via vehicle. Parking demand by time of day was collected for nearby park sites and was used to estimate peak parking demand for the proposed project.

Response 26. See response to #24 above.

Response 27. The comment suggests that the IS/MND, TIS, and VMT analyses be revised. This comment is noted; however, none of the comments raise a significant environmental issue and require amendments to these analyses for the reasons stated in this response to comments document.

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 22 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 23 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 24 Responses to Comments Response to Comment Letter D
Response 1 . The comment states that there is substantial evidence that the park will create much greater Vehicle Miles Traveled (VMT) than the report concluded, but no evidence was presented. VMT analysis is performed using the best available data and evidence in accordance with City VMT Guidelines, OPR Technical Advisory guidance, and the state of the practice.

Responses provided for questions 2 and 3 provide further information about the analysis performed for the proposed project.

Response 2. This comment states that not enough data and facts are provided to justify why the SANDAG travel demand model was not being used for this project. Please see response to comment 14 in Letter C.

Response 3. This comment states that it is not reasonable to assume that most visitors driving to the park will be users that currently go to other parks and live nearby. Please see responses to comments 9, 10, and 15 in Letter C.

Response 4. This comment is not on an environmental topic under CEQA, and as such does not raise any significant environmental issue. The city contracted with a firm to prepare VMT analysis for this city proposed project consistent with its VMT guidelines.

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 25 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 26 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 27 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 28 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 29 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 30 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 31 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 32 Responses to Comments Response to Comment Letter E
Response 1. This comment suggests the addition of a white-tailed kite mitigation measure to further reduce harm to this species. As requested, this measure has been added as MM BIO-9 to the Mitigation Monitoring and Reporting Program (MMRP) for the Project, with minor edits. MM BIO-9 reads as follows:
MM BIO-9 : For each year in which Project activities commence between February 1 and September 15, a focused survey for white-tailed kite nests within the Project site and within 500- feet of the Project site will be conducted by a qualified biologist no greater than 15 days prior to the start of construction work (including clearing and grubbing). If white-tailed kites are found, the qualified biologist shall develop a species-specific avoidance plan for CDFW review and approval.

Any measures approved in the avoidance plan will be implemented prior to the start of any ground- disturbing activities. If no active nests are found during the focused survey, nothing further will be required. If active nests are found during the focused survey, Project personnel shall immediately notify CDFW and establish a minimum 500 no-work buffer zone until the qualified biologist determines, and CDFW confirms, that all chicks have fledged and are no longer reliant on the nest site. If a lapse in Project-related activities of 14 days or longer occurs, another focused survey is required before Project activities can be reinitiated. Response 2 . This comment suggests the addition of pre-construction bat surveys to further reduce harm to bat species. As requested, MM BIO-5(d) has been amended in the MMRP for the Project to account for these requested clarifications. MM BIO-5(d): A qualified biologist with expertise and experience conducting bat surveys shall be retained by the City as a Designated Bat Biologist. A bat survey will be conducted within the Project site to identify potential habitat that could provide daytime and/or nighttime roost sites, and any maternity roosts, especially within trees within the Project area. The survey shall occur during the roosting season (approximately March-September) using acoustic technology and emergence counts. Also, no more than 30 days prior to vegetation removal, the Designated Bat Biologist will conduct a pre-construction bat survey within all trees or structures that provide suitable bat roosting habitat within the Project site. If a maternity roost is determined to be present within a tree to be removed, a 300-foot no work buffer shall be placed around the roost and no work shall occur within the buffer until after the roosting season is over. Work may proceed after a qualified biologist is able to verify that the roost is no longer active. Response 3 . This comment requests clarification regarding MM BIO-5(c) , which addresses exotic species. MM BIO-5 has been modified to delete the text in question.

Response 4. This comment notes that any special status species and natural communities to the California Natural Diversity Database (CNDDB). This comment is noted, and applicable environmental data has been previously transmitted as required.

Response 5. This comment states that an environmental filing fee will be required for the Project.

This comment is noted, and the filing fee will be paid by the City after Project approval when the Notice of Determination (NOD) is filed.

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 33 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 34 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 35 Responses to Comments Response to Comment Letter F
Response 1 . This comment is an introduction to and summary of the comments that follow, which are responded to in detail below. It relates to a faulty VMT analysis and gross errors in the TIA and lack of meaningful TDM. The VMT analysis was performed consistent with the state of the practice for VMT analysis and per the City of Carlsbads VMT Analysis Guidelines, September 2020 and OPR Technical Advisory. Responses to comments 2, 3, and 5 provide additional information.

