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47.133 0.00 0.00 0.00 0.000
47.150 0.00 0.00 0.00 0.000
47.167 0.00 0.00 0.00 0.000
47.183 0.00 0.00 0.00 0.000
47.200 0.00 0.00 0.00 0.000
47.217 0.00 0.00 0.00 0.000
47.233 0.00 0.00 0.00 0.000
47.250 0.00 0.00 0.00 0.000
47.267 0.00 0.00 0.00 0.000
47.283 0.00 0.00 0.00 0.000
47.300 0.00 0.00 0.00 0.000
47.317 0.00 0.00 0.00 0.000
47.333 0.00 0.00 0.00 0.000
47.350 0.00 0.00 0.00 0.000
47.367 0.00 0.00 0.00 0.000
47.383 0.00 0.00 0.00 0.000
47.400 0.00 0.00 0.00 0.000
47.417 0.00 0.00 0.00 0.000
47.433 0.00 0.00 0.00 0.000
47.450 0.00 0.00 0.00 0.000
47.467 0.00 0.00 0.00 0.000
47.483 0.00 0.00 0.00 0.000
47.500 0.00 0.00 0.00 0.000
47.517 0.00 0.00 0.00 0.000
47.533 0.00 0.00 0.00 0.000
47.550 0.00 0.00 0.00 0.000
47.567 0.00 0.00 0.00 0.000
47.583 0.00 0.00 0.00 0.000
47.600 0.00 0.00 0.00 0.000
47.617 0.00 0.00 0.00 0.000
47.633 0.00 0.00 0.00 0.000
47.650 0.00 0.00 0.00 0.000
47.667 0.00 0.00 0.00 0.000
47.683 0.00 0.00 0.00 0.000
47.700 0.00 0.00 0.00 0.000
47.717 0.00 0.00 0.00 0.000
47.733 0.00 0.00 0.00 0.000
47.750 0.00 0.00 0.00 0.000
47.767 0.00 0.00 0.00 0.000
47.783 0.00 0.00 0.00 0.000
47.800 0.00 0.00 0.00 0.000
47.817 0.00 0.00 0.00 0.000
47.833 0.00 0.00 0.00 0.000
47.850 0.00 0.00 0.00 0.000
47.867 0.00 0.00 0.00 0.000
47.883 0.00 0.00 0.00 0.000
47.900 0.00 0.00 0.00 0.000
47.917 0.00 0.00 0.00 0.000
47.933 0.00 0.00 0.00 0.000
47.950 0.00 0.00 0.00 0.000
47.967 0.00 0.00 0.00 0.000
47.983 0.00 0.00 0.00 0.000
48.000 0.00 0.00 0.00 0.000
============================================================================ END OF FLOODSCx ROUTING ANALYSIS
____________________________________________________________________________ ****************************************************************************
F L O O D R O U T I N G A N A L Y S I S
USING COUNTY HYDROLOGY MANUAL OF ORANGE(1986)
(c) Copyright 1989-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1202
Analysis prepared by:
Huitt-Zollars, Inc.
2603 Main Street, Suite 400
Irvine, CA. 92614
949-988-5815
************************** DESCRIPTION OF STUDY ************************** * GREAT SCOTT *
* 2 YR STORM EX. *
* CGULLIXSON REV HHTUN *
************************************************************************** FILE NAME: GSFR2E.DAT
TIME/DATE OF STUDY: 10:21 08/23/2023
The Small Area Unit Hydrograph Procedures in Section J
of the Hydrology Manual provides estimates of runoff
hydrograph and runoff volume for watersheds whose time of concentration is less than 25 minutes. The PROGRAM User should check the applicability of using the small area unit hydrograph procedures, and follow the guidelines in
Sections J and K.5 in complex watershed modeling.
**************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 603.00 IS CODE = 1.2 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (SMALL AREA UNIT-HYDROGRAPH ANALYSIS) <<<<< ============================================================================ (SMALL AREA UNIT-HYDROGRAPH ADDED TO STREAM #1)
RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90
TOTAL CATCHMENT AREA(ACRES) = 2.00
SOIL-LOSS RATE, Fm,(INCH/HR) = 0.118
LOW LOSS FRACTION = 0.522
TIME OF CONCENTRATION(MIN.) = 10.79
SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED:
RETURN FREQUENCY(YEARS) = 2
5-MINUTE POINT RAINFALL VALUE(INCHES) = 0.19
30-MINUTE POINT RAINFALL VALUE(INCHES) = 0.40
1-HOUR POINT RAINFALL VALUE(INCHES) = 0.53
3-HOUR POINT RAINFALL VALUE(INCHES) = 0.89
6-HOUR POINT RAINFALL VALUE(INCHES) = 1.22
24-HOUR POINT RAINFALL VALUE(INCHES) = 2.05
---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 0.17
TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 0.17
----------------------------------------------------------------------------
============================================================================ 2 4 - H O U R S T O R M
R U N O F F H Y D R O G R A P H
============================================================================
HYDROGRAPH IN ONE-MINUTE UNIT INTERVALS(CFS)
(Notes: Time indicated is at END of Each Unit Intervals.
Peak 5-minute rainfall intensity is modeled as
a constant value for entire 5-minute period.)
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 0.6 1.2 1.8 2.4
----------------------------------------------------------------------------
0.017 0.0000 0.00 Q . . . .
0.033 0.0000 0.00 Q . . . .
0.050 0.0000 0.01 Q . . . .
0.067 0.0000 0.01 Q . . . .
0.083 0.0000 0.01 Q . . . .
0.100 0.0001 0.01 Q . . . .
0.117 0.0001 0.02 Q . . . .
0.133 0.0001 0.02 Q . . . .
0.150 0.0001 0.02 Q . . . .
0.167 0.0002 0.02 Q . . . .
0.183 0.0002 0.03 Q . . . .
0.200 0.0003 0.03 Q . . . .
0.217 0.0003 0.03 Q . . . .
0.233 0.0003 0.03 Q . . . .
0.250 0.0004 0.03 Q . . . .
0.267 0.0004 0.03 Q . . . .
0.283 0.0004 0.03 Q . . . .
0.300 0.0005 0.03 Q . . . .
0.317 0.0005 0.03 Q . . . .
0.333 0.0006 0.03 Q . . . .
0.350 0.0006 0.03 Q . . . .
0.367 0.0006 0.03 Q . . . .
0.383 0.0007 0.03 Q . . . .
0.400 0.0007 0.03 Q . . . .
0.417 0.0008 0.03 Q . . . .
0.433 0.0008 0.03 Q . . . .
0.450 0.0008 0.03 Q . . . .
0.467 0.0009 0.03 Q . . . .
0.483 0.0009 0.03 Q . . . .
0.500 0.0009 0.03 Q . . . .
0.517 0.0010 0.03 Q . . . .
0.533 0.0010 0.03 Q . . . .
0.550 0.0011 0.03 Q . . . .
0.567 0.0011 0.03 Q . . . .
0.583 0.0011 0.03 Q . . . .
0.600 0.0012 0.03 Q . . . .
0.617 0.0012 0.03 Q . . . .
0.633 0.0013 0.03 Q . . . .
0.650 0.0013 0.03 Q . . . .
0.667 0.0013 0.03 Q . . . .
0.683 0.0014 0.03 Q . . . .
0.700 0.0014 0.03 Q . . . .
0.717 0.0014 0.03 Q . . . .
0.733 0.0015 0.03 Q . . . .
0.750 0.0015 0.03 Q . . . .
0.767 0.0016 0.03 Q . . . .
0.783 0.0016 0.03 Q . . . .
0.800 0.0016 0.03 Q . . . .
0.817 0.0017 0.03 Q . . . .
0.833 0.0017 0.03 Q . . . .
0.850 0.0018 0.03 Q . . . .
0.867 0.0018 0.03 Q . . . .
0.883 0.0018 0.03 Q . . . .
0.900 0.0019 0.03 Q . . . .
0.917 0.0019 0.03 Q . . . .
0.933 0.0020 0.03 Q . . . .
0.950 0.0020 0.03 Q . . . .
0.967 0.0020 0.03 Q . . . .
0.983 0.0021 0.03 Q . . . .
1.000 0.0021 0.03 Q . . . .
1.017 0.0021 0.03 Q . . . .
1.033 0.0022 0.03 Q . . . .
1.050 0.0022 0.03 Q . . . .
1.067 0.0023 0.03 Q . . . .
1.083 0.0023 0.03 Q . . . .
1.100 0.0023 0.03 Q . . . .
1.117 0.0024 0.03 Q . . . .
1.133 0.0024 0.03 Q . . . .
1.150 0.0025 0.03 Q . . . .
1.167 0.0025 0.03 Q . . . .
1.183 0.0025 0.03 Q . . . .
1.200 0.0026 0.03 Q . . . .
1.217 0.0026 0.03 Q . . . .
1.233 0.0027 0.03 Q . . . .
1.250 0.0027 0.03 Q . . . .
1.267 0.0027 0.03 Q . . . .
1.283 0.0028 0.03 Q . . . .
1.300 0.0028 0.03 Q . . . .
1.317 0.0029 0.03 Q . . . .
1.333 0.0029 0.03 Q . . . .
1.350 0.0029 0.03 Q . . . .
1.367 0.0030 0.03 Q . . . .
1.383 0.0030 0.03 Q . . . .
1.400 0.0031 0.03 Q . . . .
1.417 0.0031 0.03 Q . . . .
1.433 0.0031 0.03 Q . . . .
1.450 0.0032 0.03 Q . . . .
1.467 0.0032 0.03 Q . . . .
1.483 0.0033 0.03 Q . . . .
1.500 0.0033 0.03 Q . . . .
1.517 0.0033 0.03 Q . . . .
1.533 0.0034 0.03 Q . . . .
1.550 0.0034 0.03 Q . . . .
1.567 0.0035 0.03 Q . . . .
1.583 0.0035 0.03 Q . . . .
1.600 0.0035 0.03 Q . . . .
1.617 0.0036 0.03 Q . . . .
1.633 0.0036 0.03 Q . . . .
1.650 0.0037 0.03 Q . . . .
1.667 0.0037 0.03 Q . . . .
1.683 0.0037 0.03 Q . . . .
1.700 0.0038 0.03 Q . . . .
1.717 0.0038 0.03 Q . . . .
1.733 0.0039 0.03 Q . . . .
1.750 0.0039 0.03 Q . . . .
1.767 0.0039 0.03 Q . . . .
1.783 0.0040 0.03 Q . . . .
1.800 0.0040 0.03 Q . . . .
1.817 0.0041 0.03 Q . . . .
1.833 0.0041 0.03 Q . . . .
1.850 0.0041 0.03 Q . . . .
1.867 0.0042 0.03 Q . . . .
1.883 0.0042 0.03 Q . . . .
1.900 0.0043 0.03 QV . . . .
1.917 0.0043 0.03 QV . . . .
1.933 0.0043 0.03 QV . . . .
1.950 0.0044 0.03 QV . . . .
1.967 0.0044 0.03 QV . . . .
1.983 0.0045 0.03 QV . . . .
2.000 0.0045 0.03 QV . . . .
2.017 0.0046 0.03 QV . . . .
2.033 0.0046 0.03 QV . . . .
2.050 0.0046 0.03 QV . . . .
2.067 0.0047 0.03 QV . . . .
2.083 0.0047 0.03 QV . . . .
2.100 0.0048 0.03 QV . . . .
2.117 0.0048 0.03 QV . . . .
2.133 0.0048 0.03 QV . . . .
2.150 0.0049 0.03 QV . . . .
2.167 0.0049 0.03 QV . . . .
2.183 0.0050 0.03 QV . . . .
2.200 0.0050 0.03 QV . . . .
2.217 0.0050 0.03 QV . . . .
2.233 0.0051 0.03 QV . . . .
2.250 0.0051 0.03 QV . . . .
2.267 0.0052 0.03 QV . . . .
2.283 0.0052 0.03 QV . . . .
2.300 0.0053 0.03 QV . . . .
2.317 0.0053 0.03 QV . . . .
2.333 0.0053 0.03 QV . . . .
2.350 0.0054 0.03 QV . . . .
2.367 0.0054 0.03 QV . . . .
2.383 0.0055 0.03 QV . . . .
2.400 0.0055 0.03 QV . . . .
2.417 0.0055 0.03 QV . . . .
2.433 0.0056 0.03 QV . . . .
2.450 0.0056 0.03 QV . . . .
2.467 0.0057 0.03 QV . . . .
2.483 0.0057 0.03 QV . . . .
2.500 0.0058 0.03 QV . . . .
2.517 0.0058 0.03 QV . . . .
2.533 0.0058 0.03 QV . . . .
2.550 0.0059 0.03 QV . . . .
2.567 0.0059 0.03 QV . . . .
2.583 0.0060 0.03 QV . . . .
2.600 0.0060 0.03 QV . . . .
2.617 0.0060 0.03 QV . . . .
2.633 0.0061 0.03 QV . . . .
2.650 0.0061 0.03 QV . . . .
2.667 0.0062 0.03 QV . . . .
2.683 0.0062 0.03 QV . . . .
2.700 0.0063 0.03 QV . . . .
2.717 0.0063 0.03 QV . . . .
2.733 0.0063 0.03 QV . . . .
2.750 0.0064 0.03 QV . . . .
2.767 0.0064 0.03 QV . . . .
2.783 0.0065 0.03 QV . . . .
2.800 0.0065 0.03 QV . . . .
2.817 0.0066 0.03 QV . . . .
2.833 0.0066 0.03 QV . . . .
2.850 0.0066 0.03 QV . . . .
2.867 0.0067 0.03 QV . . . .
2.883 0.0067 0.03 QV . . . .
2.900 0.0068 0.03 QV . . . .
2.917 0.0068 0.03 QV . . . .
2.933 0.0069 0.03 QV . . . .
2.950 0.0069 0.03 QV . . . .
2.967 0.0069 0.03 QV . . . .
2.983 0.0070 0.03 QV . . . .
3.000 0.0070 0.03 QV . . . .
3.017 0.0071 0.03 QV . . . .
3.033 0.0071 0.03 QV . . . .
3.050 0.0072 0.03 QV . . . .
3.067 0.0072 0.03 QV . . . .
3.083 0.0072 0.03 QV . . . .
3.100 0.0073 0.03 QV . . . .
3.117 0.0073 0.03 QV . . . .
3.133 0.0074 0.03 QV . . . .
3.150 0.0074 0.03 QV . . . .
3.167 0.0075 0.03 QV . . . .
3.183 0.0075 0.03 QV . . . .
3.200 0.0075 0.03 QV . . . .
3.217 0.0076 0.03 QV . . . .
3.233 0.0076 0.03 QV . . . .
3.250 0.0077 0.03 QV . . . .
3.267 0.0077 0.03 QV . . . .
3.283 0.0078 0.03 QV . . . .
3.300 0.0078 0.03 QV . . . .
3.317 0.0078 0.03 QV . . . .
3.333 0.0079 0.03 QV . . . .
3.350 0.0079 0.03 QV . . . .
3.367 0.0080 0.03 QV . . . .
3.383 0.0080 0.03 QV . . . .
3.400 0.0081 0.03 QV . . . .
3.417 0.0081 0.03 QV . . . .
3.433 0.0081 0.03 QV . . . .
3.450 0.0082 0.03 QV . . . .
3.467 0.0082 0.03 QV . . . .
3.483 0.0083 0.03 QV . . . .
3.500 0.0083 0.03 QV . . . .
3.517 0.0084 0.03 QV . . . .
3.533 0.0084 0.03 QV . . . .
3.550 0.0085 0.03 QV . . . .
3.567 0.0085 0.03 Q V . . . .
3.583 0.0085 0.03 Q V . . . .
3.600 0.0086 0.03 Q V . . . .
3.617 0.0086 0.03 Q V . . . .
3.633 0.0087 0.03 Q V . . . .
3.650 0.0087 0.03 Q V . . . .
3.667 0.0088 0.03 Q V . . . .
3.683 0.0088 0.03 Q V . . . .
3.700 0.0089 0.03 Q V . . . .
3.717 0.0089 0.03 Q V . . . .
3.733 0.0089 0.03 Q V . . . .
3.750 0.0090 0.03 Q V . . . .
3.767 0.0090 0.03 Q V . . . .
3.783 0.0091 0.03 Q V . . . .
3.800 0.0091 0.03 Q V . . . .
3.817 0.0092 0.03 Q V . . . .
3.833 0.0092 0.03 Q V . . . .