Response 2. This comment states that not enough evidence is provided that warrants developing a unique model instead of using the SANDAG travel demand model. Please see response to comment 14 in Letter C.

Response 3 . This comment states that no substantial evidence is provided in support of the unique model developed for this project. Please see response to comment 14 in Letter C.

Response 4 . Although approximately 38.8 acres of the project site would be graded, only approximately 14.5-acres of the Project site would contain functional park amenities.Using the 50 trips per acre from the SANDAG guide for the 14.5 functional park acres and the 5 trips per acre for a county park (undeveloped) from the SANDAG guide for the remaining 33.5 acres results in 893 daily trips. The 838 daily trips from the TIS was instead calculated based on the projected number of weekday users based on the park uses to be provided. Vehicle occupancy is accounted for in the trip generation rates, and the daily trips were then estimated using information from the SANDAG Guide.

Response 5. This comment relates to the validity of the projects assumption that the majority of park trips are redistributed and have shorter trip lengths. Please see response to comments 9,10, and 15 in Letter C.

Response 6 . The concerns are noted. However, the Citys transit LOS calculation sheet considers transit service during the peak weekday periods. The Transit LOS analysis has been updated based on the headways and route characteristics provided in the latest NCTD scheduling data and is provided as an attachment. When corrected, the Transit LOS with the addition of benches will continue to result in an acceptable Transit LOS A once the bench amenity is added to each stop using the Citys established methodology.

Response 7. Overall, the Project is expected to reduce VMT by providing park amenities closer to existing developments. The park includes design features that will also provide bicycle and pedestrian connections to the adjacent roadways and trails, which may help encourage walking and biking trips.

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 36 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 37 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 38 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 39 Responses to Comments Response to Comment Letter G
Response 1 through 7. Comments are the same as Letter F comments. See Letter F for responses to these comments.

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 40 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 41 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 42 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 43 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 44 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 45 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 46 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 47 Responses to Comments

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 48 Responses to Comments Response to Comment Letter H
Response 1. This comment is not on an environmental topic under CEQA, and as such does not raise any significant environmental issue. The city contracted with a firm to prepare VMT analysis for this city proposed project consistent with its VMT guidelines.

Response 2. The comment represents the commentors opinion regarding the purpose of the park. Please see response to comment 10 in Letter C.

Response 3. This comment questions why the majority of trips to this regional-serving park will be redistributed trips. Please see response to comments 11 and 15 in Letter C.

Response 4. The Transit LOS analysis has been updated based on the headways and route characteristics provided in the latest NCTD scheduling data and is provided as an attachment.

When corrected, the Transit LOS with the addition of benches will continue to result in an acceptable Transit LOS A once the bench amenity is added to each stop using the Citys established methodology.

Response 5. The TIS does state that an eastbound right turn lane on Cannon Road is warranted.

However, as discussed in the TIS, the existing de-facto right turn lane (the dashed bike lane area approaching the intersection) is considered to be sufficient. Further, the LOS results show that with this de-facto lane, operations are sufficient at the intersection. Northbound Faraday Avenue already includes an exclusive left turn lane and a shared left-thru-right lane.

Response 6. This comment is not on an environmental topic under CEQA, and as such does not raise any significant environmental issue. The city contracted with a firm to prepare VMT analysis for this city proposed project consistent with its VMT guidelines.

Response 7. This comment indicates that VMT assumptions that Veterans Memorial Park will generate only 3.6% to 4.9% new trips, and the rest will just be redistributed trips are not correct.

Please see responses to comments 9, 10, 11, and 15 in Letter C.

Response 8. See response to #4 above.

Response 9. See response to #5 above.

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 49 Responses to Comments SECTION 2.0

ERRATA (CLARIFICATIONS AND REVISIONS)
Any corrections to the IS/MND text, tables, and figures generated either from responses to comments or independently by the City of Carlsbad, are stated in this section of the Final IS/MND.

These IS/MND revisions are provided to clarify, refine, and provide supplemental information for the IS/MND. Changes may be corrections or clarifications to the text and tables of the original IS/MND. Other changes to the IS/MND clarify the analysis in the IS/MND based upon the information and concerns raised by comments during the public review period. None of the information contained in these IS/MND revisions constitutes significant new information or changes to the analysis or conclusions of the IS/MND.

The information included in these IS/MND revisions that resulted from the public comment process does not constitute substantial new information that requires recirculation of the IS/MND pursuant to Section 15088.5 of the State CEQA Guidelines.