3.850 0.0093 0.03 Q V . . . .
3.867 0.0093 0.03 Q V . . . .
3.883 0.0093 0.03 Q V . . . .
3.900 0.0094 0.03 Q V . . . .
3.917 0.0094 0.03 Q V . . . .
3.933 0.0095 0.03 Q V . . . .
3.950 0.0095 0.03 Q V . . . .
3.967 0.0096 0.03 Q V . . . .
3.983 0.0096 0.03 Q V . . . .
4.000 0.0097 0.03 Q V . . . .
4.017 0.0097 0.03 Q V . . . .
4.033 0.0097 0.03 Q V . . . .
4.050 0.0098 0.03 Q V . . . .
4.067 0.0098 0.03 Q V . . . .
4.083 0.0099 0.03 Q V . . . .
4.100 0.0099 0.03 Q V . . . .
4.117 0.0100 0.03 Q V . . . .
4.133 0.0100 0.03 Q V . . . .
4.150 0.0101 0.03 Q V . . . .
4.167 0.0101 0.03 Q V . . . .
4.183 0.0102 0.03 Q V . . . .
4.200 0.0102 0.03 Q V . . . .
4.217 0.0102 0.03 Q V . . . .
4.233 0.0103 0.03 Q V . . . .
4.250 0.0103 0.03 Q V . . . .
4.267 0.0104 0.03 Q V . . . .
4.283 0.0104 0.03 Q V . . . .
4.300 0.0105 0.03 Q V . . . .
4.317 0.0105 0.03 Q V . . . .
4.333 0.0106 0.03 Q V . . . .
4.350 0.0106 0.03 Q V . . . .
4.367 0.0107 0.03 Q V . . . .
4.383 0.0107 0.03 Q V . . . .
4.400 0.0108 0.03 Q V . . . .
4.417 0.0108 0.03 Q V . . . .
4.433 0.0108 0.03 Q V . . . .
4.450 0.0109 0.03 Q V . . . .
4.467 0.0109 0.03 Q V . . . .
4.483 0.0110 0.03 Q V . . . .
4.500 0.0110 0.03 Q V . . . .
4.517 0.0111 0.03 Q V . . . .
4.533 0.0111 0.03 Q V . . . .
4.550 0.0112 0.03 Q V . . . .
4.567 0.0112 0.03 Q V . . . .
4.583 0.0113 0.03 Q V . . . .
4.600 0.0113 0.03 Q V . . . .
4.617 0.0114 0.03 Q V . . . .
4.633 0.0114 0.03 Q V . . . .
4.650 0.0114 0.03 Q V . . . .
4.667 0.0115 0.03 Q V . . . .
4.683 0.0115 0.03 Q V . . . .
4.700 0.0116 0.03 Q V . . . .
4.717 0.0116 0.03 Q V . . . .
4.733 0.0117 0.03 Q V . . . .
4.750 0.0117 0.03 Q V . . . .
4.767 0.0118 0.03 Q V . . . .
4.783 0.0118 0.03 Q V . . . .
4.800 0.0119 0.03 Q V . . . .
4.817 0.0119 0.03 Q V . . . .
4.833 0.0120 0.03 Q V . . . .
4.850 0.0120 0.03 Q V . . . .
4.867 0.0121 0.03 Q V . . . .
4.883 0.0121 0.03 Q V . . . .
4.900 0.0121 0.03 Q V . . . .
4.917 0.0122 0.03 Q V . . . .
4.933 0.0122 0.03 Q V . . . .
4.950 0.0123 0.03 Q V . . . .
4.967 0.0123 0.03 Q V . . . .
4.983 0.0124 0.03 Q V . . . .
5.000 0.0124 0.03 Q V . . . .
5.017 0.0125 0.03 Q V . . . .
5.033 0.0125 0.03 Q V . . . .
5.050 0.0126 0.03 Q V . . . .
5.067 0.0126 0.03 Q V . . . .
5.083 0.0127 0.03 Q V . . . .
5.100 0.0127 0.03 Q V . . . .
5.117 0.0128 0.03 Q V . . . .
5.133 0.0128 0.03 Q V . . . .
5.150 0.0129 0.03 Q V . . . .
5.167 0.0129 0.03 Q V . . . .
5.183 0.0130 0.03 Q V . . . .
5.200 0.0130 0.03 Q V . . . .
5.217 0.0131 0.03 Q V . . . .
5.233 0.0131 0.03 Q V . . . .
5.250 0.0132 0.03 Q V . . . .
5.267 0.0132 0.03 Q V . . . .
5.283 0.0132 0.04 Q V . . . .
5.300 0.0133 0.04 Q V . . . .
5.317 0.0133 0.04 Q V . . . .
5.333 0.0134 0.04 Q V . . . .
5.350 0.0134 0.04 Q V . . . .
5.367 0.0135 0.04 Q V . . . .
5.383 0.0135 0.04 Q V . . . .
5.400 0.0136 0.04 Q V . . . .
5.417 0.0136 0.04 Q V . . . .
5.433 0.0137 0.04 Q V . . . .
5.450 0.0137 0.04 Q V . . . .
5.467 0.0138 0.04 Q V . . . .
5.483 0.0138 0.04 Q V . . . .
5.500 0.0139 0.04 Q V . . . .
5.517 0.0139 0.04 Q V . . . .
5.533 0.0140 0.04 Q V . . . .
5.550 0.0140 0.04 Q V . . . .
5.567 0.0141 0.04 Q V . . . .
5.583 0.0141 0.04 Q V . . . .
5.600 0.0142 0.04 Q V . . . .
5.617 0.0142 0.04 Q V . . . .
5.633 0.0143 0.04 Q V . . . .
5.650 0.0143 0.04 Q V . . . .
5.667 0.0144 0.04 Q V . . . .
5.683 0.0144 0.04 Q V . . . .
5.700 0.0145 0.04 Q V . . . .
5.717 0.0145 0.04 Q V . . . .
5.733 0.0146 0.04 Q V . . . .
5.750 0.0146 0.04 Q V . . . .
5.767 0.0147 0.04 Q V . . . .
5.783 0.0147 0.04 Q V . . . .
5.800 0.0148 0.04 Q V . . . .
5.817 0.0148 0.04 Q V . . . .
5.833 0.0149 0.04 Q V . . . .
5.850 0.0149 0.04 Q V . . . .
5.867 0.0150 0.04 Q V . . . .
5.883 0.0150 0.04 Q V . . . .
5.900 0.0151 0.04 Q V . . . .
5.917 0.0151 0.04 Q V . . . .
5.933 0.0152 0.04 Q V . . . .
5.950 0.0152 0.04 Q V . . . .
5.967 0.0153 0.04 Q V . . . .
5.983 0.0153 0.04 Q V . . . .
6.000 0.0154 0.04 Q V . . . .
6.017 0.0154 0.04 Q V . . . .
6.033 0.0155 0.04 Q V . . . .
6.050 0.0155 0.04 Q V . . . .
6.067 0.0156 0.04 Q V . . . .
6.083 0.0156 0.04 Q V . . . .
6.100 0.0157 0.04 Q V . . . .
6.117 0.0157 0.04 Q V . . . .
6.133 0.0158 0.04 Q V . . . .
6.150 0.0158 0.04 Q V . . . .
6.167 0.0159 0.04 Q V . . . .
6.183 0.0159 0.04 Q V . . . .
6.200 0.0160 0.04 Q V . . . .
6.217 0.0160 0.04 Q V . . . .
6.233 0.0161 0.04 Q V . . . .
6.250 0.0161 0.04 Q V . . . .
6.267 0.0162 0.04 Q V . . . .
6.283 0.0162 0.04 Q V . . . .
6.300 0.0163 0.04 Q V . . . .
6.317 0.0163 0.04 Q V . . . .
6.333 0.0164 0.04 Q V . . . .
6.350 0.0164 0.04 Q V . . . .
6.367 0.0165 0.04 Q V . . . .
6.383 0.0165 0.04 Q V . . . .
6.400 0.0166 0.04 Q V . . . .
6.417 0.0166 0.04 Q V . . . .
6.433 0.0167 0.04 Q V . . . .
6.450 0.0167 0.04 Q V . . . .
6.467 0.0168 0.04 Q V . . . .
6.483 0.0169 0.04 Q V . . . .
6.500 0.0169 0.04 Q V . . . .
6.517 0.0170 0.04 Q V . . . .
6.533 0.0170 0.04 Q V . . . .
6.550 0.0171 0.04 Q V . . . .
6.567 0.0171 0.04 Q V . . . .
6.583 0.0172 0.04 Q V . . . .
6.600 0.0172 0.04 Q V . . . .
6.617 0.0173 0.04 Q V . . . .
6.633 0.0173 0.04 Q V . . . .
6.650 0.0174 0.04 Q V . . . .
6.667 0.0174 0.04 Q V . . . .
6.683 0.0175 0.04 Q V . . . .
6.700 0.0175 0.04 Q V . . . .
6.717 0.0176 0.04 Q V . . . .
6.733 0.0176 0.04 Q V . . . .
6.750 0.0177 0.04 Q V . . . .
6.767 0.0177 0.04 Q V . . . .
6.783 0.0178 0.04 Q V . . . .
6.800 0.0178 0.04 Q V . . . .
6.817 0.0179 0.04 Q V . . . .
6.833 0.0180 0.04 Q V . . . .
6.850 0.0180 0.04 Q V . . . .
6.867 0.0181 0.04 Q V . . . .
6.883 0.0181 0.04 Q V . . . .
6.900 0.0182 0.04 Q V . . . .
6.917 0.0182 0.04 Q V . . . .
6.933 0.0183 0.04 Q V . . . .
6.950 0.0183 0.04 Q V . . . .
6.967 0.0184 0.04 Q V . . . .
6.983 0.0184 0.04 Q V . . . .
7.000 0.0185 0.04 Q V . . . .
7.017 0.0185 0.04 Q V . . . .
7.033 0.0186 0.04 Q V . . . .
7.050 0.0187 0.04 Q V . . . .
7.067 0.0187 0.04 Q V . . . .
7.083 0.0188 0.04 Q V . . . .
7.100 0.0188 0.04 Q V . . . .
7.117 0.0189 0.04 Q V . . . .
7.133 0.0189 0.04 Q V . . . .
7.150 0.0190 0.04 Q V . . . .
7.167 0.0190 0.04 Q V . . . .
7.183 0.0191 0.04 Q V . . . .
7.200 0.0191 0.04 Q V . . . .
7.217 0.0192 0.04 Q V . . . .
7.233 0.0192 0.04 Q V . . . .
7.250 0.0193 0.04 Q V . . . .
7.267 0.0194 0.04 Q V . . . .
7.283 0.0194 0.04 Q V . . . .
7.300 0.0195 0.04 Q V . . . .
7.317 0.0195 0.04 Q V . . . .
7.333 0.0196 0.04 Q V . . . .
7.350 0.0196 0.04 Q V . . . .
7.367 0.0197 0.04 Q V . . . .
7.383 0.0197 0.04 Q V . . . .
7.400 0.0198 0.04 Q V . . . .
7.417 0.0199 0.04 Q V . . . .
7.433 0.0199 0.04 Q V . . . .
7.450 0.0200 0.04 Q V . . . .
7.467 0.0200 0.04 Q V . . . .
7.483 0.0201 0.04 Q V . . . .
7.500 0.0201 0.04 Q V . . . .
7.517 0.0202 0.04 Q V . . . .
7.533 0.0202 0.04 Q V . . . .
7.550 0.0203 0.04 Q V . . . .
7.567 0.0204 0.04 Q V . . . .
7.583 0.0204 0.04 Q V . . . .
7.600 0.0205 0.04 Q V . . . .
7.617 0.0205 0.04 Q V . . . .
7.633 0.0206 0.04 Q V . . . .
7.650 0.0206 0.04 Q V . . . .
7.667 0.0207 0.04 Q V . . . .
7.683 0.0207 0.04 Q V . . . .
7.700 0.0208 0.04 Q V . . . .
7.717 0.0209 0.04 Q V . . . .
7.733 0.0209 0.04 Q V . . . .
7.750 0.0210 0.04 Q V . . . .
7.767 0.0210 0.04 Q V . . . .
7.783 0.0211 0.04 Q V . . . .
7.800 0.0211 0.04 Q V . . . .
7.817 0.0212 0.04 Q V . . . .
7.833 0.0213 0.04 Q V . . . .
7.850 0.0213 0.04 Q V . . . .
7.867 0.0214 0.04 Q V . . . .
7.883 0.0214 0.04 Q V . . . .
7.900 0.0215 0.04 Q V . . . .
7.917 0.0215 0.04 Q V . . . .
7.933 0.0216 0.04 Q V . . . .
7.950 0.0217 0.04 Q V . . . .
7.967 0.0217 0.04 Q V . . . .
7.983 0.0218 0.04 Q V . . . .
8.000 0.0218 0.04 Q V . . . .
8.017 0.0219 0.04 Q V . . . .
8.033 0.0219 0.04 Q V . . . .
8.050 0.0220 0.04 Q V . . . .
8.067 0.0221 0.04 Q V . . . .
8.083 0.0221 0.04 Q V . . . .
8.100 0.0222 0.04 Q V . . . .
8.117 0.0222 0.04 Q V . . . .
8.133 0.0223 0.04 Q V . . . .
8.150 0.0224 0.04 Q V . . . .
8.167 0.0224 0.04 Q V . . . .
8.183 0.0225 0.04 Q V . . . .
8.200 0.0225 0.04 Q V . . . .
8.217 0.0226 0.04 Q V . . . .
8.233 0.0226 0.04 Q V . . . .
8.250 0.0227 0.04 Q V . . . .
8.267 0.0228 0.04 Q V . . . .
8.283 0.0228 0.04 Q V . . . .
8.300 0.0229 0.04 Q V . . . .
8.317 0.0229 0.04 Q V . . . .
8.333 0.0230 0.04 Q V . . . .
8.350 0.0231 0.04 Q V . . . .
8.367 0.0231 0.04 Q V . . . .
8.383 0.0232 0.04 Q V . . . .
8.400 0.0232 0.04 Q V . . . .
8.417 0.0233 0.04 Q V . . . .
8.433 0.0234 0.04 Q V . . . .
8.450 0.0234 0.04 Q V . . . .
8.467 0.0235 0.04 Q V . . . .
8.483 0.0235 0.04 Q V . . . .
8.500 0.0236 0.04 Q V . . . .
8.517 0.0237 0.04 Q V . . . .
8.533 0.0237 0.04 Q V . . . .
8.550 0.0238 0.04 Q V . . . .
8.567 0.0238 0.04 Q V . . . .
8.583 0.0239 0.04 Q V . . . .
8.600 0.0240 0.04 Q V . . . .
8.617 0.0240 0.04 Q V . . . .
8.633 0.0241 0.04 Q V . . . .
8.650 0.0241 0.04 Q V . . . .
8.667 0.0242 0.04 Q V . . . .
8.683 0.0243 0.04 Q V . . . .
8.700 0.0243 0.04 Q V . . . .
8.717 0.0244 0.04 Q V . . . .
8.733 0.0245 0.04 Q V . . . .
8.750 0.0245 0.04 Q V . . . .
8.767 0.0246 0.04 Q V . . . .
8.783 0.0246 0.04 Q V . . . .
8.800 0.0247 0.04 Q V . . . .
8.817 0.0248 0.04 Q V . . . .
8.833 0.0248 0.04 Q V . . . .
8.850 0.0249 0.04 Q V . . . .
8.867 0.0249 0.04 Q V . . . .
8.883 0.0250 0.05 Q V . . . .
8.900 0.0251 0.05 Q V . . . .
8.917 0.0251 0.05 Q V . . . .
8.933 0.0252 0.05 Q V . . . .
8.950 0.0253 0.05 Q V . . . .
8.967 0.0253 0.05 Q V . . . .
8.983 0.0254 0.05 Q V . . . .
9.000 0.0254 0.05 Q V . . . .
9.017 0.0255 0.05 Q V . . . .
9.033 0.0256 0.05 Q V . . . .
9.050 0.0256 0.05 Q V . . . .
9.067 0.0257 0.05 Q V . . . .
9.083 0.0258 0.05 Q V . . . .
9.100 0.0258 0.05 Q V . . . .
9.117 0.0259 0.05 Q V . . . .
9.133 0.0259 0.05 Q V . . . .
9.150 0.0260 0.05 Q V . . . .