The modifications contained in the following pages are in the same order as the information appears in the IS/MND. Deleted text is shown as strikeout and new text is underlined. The applicable page numbers from the Draft EIR are also provided where necessary for easy reference.

INTRODUCTORY PAGES
Appendix
Appendix A Air Quality and Greenhouse Gas Modeling Data Appendix B Biological Technical Report
Appendix C Coastal California Gnatcatcher Report
Appendix D Phase I Archaeological and Paleontological Resources Inventory Appendix E Geotechnical Investigation, Infiltration Testing, and Surficial Geologic Mapping Appendix F Phase I Environmental Site Assessment
Appendix G Preliminary Storm Water Quality Management Plan Appendix H Noise Calculations
Appendix I Vehicle Miles Traveled (VMT) Assessment Memorandum Appendix J Updated Multi-Modal Level of Service Analysis SECTION 1
Project Description Page 3
Pedestrian and Bicycle Trails: The Project proposes internal facilities for pedestrians and cyclists, including a system of ADA -compliant access paths to connect the different areas of the park. Existing sidewalks and bike lanes along Faraday Avenue would remain in place and continue to provide pedestrian and bicycle access to the site. An existing multi-use trail located within the Project site would be extended as part of the Project, which is located along the southern and eastern boundaries of the Project site. The trail would be extended along the northeast, northern, and western edges of the Project site to provide a perimeter loop trail and connectivity to existing off-site trails adjacent to the park. The Project would generally maintain the existing public trails within the Project site, which is identified as Segment 8.5 in the Citys Final Trails Master Plan (Carlsbad 2019b). This would include the continued use of the trail that is located adjacent to the Poinsettia 61 (P 61) mitigation area. Improvements to the existing trail would be limited to maintenance only as well as the installation of signage and three-wire fencing along both edges of existing trails to prevent trespass by public users.

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 50 Responses to Comments SECTION 2
Biological Resources Section Page 28
The Coopers hawk ( Accipiter cooperii) (State Watch List; HMP-Covered Species), Swainsons hawk (Buteo swainsoni ), white-tailed kite ( Elanus leucurus ), and loggerhead shrike may occur onsite for nesting. The loss of an active migratory bird nest would be considered a violation of the MBTA and Sections 3503, 3503.5, and 3513 of California Fish and Game Code. The MBTA and California Fish and Game Code prohibits the taking of migratory birds, nests, and eggs. The potential loss of an active nest would be considered adverse but not significant because the impact does not meet the significance criteria identified above. However, implementation of MM BIO-4 has been included, which addresses the time frame in which construction could occur to avoid active nests and includes a requirement to flush birds away from the impact areas to prevent direct impacts to individual animals. In addition, if other construction activities cannot be avoided during the nesting season, the Project shall implement the requirements contained in MM BIO-5 to avoid and/or reduce potential impacts, which include requirements for lighting, Project site cleanliness, and measures to keep pets and exotic species out of the Project site.

Also, MM BIO-9 has been incorporated into the Project, which requires focused surveys for white- tailed kite nests, and avoidance if found. With implementation of MM BIO-4, and MM BIO-5, and MM BIO-9, potentially significant impacts to migratory birds, nests, and eggs would be reduced to a less than significant level.

The remaining special status wildlife species that may occur onsite are roosting bats: pallid bat (Antrozous pallidus) , Townsend's big-eared bat ( Corynorhinus townsendii) , western mastiff bat (Eumops perotis californicus) , hoary bat ( Lasiurus cinereus) , and Yuma myotis ( Myotis yumanensis). During the bat maternity season, bats are known to form colonial maternity roosts where multiple pregnant females give birth to flightless pups and rear the young. Impacts to active maternity roosts are considered potentially significant under CEQA as some roosts can be considered native wildlife nursery sites. Bat species are considered non-game mammals and are afforded protection by State law from take (Fish and Game Code, § 4150). Conflicts with State law resulting from project-related impacts to native bat species are considered significant.

However, MM BIO-5(d) has been included that addresses actions to avoid and/or reduce potential impacts to roosting bat species, including retaining a Designated Bat Biologist for the Project, conducting a survey during the bat roosting season, as well as a preconstruction bat survey required survey for tree roosting bats prior to trees being removed. With implementation of MM BIO-5(d), potentially significant impacts to roosting bats would be reduced to a less than significant level.

Biological Resources Section Page 36
The following wildlife impact avoidance measures shall be implemented during construction of the Project site.
a) Lighting in or adjacent to the preserve shall not be used, except where essential for roadway, facility use, and safety. If nighttime construction lights are necessary, all lighting adjacent to natural habitat shall be shielded and/or directed away from habitat. b) If dead or injured listed species are located, initial notification must be made within three working days, in writing, to the USFWS and CDFW.
c) Exotic species that prey on or displace target species of concern shall be permanently relocated from the site by a qualified biologist to an appropriate open space area to be coordinated with the City.

Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 51 Responses to Comments c) To avoid attracting predators of the target species of concern, the Project site shall be kept as clean of debris as possible. All food-related trash items shall be enclosed in sealed containers and regularly removed from the site. Pets of construction personnel shall not be allowed on the Project site where they may come into contact with any listed species. d) A qualified biologist with expertise and experience conducting bat surveys shall be retained by the City as a Designated Bat Biologist. A bat survey will be conducted within the Project site to identify potential habitat that could provide daytime and/or nighttime roost sites, and any maternity roosts, especially within trees within the Project area. The survey shall occur during the roosting season (approximately March-September) using acoustic technology and emergence counts. Also, no more than 30 days prior to vegetation removal, the Designated Bat Biologist will conduct a pre-construction bat survey within all trees or structures that provide suitable bat roosting habitat within the Project site. If a maternity roost is determined to be present within a tree to be removed, a 300-foot no work buffer shall be placed around the roost and no work shall occur within the buffer until after the roosting season is over. Work may proceed after a qualified biologist is able to verify that the roost is no longer active.

Biological Resources Section Page 38
BIO-9: For each year in which Project activities commence between February 1 and September 15, a focused survey for white-tailed kite nests within the Project site and within 500-feet of the Project site will be conducted by a qualified biologist no greater than 15 days prior to the start of construction work (including clearing and grubbing). If white-tailed kites are found, the qualified biologist shall develop a species-specific avoidance plan for CDFW review and approval. Any measures approved in the avoidance plan will be implemented prior to the start of any ground- disturbing activities. If no active nests are found during the focused survey, nothing further will be required. If active nests are found during the focused survey, Project personnel shall immediately notify CDFW and establish a minimum 500 no-work buffer zone until the qualified biologist determines, and CDFW confirms, that all chicks have fledged and are no longer reliant on the nest site. If a lapse in Project- related activities of 14 days or longer occurs, another focused survey is required before Project activities can be reinitiated.

Land Use and Planning Section Page 73
Growth Management Program
Chapter 21.90 of the Carlsbad Municipal Code contains the Citys Growth Management Program.

To ensure that development does not occur unless facilities and improvements are available, the Growth Management Program requires that the City Council adopt by resolution a citywide facilities and improvements plan. The Citywide Facilities and Improvements Plan was originally adopted in 1986 and has most recently been amended in August 2017 (Carlsbad 2017b).

The Citywide Facilities and Improvements Plan includes an evaluation of the arrangement and number of future housing units in the City and establishes performance standards for public facilities (Carlsbad 2017b). Of most relevance to the Project are the performance standards relating to parks and circulation. The Project is included in the Citywide Facilities and Improvements Plan to help the City achieve an acceptable park performance standard of three acres of community park or special use area per 1,000 population. Therefore, the Project would be consistent with and not inhibit implementation of this aspect of the plan. The Citywide Facilities and Improvements Plan establishes a requirement to maintain Level of Service (LOS) D or better for all modes that are subject to this multi-modal level of service (MMLOS) standard, as identified Veterans Memorial Park Project
R:\Projects\1RJM\010100\ISMND\Veterans-Memorial-Park_Final-ISMND-060822.docx 52 Responses to Comments in Table 3-1 of the General Plan Mobility Element, excluding LOS exempt intersections and streets approved by the City Council. A Transportation Impact Study (TIS) was prepared for the Project as required by the Citys Transportation Impact Analysis Guidelines (2018). Through this analysis, several features were identified to improve the design of the project and ensure project consistency with the Citys transportation, pedestrian, bicycle, and transit policies. The applicant will implement these features, which are outlined in the TIS (Psomas 2021a). Incorporation of these features into the Project ensures that the Project is consistent with the Citys Growth Management Plan, as outlined in the TIS. As the Citys Transportation Impact Analysis Guidelines and the GMP embody the requirements of the City of Carlsbad with regards to the policies addressing the full range of circulation system requirements and improvements (including transit, roadway, bicycle, and pedestrian facilities), the Project would be consistent with these plans and policies. As described in more detail below in subsection XVII of this IS/MND, with implementation of mitigation the Project is consistent with the Citys MMLOS standards for pedestrian, bicycles, and transit. Given the considerations above, the Project would not impair implementation of the Citys Growth Management Program.