9.167 0.0261 0.05 Q V . . . .
9.183 0.0261 0.05 Q V . . . .
9.200 0.0262 0.05 Q V . . . .
9.217 0.0263 0.05 Q V . . . .
9.233 0.0263 0.05 Q V . . . .
9.250 0.0264 0.05 Q V . . . .
9.267 0.0265 0.05 Q V . . . .
9.283 0.0265 0.05 Q V . . . .
9.300 0.0266 0.05 Q V . . . .
9.317 0.0267 0.05 Q V . . . .
9.333 0.0267 0.05 Q V . . . .
9.350 0.0268 0.05 Q V . . . .
9.367 0.0268 0.05 Q V . . . .
9.383 0.0269 0.05 Q V . . . .
9.400 0.0270 0.05 Q V . . . .
9.417 0.0270 0.05 Q V . . . .
9.433 0.0271 0.05 Q V . . . .
9.450 0.0272 0.05 Q V . . . .
9.467 0.0272 0.05 Q V . . . .
9.483 0.0273 0.05 Q V . . . .
9.500 0.0274 0.05 Q V . . . .
9.517 0.0274 0.05 Q V . . . .
9.533 0.0275 0.05 Q V . . . .
9.550 0.0276 0.05 Q V . . . .
9.567 0.0276 0.05 Q V . . . .
9.583 0.0277 0.05 Q V . . . .
9.600 0.0278 0.05 Q V . . . .
9.617 0.0278 0.05 Q V . . . .
9.633 0.0279 0.05 Q V . . . .
9.650 0.0280 0.05 Q V . . . .
9.667 0.0280 0.05 Q V . . . .
9.683 0.0281 0.05 Q V . . . .
9.700 0.0282 0.05 Q V . . . .
9.717 0.0282 0.05 Q V . . . .
9.733 0.0283 0.05 Q V . . . .
9.750 0.0284 0.05 Q V . . . .
9.767 0.0284 0.05 Q V . . . .
9.783 0.0285 0.05 Q V . . . .
9.800 0.0286 0.05 Q V . . . .
9.817 0.0286 0.05 Q V . . . .
9.833 0.0287 0.05 Q V . . . .
9.850 0.0288 0.05 Q V . . . .
9.867 0.0288 0.05 Q V . . . .
9.883 0.0289 0.05 Q V . . . .
9.900 0.0290 0.05 Q V . . . .
9.917 0.0290 0.05 Q V . . . .
9.933 0.0291 0.05 Q V . . . .
9.950 0.0292 0.05 Q V . . . .
9.967 0.0292 0.05 Q V . . . .
9.983 0.0293 0.05 Q V . . . .
10.000 0.0294 0.05 Q V . . . .
10.017 0.0295 0.05 Q V . . . .
10.033 0.0295 0.05 Q V . . . .
10.050 0.0296 0.05 Q V . . . .
10.067 0.0297 0.05 Q V . . . .
10.083 0.0297 0.05 Q V . . . .
10.100 0.0298 0.05 Q V . . . .
10.117 0.0299 0.05 Q V . . . .
10.133 0.0299 0.05 Q V . . . .
10.150 0.0300 0.05 Q V . . . .
10.167 0.0301 0.05 Q V . . . .
10.183 0.0302 0.05 Q V . . . .
10.200 0.0302 0.05 Q V . . . .
10.217 0.0303 0.05 Q V . . . .
10.233 0.0304 0.05 Q V . . . .
10.250 0.0304 0.05 Q V . . . .
10.267 0.0305 0.05 Q V . . . .
10.283 0.0306 0.05 Q V . . . .
10.300 0.0306 0.05 Q V . . . .
10.317 0.0307 0.05 Q V . . . .
10.333 0.0308 0.05 Q V . . . .
10.350 0.0309 0.05 Q V . . . .
10.367 0.0309 0.05 Q V . . . .
10.383 0.0310 0.05 Q V . . . .
10.400 0.0311 0.05 Q V . . . .
10.417 0.0311 0.05 Q V . . . .
10.433 0.0312 0.05 Q V . . . .
10.450 0.0313 0.05 Q V . . . .
10.467 0.0314 0.05 Q V . . . .
10.483 0.0314 0.05 Q V . . . .
10.500 0.0315 0.05 Q V . . . .
10.517 0.0316 0.05 Q V . . . .
10.533 0.0317 0.05 Q V . . . .
10.550 0.0317 0.05 Q V . . . .
10.567 0.0318 0.05 Q V . . . .
10.583 0.0319 0.05 Q V . . . .
10.600 0.0319 0.05 Q V . . . .
10.617 0.0320 0.05 Q V . . . .
10.633 0.0321 0.05 Q V . . . .
10.650 0.0322 0.05 Q V . . . .
10.667 0.0322 0.05 Q V . . . .
10.683 0.0323 0.05 Q V . . . .
10.700 0.0324 0.05 Q V . . . .
10.717 0.0325 0.05 Q V . . . .
10.733 0.0325 0.05 Q V . . . .
10.750 0.0326 0.05 Q V . . . .
10.767 0.0327 0.05 Q V . . . .
10.783 0.0328 0.05 Q V . . . .
10.800 0.0328 0.05 Q V . . . .
10.817 0.0329 0.05 Q V . . . .
10.833 0.0330 0.05 Q V . . . .
10.850 0.0331 0.05 Q V . . . .
10.867 0.0331 0.06 Q V . . . .
10.883 0.0332 0.06 Q V . . . .
10.900 0.0333 0.06 Q V . . . .
10.917 0.0334 0.06 Q V . . . .
10.933 0.0334 0.06 Q V . . . .
10.950 0.0335 0.06 Q V . . . .
10.967 0.0336 0.06 Q V . . . .
10.983 0.0337 0.06 Q V . . . .
11.000 0.0338 0.06 Q V . . . .
11.017 0.0338 0.06 Q V . . . .
11.033 0.0339 0.06 Q V . . . .
11.050 0.0340 0.06 Q V . . . .
11.067 0.0341 0.06 Q V . . . .
11.083 0.0341 0.06 Q V . . . .
11.100 0.0342 0.06 Q V . . . .
11.117 0.0343 0.06 Q V . . . .
11.133 0.0344 0.06 Q V . . . .
11.150 0.0345 0.06 Q V . . . .
11.167 0.0345 0.06 Q V . . . .
11.183 0.0346 0.06 Q V . . . .
11.200 0.0347 0.06 Q V . . . .
11.217 0.0348 0.06 Q V . . . .
11.233 0.0348 0.06 Q V . . . .
11.250 0.0349 0.06 Q V . . . .
11.267 0.0350 0.06 Q V . . . .
11.283 0.0351 0.06 Q V . . . .
11.300 0.0352 0.06 Q V . . . .
11.317 0.0352 0.06 Q V . . . .
11.333 0.0353 0.06 Q V . . . .
11.350 0.0354 0.06 Q V . . . .
11.367 0.0355 0.06 Q V . . . .
11.383 0.0356 0.06 Q V . . . .
11.400 0.0356 0.06 Q V . . . .
11.417 0.0357 0.06 Q V . . . .
11.433 0.0358 0.06 Q V . . . .
11.450 0.0359 0.06 Q V . . . .
11.467 0.0360 0.06 Q V . . . .
11.483 0.0361 0.06 Q V . . . .
11.500 0.0361 0.06 Q V . . . .
11.517 0.0362 0.06 Q V . . . .
11.533 0.0363 0.06 Q V . . . .
11.550 0.0364 0.06 Q V . . . .
11.567 0.0365 0.06 .Q V . . . .
11.583 0.0366 0.06 .Q V . . . .
11.600 0.0366 0.06 .Q V . . . .
11.617 0.0367 0.06 .Q V . . . .
11.633 0.0368 0.06 .Q V . . . .
11.650 0.0369 0.06 .Q V . . . .
11.667 0.0370 0.06 .Q V . . . .
11.683 0.0371 0.06 .Q V . . . .
11.700 0.0371 0.06 .Q V . . . .
11.717 0.0372 0.06 .Q V . . . .
11.733 0.0373 0.06 .Q V . . . .
11.750 0.0374 0.06 .Q V . . . .
11.767 0.0375 0.06 .Q V . . . .
11.783 0.0376 0.06 .Q V . . . .
11.800 0.0376 0.06 .Q V . . . .
11.817 0.0377 0.06 .Q V . . . .
11.833 0.0378 0.06 .Q V . . . .
11.850 0.0379 0.06 .Q V . . . .
11.867 0.0380 0.06 .Q V . . . .
11.883 0.0381 0.06 .Q V . . . .
11.900 0.0382 0.06 .Q V . . . .
11.917 0.0383 0.06 .Q V. . . .
11.933 0.0383 0.06 .Q V. . . .
11.950 0.0384 0.06 .Q V. . . .
11.967 0.0385 0.06 .Q V. . . .
11.983 0.0386 0.06 .Q V. . . .
12.000 0.0387 0.06 .Q V. . . .
12.017 0.0388 0.06 .Q V. . . .
12.033 0.0389 0.06 .Q V. . . .
12.050 0.0390 0.06 .Q V. . . .
12.067 0.0390 0.07 .Q V. . . .
12.083 0.0391 0.07 .Q V. . . .
12.100 0.0392 0.07 .Q V. . . .
12.117 0.0393 0.07 .Q V. . . .
12.133 0.0394 0.07 .Q V. . . .
12.150 0.0395 0.07 .Q V. . . .
12.167 0.0396 0.07 .Q V. . . .
12.183 0.0397 0.08 .Q V. . . .
12.200 0.0398 0.08 .Q V. . . .
12.217 0.0400 0.08 .Q V. . . .
12.233 0.0401 0.08 .Q V. . . .
12.250 0.0402 0.08 .Q V. . . .
12.267 0.0403 0.08 .Q V. . . .
12.283 0.0404 0.08 .Q V. . . .
12.300 0.0405 0.08 .Q V. . . .
12.317 0.0406 0.08 .Q V. . . .
12.333 0.0407 0.08 .Q V. . . .
12.350 0.0408 0.08 .Q V. . . .
12.367 0.0410 0.08 .Q V. . . .
12.383 0.0411 0.08 .Q V. . . .
12.400 0.0412 0.08 .Q V. . . .
12.417 0.0413 0.08 .Q V. . . .
12.433 0.0414 0.08 .Q V. . . .
12.450 0.0415 0.08 .Q V. . . .
12.467 0.0416 0.08 .Q V. . . .
12.483 0.0418 0.08 .Q V. . . .
12.500 0.0419 0.08 .Q V. . . .
12.517 0.0420 0.08 .Q V. . . .
12.533 0.0421 0.08 .Q V. . . .
12.550 0.0422 0.08 .Q V. . . .
12.567 0.0423 0.08 .Q V. . . .
12.583 0.0425 0.08 .Q V. . . .
12.600 0.0426 0.09 .Q V . . .
12.617 0.0427 0.09 .Q V . . .
12.633 0.0428 0.09 .Q V . . .
12.650 0.0429 0.09 .Q V . . .
12.667 0.0430 0.09 .Q V . . .
12.683 0.0432 0.09 .Q V . . .
12.700 0.0433 0.09 .Q V . . .
12.717 0.0434 0.09 .Q V . . .
12.733 0.0435 0.09 .Q V . . .
12.750 0.0436 0.09 .Q V . . .
12.767 0.0438 0.09 .Q V . . .
12.783 0.0439 0.09 .Q V . . .
12.800 0.0440 0.09 .Q V . . .
12.817 0.0441 0.09 .Q V . . .
12.833 0.0442 0.09 .Q V . . .
12.850 0.0444 0.09 .Q V . . .
12.867 0.0445 0.09 .Q V . . .
12.883 0.0446 0.09 .Q V . . .
12.900 0.0447 0.09 .Q V . . .
12.917 0.0448 0.09 .Q V . . .
12.933 0.0450 0.09 .Q V . . .
12.950 0.0451 0.09 .Q V . . .
12.967 0.0452 0.09 .Q V . . .
12.983 0.0453 0.09 .Q V . . .
13.000 0.0455 0.09 .Q V . . .
13.017 0.0456 0.09 .Q V . . .
13.033 0.0457 0.09 .Q V . . .
13.050 0.0458 0.09 .Q V . . .
13.067 0.0460 0.09 .Q V . . .
13.083 0.0461 0.09 .Q V . . .
13.100 0.0462 0.09 .Q V . . .
13.117 0.0464 0.09 .Q V . . .
13.133 0.0465 0.09 .Q V . . .
13.150 0.0466 0.09 .Q V . . .
13.167 0.0467 0.09 .Q .V . . .
13.183 0.0469 0.09 .Q .V . . .
13.200 0.0470 0.09 .Q .V . . .
13.217 0.0471 0.09 .Q .V . . .
13.233 0.0473 0.09 .Q .V . . .
13.250 0.0474 0.09 .Q .V . . .
13.267 0.0475 0.10 .Q .V . . .
13.283 0.0476 0.10 .Q .V . . .
13.300 0.0478 0.10 .Q .V . . .
13.317 0.0479 0.10 .Q .V . . .
13.333 0.0480 0.10 .Q .V . . .
13.350 0.0482 0.10 .Q .V . . .
13.367 0.0483 0.10 .Q .V . . .
13.383 0.0484 0.10 .Q .V . . .
13.400 0.0486 0.10 .Q .V . . .
13.417 0.0487 0.10 .Q .V . . .
13.433 0.0489 0.10 .Q .V . . .
13.450 0.0490 0.10 .Q .V . . .
13.467 0.0491 0.10 .Q .V . . .
13.483 0.0493 0.10 .Q .V . . .
13.500 0.0494 0.10 .Q .V . . .
13.517 0.0495 0.10 .Q .V . . .
13.533 0.0497 0.10 .Q .V . . .
13.550 0.0498 0.10 .Q .V . . .
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20.817 0.1609 0.04 Q . . . V .
20.833 0.1609 0.04 Q . . . V .
20.850 0.1610 0.04 Q . . . V .
20.867 0.1610 0.04 Q . . . V .
20.883 0.1611 0.04 Q . . . V .
20.900 0.1612 0.04 Q . . . V .
20.917 0.1612 0.04 Q . . . V .
20.933 0.1613 0.04 Q . . . V .
20.950 0.1613 0.04 Q . . . V .
20.967 0.1614 0.04 Q . . . V .
20.983 0.1614 0.04 Q . . . V .
21.000 0.1615 0.04 Q . . . V .
21.017 0.1615 0.04 Q . . . V .
21.033 0.1616 0.04 Q . . . V .
21.050 0.1616 0.04 Q . . . V .
21.067 0.1617 0.04 Q . . . V .
21.083 0.1617 0.04 Q . . . V .
21.100 0.1618 0.04 Q . . . V .
21.117 0.1618 0.04 Q . . . V .
21.133 0.1619 0.04 Q . . . V .
21.150 0.1619 0.04 Q . . . V .
21.167 0.1620 0.04 Q . . . V .
21.183 0.1620 0.04 Q . . . V .
21.200 0.1621 0.04 Q . . . V .
21.217 0.1621 0.04 Q . . . V .
21.233 0.1622 0.04 Q . . . V .
21.250 0.1622 0.04 Q . . . V .
21.267 0.1623 0.04 Q . . . V .
21.283 0.1623 0.04 Q . . . V .
21.300 0.1624 0.04 Q . . . V .
21.317 0.1624 0.04 Q . . . V .
21.333 0.1625 0.04 Q . . . V .
21.350 0.1625 0.04 Q . . . V .
21.367 0.1626 0.04 Q . . . V .
21.383 0.1626 0.04 Q . . . V .
21.400 0.1627 0.04 Q . . . V .
21.417 0.1627 0.04 Q . . . V .
21.433 0.1628 0.04 Q . . . V .
21.450 0.1628 0.04 Q . . . V .
21.467 0.1629 0.04 Q . . . V .
21.483 0.1629 0.04 Q . . . V .
21.500 0.1630 0.04 Q . . . V .
21.517 0.1630 0.04 Q . . . V .
21.533 0.1631 0.04 Q . . . V .
21.550 0.1631 0.04 Q . . . V .
21.567 0.1632 0.04 Q . . . V .
21.583 0.1632 0.04 Q . . . V .
21.600 0.1633 0.04 Q . . . V .
21.617 0.1633 0.03 Q . . . V .
21.633 0.1634 0.03 Q . . . V .
21.650 0.1634 0.03 Q . . . V .
21.667 0.1635 0.03 Q . . . V .