SECTION 3

Page 107 ends

Fehr & Peers. 2021 (June 28, Appendix Updated June 1, 2022). Veterans Memorial Park SB 743 Vehicle Miles Traveled (VMT) Assessment. San Diego, CA: Fehr & Peers. 1

1 This updated version of the VMT Assessment is provided Appendix I
Vehicle Miles Traveled (VMT) Assessment Memorandum
Updated on June 1, 2022
with Minor Typographical Updates
555 West Beech Street | Suite 302 | San Diego, CA 92101 | (619) 234-3190 | Fax (619) 702-9345 www.fehrandpeers.com
Memorandum

Date: June 28, 2021, Appendix updated June 1, 2022
To: Barbara Kennedy, Parks Planner, Parks & Recreation Dept., City of Carlsbad From: Mahdie Hasani and Katy Cole, Fehr & Peers
Subject: Veterans Memorial Park SB 743 Vehicle Miles Traveled (VMT) Assessment SD21-0400
This memorandum evaluates VMT for transportation impact purposes of the proposed Veterans Memorial Park ). The VMT analysis was conducted consistent with the methodologies described in the VMT Analysis Guidelines, September 2020.

The project is located southeast of the Agua Hedionda Lagoon and bordered by Faraday Avenue on the west and south, and by Whitman Way in the north, shown in Figure 1. The site is 91.5 acres, of which 48 acres are developable (12 acres is a sensitive habitat that will be preserved). The remainder of the site is within the Macario Canyon/Veterans Park HMP Preserve.

The design intent is a family-oriented park with a variety of multi-generational and inclusive amenities that are incorporated into active and passive recreational elements. Park facilities and trails are interwoven with open space and park elements. The park is physically separated into two distinct areas (north and south) which transition through passive uses and natural open space to a prominent memorial element at the high point of the site (upper terrace).

Features on the north side include:

Plaza/community gathering area with shaded pavilions (150-person capacity) Catering support building/restroom/storage/small office /golf cart parking (1,915 SF) Inclusive playground (19,295 SF)
Family and group picnic areas
Lawn for unstructured activities
Parking lot
Nature-themed playground (21,539 SF)
Passive use areas (gardens for meditation, relaxation, sensory gardens) Veterans Memorial Park VMT Assessment
June 28, 2021, Updated June 1, 2022

Page 2 of 23 ends

Access to the south side of the park is located near the trail underpass at Faraday Avenue. The primary amenities on the south side are:

Four-acre family-oriented bike park
Restroom (965 SF)
Tot lot (6,888 SF)
Outdoor fitness area (14,579 SF)
Outdoor education area (future development)
Parking lot
The circulation routing (non-motorized) combines a variety of options for exploring the park:

Accessible pathways lead from both sides of the park to the upper plateau where a prominent memorial art feature will be located. (passive use with individual seating areas to maximize views)
Rock climb on the north slope
Fitness run on south slope from parking lot to terrace
Multi-use Trail - perimeter loop trail that surrounds the park is part of the citywide trail network and links with other city trails and connects to Twain Avenue.

This memorandum evaluates the effect that the proposed project would have on regional VMT to determine if the project has a significant transportation impact related to VMT. The City of Carlsbad has prepared guidelines for performing VMT analysis. As a regionally serving public facility, Veterans Memorial Park would have a significant VMT impact if the project is expected to cause a net increase in regional VMT compared to the no project condition. Also, it should be noted that most parks are considered locally serving, and would be presumed to have a less than significant impact on VMT; however,
unique park uses, a more detailed VMT evaluation was performed to determine its effect on regional VMT.

In general, park uses tend to redistribute existing park-related trips and do not add many new trips to the roadway network. In addition, for Veterans Memorial Park, we expect that it may reduce some vehicle trips and trip distances since the project is situated in a location that does not currently have many park facilities and some of the similar more unique facilities (such as the bike park) are currently much further away (more than 18 miles) for City residents and other North County residents. People seeking out these unique uses will have a much closer option with the implementation of Veterans Memorial Park.

Veterans Memorial Park VMT Assessment
June 28, 2021, Updated June 1, 2022

Page 4 of 23 ends

Step 1: Project Screening
The first step in performing transportation VMT impact analysis is to compare the project characteristics to the City of Carlsbad
presumed to have a less than significant impact. The screening criteria are detailed in Table 1.

Table 1: Veterans Memorial Park VMT Screening Analysis
Screening
Criteria Analysis Is the Project
Screened?
Small Project A small project is defined in the City of Carlsbad guidelines as generating less than 110 daily trips after applying trip-reduction strategies.

The project-generated trips are greater than 110 daily trips; therefore, the project is not considered a small project.

No
Projects Located
Near Transit
The City of Carlsbad guidelines state that projects proposed within ½ mile of the Carlsbad Village Coaster Station, the Carlsbad Poinsettia Coaster Station, or the Plaza Camino Real transit center would be presumed to have a less than significant VMT impact as long as project features do not otherwise indicate high VMT generation.

The project is farther than ½ mile from each of the listed transit stops and therefore is not located near transit.

No
Local-Serving
Retail
Local-serving retail is defined in the City of Carlsbad guidelines as retail development under 50,000 SF in size; or larger than 50,000 SF development with an approved market primarily serving local uses.

The project is not retail and therefore this screening category does not apply to Veterans Memorial Park.

No
Local-Serving
Public Facility
Local-serving public facilities are defined in the City of Carlsbad guidelines as facilities that serve the local public parks and public schools.

According to the criteria of local-serving public facilities in the City of Carlsbad VMT guidelines, the project is not considered to be local-serving per Section 3.2.4 of the City guidelines. Aspects of the project are locally serving; however, since the project will serve the entire City and offers some unique park characteristics, we have determined that it is not fully locally serving and therefore this does not apply.

No
Affordable
Housing
The project is not a residential development and therefore this screening category does not apply to Veterans Memorial Park.

No
Veterans Memorial Park VMT Assessment
June 28, 2021, Updated June 1, 2022

Page 5 of 23 ends

Screening
Criteria Analysis Is the Project
Screened?
Redevelopment
Project
The City of Carlsbad guidelines state that a redevelopment project can be screened out from
The proposed project is not a redevelopment project; accordingly, the project does not meet the screening criterion.

No
Source: Fehr & Peers, 2021.

As shown in Table 1
VMT analysis is necessary to determine if the project has a VMT transportation significant impact.

Veterans Memorial Park VMT Assessment
June 28, 2021, Updated June 1, 2022

Page 6 of 23 ends

Step 2: VMT Analysis
Since the project does not meet the screening criteria, a VMT analysis is performed consistent VMT Analysis Guidelines.

For regionally serving public facility land uses, an evaluation of the effect that the project has on regional VMT is required as described in Section 3.2.4 and Appendix A of the VMT Analysis Guidelines. The project was evaluated based on the net increase in total regional VMT. As described in the Guidelines: Public facilities that
regional projects and require a model. [Note that a sketch model is appropriate for this project as described below.] Regional projects that result in a net increase in VMT compared to the no project condition would have a significant transportation impact.

The VMT analysis for the project was prepared using a sketch model based on detailed information regarding , their travel characteristics
similar parks in the San Diego Region. Use of the sketch model is more accurate than using a regional travel demand model because the model assumptions are project-specific, and in our experience, the SANDAG Regional Travel Demand Model is not sensitive enough to evaluate projects that generate less than 2,400 daily trips or projects that are unique in nature. This project is a community park that has unique recreational opportunities (bike park, trails, and other park uses); and therefore, a regional travel demand model would not accurately capture the nuances of the project. Multiple data sources and approaches were utilized for the analysis described in the following sections.

Data Sources
Big Data
Given the unique characteristic of the park (such as the bike park component), it is expected that some users from farther away may visit this park seeking out this amenity. We collected and analyzed data from a big data source1 to understand visitor's travel patterns to similar parks in the region. This data helped us to understand the extent that park users travel to seek out park amenities. A summary of four existing parks that offer similar amenities to the project is described below.
1 Streetlight Data is a transportation data vendor that provides current and past transportation metrics such as trip origins and destinations derived from aggregated smartphone Global Positioning System (GPS) and sensor data.

Veterans Memorial Park VMT Assessment
June 28, 2021, Updated June 1, 2022

Page 7 of 23 ends

1. Sweetwater Bike Park
The 4.2-acre park opened on January 4, 2020, and is operated by the County of San Diego. It provides two flow trails, three pump tracks, a wooden feature skills area, rock gardens, and three progressive jump lines. It is the first bike park in the county.

Figure 2: Sweetwater Bike Park Plan
Source: sandiegouniontribune.com

2. Greg Cox Bike Park
This 3.2- acre park opened on April 28, 2021 and is managed by the City of Chula Vista. It provides a kid track, a modular pump track, two jump lines with wooden features leading into a wallride and one return trail, and a perimeter trail with small drops and rock gardens. It is the second bike park in the county.