21.683 0.1635 0.03 Q . . . V .
21.700 0.1636 0.03 Q . . . V .
21.717 0.1636 0.03 Q . . . V .
21.733 0.1636 0.03 Q . . . V .
21.750 0.1637 0.03 Q . . . V .
21.767 0.1637 0.03 Q . . . V .
21.783 0.1638 0.03 Q . . . V .
21.800 0.1638 0.03 Q . . . V .
21.817 0.1639 0.03 Q . . . V .
21.833 0.1639 0.03 Q . . . V .
21.850 0.1640 0.03 Q . . . V .
21.867 0.1640 0.03 Q . . . V .
21.883 0.1641 0.03 Q . . . V .
21.900 0.1641 0.03 Q . . . V .
21.917 0.1642 0.03 Q . . . V .
21.933 0.1642 0.03 Q . . . V .
21.950 0.1643 0.03 Q . . . V .
21.967 0.1643 0.03 Q . . . V .
21.983 0.1643 0.03 Q . . . V .
22.000 0.1644 0.03 Q . . . V .
22.017 0.1644 0.03 Q . . . V .
22.033 0.1645 0.03 Q . . . V .
22.050 0.1645 0.03 Q . . . V .
22.067 0.1646 0.03 Q . . . V .
22.083 0.1646 0.03 Q . . . V .
22.100 0.1647 0.03 Q . . . V .
22.117 0.1647 0.03 Q . . . V .
22.133 0.1648 0.03 Q . . . V .
22.150 0.1648 0.03 Q . . . V .
22.167 0.1649 0.03 Q . . . V .
22.183 0.1649 0.03 Q . . . V .
22.200 0.1649 0.03 Q . . . V .
22.217 0.1650 0.03 Q . . . V .
22.233 0.1650 0.03 Q . . . V .
22.250 0.1651 0.03 Q . . . V .
22.267 0.1651 0.03 Q . . . V .
22.283 0.1652 0.03 Q . . . V .
22.300 0.1652 0.03 Q . . . V .
22.317 0.1653 0.03 Q . . . V .
22.333 0.1653 0.03 Q . . . V .
22.350 0.1653 0.03 Q . . . V .
22.367 0.1654 0.03 Q . . . V .
22.383 0.1654 0.03 Q . . . V .
22.400 0.1655 0.03 Q . . . V .
22.417 0.1655 0.03 Q . . . V .
22.433 0.1656 0.03 Q . . . V .
22.450 0.1656 0.03 Q . . . V.
22.467 0.1657 0.03 Q . . . V.
22.483 0.1657 0.03 Q . . . V.
22.500 0.1657 0.03 Q . . . V.
22.517 0.1658 0.03 Q . . . V.
22.533 0.1658 0.03 Q . . . V.
22.550 0.1659 0.03 Q . . . V.
22.567 0.1659 0.03 Q . . . V.
22.583 0.1660 0.03 Q . . . V.
22.600 0.1660 0.03 Q . . . V.
22.617 0.1660 0.03 Q . . . V.
22.633 0.1661 0.03 Q . . . V.
22.650 0.1661 0.03 Q . . . V.
22.667 0.1662 0.03 Q . . . V.
22.683 0.1662 0.03 Q . . . V.
22.700 0.1663 0.03 Q . . . V.
22.717 0.1663 0.03 Q . . . V.
22.733 0.1663 0.03 Q . . . V.
22.750 0.1664 0.03 Q . . . V.
22.767 0.1664 0.03 Q . . . V.
22.783 0.1665 0.03 Q . . . V.
22.800 0.1665 0.03 Q . . . V.
22.817 0.1666 0.03 Q . . . V.
22.833 0.1666 0.03 Q . . . V.
22.850 0.1666 0.03 Q . . . V.
22.867 0.1667 0.03 Q . . . V.
22.883 0.1667 0.03 Q . . . V.
22.900 0.1668 0.03 Q . . . V.
22.917 0.1668 0.03 Q . . . V.
22.933 0.1669 0.03 Q . . . V.
22.950 0.1669 0.03 Q . . . V.
22.967 0.1669 0.03 Q . . . V.
22.983 0.1670 0.03 Q . . . V.
23.000 0.1670 0.03 Q . . . V.
23.017 0.1671 0.03 Q . . . V.
23.033 0.1671 0.03 Q . . . V.
23.050 0.1672 0.03 Q . . . V.
23.067 0.1672 0.03 Q . . . V.
23.083 0.1672 0.03 Q . . . V.
23.100 0.1673 0.03 Q . . . V.
23.117 0.1673 0.03 Q . . . V.
23.133 0.1674 0.03 Q . . . V.
23.150 0.1674 0.03 Q . . . V.
23.167 0.1674 0.03 Q . . . V.
23.183 0.1675 0.03 Q . . . V.
23.200 0.1675 0.03 Q . . . V.
23.217 0.1676 0.03 Q . . . V.
23.233 0.1676 0.03 Q . . . V.
23.250 0.1676 0.03 Q . . . V.
23.267 0.1677 0.03 Q . . . V.
23.283 0.1677 0.03 Q . . . V.
23.300 0.1678 0.03 Q . . . V.
23.317 0.1678 0.03 Q . . . V.
23.333 0.1678 0.03 Q . . . V.
23.350 0.1679 0.03 Q . . . V.
23.367 0.1679 0.03 Q . . . V.
23.383 0.1680 0.03 Q . . . V.
23.400 0.1680 0.03 Q . . . V.
23.417 0.1681 0.03 Q . . . V.
23.433 0.1681 0.03 Q . . . V.
23.450 0.1681 0.03 Q . . . V.
23.467 0.1682 0.03 Q . . . V.
23.483 0.1682 0.03 Q . . . V.
23.500 0.1683 0.03 Q . . . V.
23.517 0.1683 0.03 Q . . . V.
23.533 0.1683 0.03 Q . . . V.
23.550 0.1684 0.03 Q . . . V.
23.567 0.1684 0.03 Q . . . V.
23.583 0.1685 0.03 Q . . . V.
23.600 0.1685 0.03 Q . . . V.
23.617 0.1685 0.03 Q . . . V.
23.633 0.1686 0.03 Q . . . V.
23.650 0.1686 0.03 Q . . . V.
23.667 0.1686 0.03 Q . . . V.
23.683 0.1687 0.03 Q . . . V.
23.700 0.1687 0.03 Q . . . V.
23.717 0.1688 0.03 Q . . . V.
23.733 0.1688 0.03 Q . . . V.
23.750 0.1688 0.03 Q . . . V.
23.767 0.1689 0.03 Q . . . V.
23.783 0.1689 0.03 Q . . . V.
23.800 0.1690 0.03 Q . . . V.
23.817 0.1690 0.03 Q . . . V.
23.833 0.1690 0.03 Q . . . V.
23.850 0.1691 0.03 Q . . . V.
23.867 0.1691 0.03 Q . . . V.
23.883 0.1692 0.03 Q . . . V.
23.900 0.1692 0.03 Q . . . V.
23.917 0.1692 0.03 Q . . . V.
23.933 0.1693 0.03 Q . . . V.
23.950 0.1693 0.03 Q . . . V.
23.967 0.1693 0.03 Q . . . V.
23.983 0.1694 0.03 Q . . . V.
24.000 0.1694 0.03 Q . . . V.
24.017 0.1695 0.03 Q . . . V.
24.033 0.1695 0.03 Q . . . V.
24.050 0.1695 0.03 Q . . . V.
24.067 0.1696 0.03 Q . . . V.
24.083 0.1696 0.03 Q . . . V.
24.100 0.1697 0.03 Q . . . V.
24.117 0.1697 0.03 Q . . . V.
24.133 0.1697 0.02 Q . . . V.
24.150 0.1697 0.02 Q . . . V.
24.167 0.1698 0.02 Q . . . V.
24.183 0.1698 0.01 Q . . . V.
24.200 0.1698 0.01 Q . . . V.
24.217 0.1698 0.01 Q . . . V.