Veterans Memorial Park VMT Assessment
June 28, 2021, Updated June 1, 2022

Page 8 of 23 ends

Figure 3: Greg Cox Bike Park Plan
Source: sdparks.org

3. Pacific Highlands Ranch Community Park
This park opened in April 2019 and is managed by the City of San Diego. The park offers a variety of facilities including a playground, skate plaza, parkour area, fitness stations, picnic areas, a bike park, etc. The bike park is a 0.5-acre concrete surfaced facility with two progressive pump tracks that are open to bikes and skateboards.

This park is the closest bike park to the proposed project, and also offers a similar type of family- oriented facilities to visitors.

Veterans Memorial Park VMT Assessment
June 28, 2021, Updated June 1, 2022

Page 9 of 23 ends

Figure 4: Pacific Highlands Ranch Community Park Plan
Source: Parksinsandiego.com

4. Encinitas Community Park
This 44- acre park opened in January 2015 and is managed by the City of Encinitas. It is a family- softball/baseball fields, and soccer/multi-purpose fields.

It is the closest larger scale family-oriented city park to the project with a similar type of amenities. Also, in terms of developed areas, this park is similar in size to the project. Therefore, this park was included to provide some insights on multi-use parks similar in size/character to the project.

Travel distance of park users to these four parks on weekdays and weekends are summarized in Tables 2 and 3, respectively. The analysis year was selected based on the park's opening year and

Veterans Memorial Park VMT Assessment
June 28, 2021, Updated June 1, 2022

Page 10 of 23 ends

the availability of big data These tables show the percentage of park users that travel one-way for each travel distance range. As shown in these tables, the majority of park users travel less than 10 miles to a park.

Also, Tables 2 and 3 demonstrate the that travel distance for park users on weekdays and weekends are similar, with the weekends having more park users that are slightly farther away. For example, on the weekdays, 81% of park users are within 10 miles of the park. On weekends, 70% of park users are within 10 miles of the park.

Table 2: One-Way Trip Length of Park Visitors on Weekdays (Miles) Parks Year Less
than 1 1 to 3 3 to 5 5 to 10 10 to 25 25 to 50 50 to
100
more
than 100
Pacific Highlands
Ranch 2019 22% 31% 17% 14% 10% 1% 2% 4%
Pacific Highlands
Ranch 2020 18% 25% 14% 19% 17% 2% 2% 3%
Encinitas
Community Park 2019 22% 30% 14% 14% 13% 2% 2% 4%
Encinitas
Community Park 2020 24% 25% 15% 14% 13% 3% 2% 4%
Sweetwater
Regional Park and
Bike Park
1 2020 7% 29% 30% 17% 11% 2% 1% 2%
Greg Cox Bike
Park2 2019 17% 26% 17% 13% 17% 4% 0% 4%
Greg Cox Bike
Park2 2020 14% 33% 14% 14% 19% 5% 0% 5%
Average2 19% 28% 18% 16% 13% 2% 2% 3%
Source: StreetLight Data, 2021. Fehr & Peers, 2021.

Note:
1 Sweetwater Bike Park opened in 2020. So, only 2020 data were summarized. Note that the park opened during the COVID-19 pandemic when open parks were experiencing a higher number of daily visitations than usual2. Also, Sweetwater Bike Park data includes trips to Sweetwater Valley Little League. 2 Greg Cox Bike Park opened in April 2021. Big data after the park opening is not available; however, 2019 and 2020 data were available for trail use in the park area prior to opening of the bike park. Since the data does not represent an official park, the data was not included in the analysis.
2 Public parks and the pandemic: How park usage has been affected by COVID-19 policies:
https://journals.plos.org/plosone/article?id=10.1371/journal.pone.0251799 Veterans Memorial Park VMT Assessment
June 28, 2021, Updated June 1, 2022

Page 11 of 23 ends

Table 3: One-Way Trip Length of Park Visitors on Weekends (Miles) Parks Year Less
than 1 1 to 3 3 to 5 5 to 10 10 to 25 25 to 50 50 to
100
more
than 100
Pacific Highlands
Ranch 2019 16% 19% 16% 21% 18% 3% 4% 5%
Pacific Highlands
Ranch 2020 14% 23% 11% 18% 21% 4% 5% 5%
Encinitas
Community Park 2019 16% 24% 14% 16% 18% 6% 3% 4%
Encinitas
Community Park 2020 20% 20% 14% 15% 17% 5% 4% 4%
Sweetwater
Regional Park and
Bike Park1
2020 6% 26% 24% 22% 12% 4% 3% 4%
Greg Cox Bike
Park2 2019 17% 26% 17% 13% 17% 4% 0% 4%
Greg Cox Bike
Park
2 2020 14% 33% 14% 14% 19% 5% 0% 5%
Average2 14% 22% 16% 18% 17% 4% 4% 4%
Source: StreetLight Data, 2021. Fehr & Peers, 2021.

Note:
1 Sweetwater Bike Park opened in 2020. So, only 2020 data were summarized. Note that the park opened during the COVID-19 pandemic when open parks were experiencing a higher number of daily visitations than usual. Also, Sweetwater Bike Park data includes trips to Sweetwater Valley Little League. 2 Greg Cox Bike Park opened in April 2021. Big data after the park opening is not available; however, 2019 and 2020 data were available for trail use in the park area prior to opening of the bike park. Since the data does not represent an official park, the data was not included in the analysis.

The overall travel distance of park visitors to these parks was summarized in Table 4. Based on the data, the average 85th percentile weekday one-way travel distance is approximately 16 miles and weekend one-way travel distance is 23 miles. And the average weekday one-way travel distance is approximately 8 miles and weekend one-way travel distance is 12 miles.

Veterans Memorial Park VMT Assessment
June 28, 2021, Updated June 1, 2022

Page 12 of 23 ends

Table 4: Summary of One-Way Trip Length to Three Parks
Day of Week
One-Way Trip Length (Miles)
85th Percentile Weighted Average
Three Parks1 Parks with Bike
Park Facility2 Three Parks1 Parks with Bike
Park Facility2
Weekday 16 15 8 9
Weekend 23 22 12 12
Source: StreetLight Data, 2021. Fehr & Peers, 2021.

Note:
1 Three parks are Sweetwater Bike park, Pacific Highlands Ranch Community Park, and Encinitas Community Park. Greg Cox Bike Park data was not included in the analysis.
2 Parks with bike park facilities are Sweetwater Bike Park and Pacific Highlands Ranch Community Park. Note that Sweetwater Bike Park data also includes trips to Sweetwater Valley Little League.

Park Users
To explain the effect of the project on the regio to
three categories including general park users, bike park users, and curious users described as follows and in Table 5:

General Park Users will mostly be people who live in the City of Carlsbad. These users are usually seeking a nearby or convenient park with typical amenities and would have sought out a park regardless of the project being constructed. Users may walk, bike, or drive to the closest park to use playgrounds, trails, or picnic areas.

Bike Park Users are the users who are specifically seeking out bike park with facilities such as pump tracks, jump lines, or flow trails. Such users may choose to drive long distances to reach a bike park.

Curious Users are the group of people who are interested in visiting new parks. We expect that these users may travel a bit farther than a general park user seeking out new park amenities.

Veterans Memorial Park VMT Assessment
June 28, 2021, Updated June 1, 2022

Page 13 of 23 ends

Table 5: Veterans Memorial Park Users
General Park Users Bike Park Users Curious Park Users
Visitors Primarily City of
Carlsbad residents
Both residents and non-
residents of the City of
Carlsbad
Both residents and non-
residents of the City of
Carlsbad
Typical Park
Selection
Closest park Closest bike park Newly constructed parks with unique amenities
Motivation for
Visiting a Park
Seeking typical park
amenities (e.g. picnic
area, playground, trails,
etc.)
Seeing bike park amenities
(Pump tracks, flow trails,
etc.)
Seeking something new and
different in a park experience.

Source: Fehr & Peers, 2021.

In the following sections, we reviewed the travel purpose, behavior, and VMT effect of each type of user and use the big data to help understand that VMT characteristics for each type of user.

General Park Users
The proposed park provides a closer park option for many of the general park users in the City of Carlsbad. Such users will likely drive shorter distances and generate less VMT compared to no project conditions.

The average travel distance of park users is 12 miles (Table 4). So, the majority of the park users home locations are within the 12-mile buffer of the project site. The highlighted buffer area shown in Figure 5 includes some park uses; however, in the immediate vicinity of the proposed project, there are not any park uses. Also, based on inspection of the map, the project would be the closest large park to many City and some north county residents.

General park users are not expected to generate new trips, but they will redistribute the trips from traveling to existing parks to the new Veterans Memorial Park assuming the proposed park is the closest location to their home. Therefore, for this group of users, the project meets the characteristics of a locally serving park and is expected to result in a reduction in VMT amongst general park users.

Veterans Memorial Park VMT Assessment
June 28, 2021, Updated June 1, 2022

Page 15 of 23 ends

Carlsbad City CouncilOctober 21, 2025

Carlsbad City Council
October 21, 2025