-------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1453.0
10% 245.0
20% 145.0
30% 95.0
40% 80.0
50% 70.0
60% 55.0
70% 40.0
80% 25.0
90% 15.0
============================================================================ END OF FLOODSCx ROUTING ANALYSIS
Griffiths Ranch, LLC Preliminary Drainage Report
20795 Cañada Road, Lake Forest, CA
11 APPENDIX D
Geotechnical Documents
131 Calle Iglesia, Suite 200, San Clemente, CA 92672 (949) 369-6141 www.lgcgeotechnical.com Project No. 19035‐01 Page i May 28, 2019
TABLE OF CONTENTS
Section Page
1.0 INTRODUCTION .................................................................................................................1
1.1 Purpose and Scope of Services ...............................................................................1
1.2 Existing Conditions .................................................................................................1
1.3 Project Description .................................................................................................1
1.4 Subsurface Geotechnical Evaluation .....................................................................4
1.5 Laboratory Testing .................................................................................................4
2.0 GEOTECHNICAL CONDITIONS .........................................................................................6
2.1 Geologic Conditions ................................................................................................6
2.2 Generalized Subsurface Conditions .......................................................................6
2.3 Groundwater ...........................................................................................................6
2.4 Field Infiltration Testing ........................................................................................7
2.5 Seismic Design Criteria ..........................................................................................7
2.6 Faulting ....................................................................................................................9
2.6.1 Liquefaction and Dynamic Settlement .......................................................9
2.6.2 Lateral Spreading ......................................................................................10
2.7 Expansion Potential ..............................................................................................10
3.0 CONCLUSIONS ..................................................................................................................11
4.0 PRELIMINARY RECOMMENDATIONS ..........................................................................12
4.1 Site Earthwork ......................................................................................................12
4.1.1 Site Preparation ........................................................................................12
4.1.2 Removal and Recompaction Depths and Limits ......................................13
4.1.3 Temporary Excavations ...........................................................................14
4.1.4 Removal Bottoms and Subgrade Preparation .........................................14
4.1.5 Material for Fill .........................................................................................15
4.1.6 Placement and Compaction of Fills ..........................................................15
4.1.7 Trench and Retaining Wall Backfill and Compaction ..............................16
4.2 Preliminary Foundation Recommendations .......................................................17
4.2.1 Slab Design and Construction .................................................................17
4.2.2 Slab Underlayment Guidelines ................................................................18
4.3 Soil Bearing and Lateral Resistance ..................................................................18
4.4 Lateral Earth Pressures for Retaining Walls (Including Truck Docks) ...........18
4.5 Soil Corrosivity ......................................................................................................20
4.6 Control of Surface Water and Drainage Control ..................................................21
4.7 Subsurface Water Infiltration ...............................................................................21
4.8 Preliminary Asphalt Concrete Pavement Sections ............................................21
4.9 Preliminary Gravel Parking Area Recommendations .........................................22
4.10 Nonstructural Concrete Flatwork ........................................................................22
4.11 Geotechnical Plan Review .....................................................................................23
4.12 Geotechnical Observation and Testing During Construction .............................23
5.0 LIMITATIONS ..................................................................................................................25 TABLE OF CONTENTS (Cont’d)
Project No. 19035‐01 Page ii May 28, 2019
LIST OF ILLUSTRATIONS, TABLES, AND APPENDICES
Figures
Figure 1 – Site Location Map (Page 3)
Figure 2 – Geotechnical Exploration Location Map (Rear of Text) Figure 3 – Retaining Wall Backfill Detail (Rear of Text) Tables
Table 1 – Summary of Field Infiltration Testing (Page 7) Table 2 – Seismic Design Parameters for Structures with a Period of Vibration ≤ 0.5 Second (Page 8) Table 3 – Lateral Earth Pressures – Approved Sandy Soils (Page 19) Table 4 – Preliminary Asphalt Concrete Pavement Section Options (Page 22) Table 5 – Preliminary Geotechnical Parameters for Nonstructural Concrete Flatwork Placed on Very Low to Low Expansion Potential Subgrade (Page 23)
Appendices
Appendix A – References
Appendix B – Field Exploration Logs
Appendix C – Laboratory Test Results
Appendix D – Infiltration Test Data
Appendix E – Liquefaction Analysis
Appendix F – General Earthwork and Grading Specifications for Rough Grading Project No. 19035-01 Page 1 May 28, 2019
1.0 INTRODUCTION
1.1 Purpose and Scope of Services
This report presents the results of our preliminary geotechnical evaluation for the proposed development located at 20865 Canada Road in the City of Lake Forest, California. Refer to the Site Location Map (Figure 1).
The purpose of our study was to provide a preliminary geotechnical evaluation relative to the proposed development. As part of our scope of work, we have: 1) reviewed available geotechnical background information including in‐house regional geologic maps and published geotechnical literature pertinent to the site (Appendix A); 2) performed a limited subsurface geotechnical evaluation of the site consisting of the excavation of three small‐diameter borings ranging in depth from approximately 5 to 50 feet below existing ground surface; 3) performed one field infiltration test; 4) performed laboratory testing of select soil samples obtained during our subsurface evaluation; and 5) prepared this geotechnical summary report presenting our preliminary findings, conclusions and recommendations for the development of the proposed project.
1.2 Existing Conditions
The approximately 6.4‐acre irregular‐shaped site is bound to the north by commercial/industrial developments, to the east by Dimension Drive, to the south by Linear Lane and two existing industrial buildings and to the west by Serrano Creek. Serrano Creek meanders from east to west through the site and is primarily located in the northern region of the site. The site’s current use is primarily a residence/farm and vehicular storage yard. The central and western portion of the site contain a residential structure, barn, livestock stables, a horse corral/arena, unpaved and paved roads and miscellaneous debris. The eastern portion of the site contains a manmade lot currently used for vehicular storage. Entry to the site is from either Linear Lane or Canada Road. Vegetation across the site consists of grass, brush, bushes and areas of dense tree growth.
Based on review of historic aerials, it appears the barn structure was constructed some time before the year 1938 and the residential structure was constructed sometime between the years 1946 and 1952.
1.3 Project Description
Based on the conceptual site plan (Herdman, 2018), the proposed improvements include the construction of a restroom building addition, a modular office building, dump truck and boom truck parking areas, vehicular parking areas, a concrete pad for chip drying, freestanding block walls and a water quality basin/feature. The proposed development is located on the southern side of the existing Serrano Creek alignment. Design cuts and fills (not including required remedial grading) are anticipated to be on the order of 2 to 4 feet. The proposed temporary modular structures are anticipated to be relatively light with maximum column and wall loads of approximately 10 kips and 2 kips per linear foot, respectively. Please note no structural loads Project No. 19035‐01 Page 2 May 28, 2019
were provided to us at the time of this report.
Some of the existing structures including the barn (storage building) and residence (office) are anticipated to remain in‐place and keep the same building footprint that currently exists.
The recommendations given in this report are based upon the estimated structural loading, grading and layout information above. We understand that the project plans are currently being developed at this time; LGC Geotechnical should be provided with updated project plans and any changes to structural loads when they become available, in order to either confirm or modify the recommendations provided herein.
Site Location
FIGURE 1
Site Location Map
DATE May 2019
ENG. / GEOL.
PROJECT NO.
PROJECT NAME
SCALE
RLD / KTM
Not to Scale
Great Scott - Lake Forest
19035-01
Project No. 19035‐01 Page 4 May 28, 2019
1.4 Subsurface Geotechnical Evaluation
LGC Geotechnical performed a limited subsurface geotechnical evaluation of the site consisting of the excavation of three hollow‐stem auger borings to evaluate onsite geotechnical conditions.
Three hollow‐stem borings (HS‐1, HS‐2 & I‐1) were drilled to depths ranging from approximately 5 to 50 feet below existing grade. An LGC Geotechnical staff engineer observed the drilling operations, logged the borings, and collected soil samples for laboratory testing. The borings were excavated by Calpac Drilling under subcontract to LGC Geotechnical using a truck‐ mounted drill rig equipped with 8‐inch‐diameter hollow‐stem augers. Driven soil samples were collected by means of the Standard Penetration Test (SPT) and Modified California Drive (MCD) sampler generally obtained at 2.5 to 5‐foot vertical increments. The MCD is a split‐ barrel sampler with a tapered cutting tip and lined with a series of 1‐inch‐tall brass rings. The SPT sampler (1.4‐inch ID) and MCD sampler (2.4‐inch ID, 3.0‐inch OD) were driven using a 140‐pound automatic hammer falling 30 inches to advance the sampler a total depth of 18 inches. The raw blow counts for each 6‐inch increment of penetration were recorded on the boring logs. Bulk samples of the near‐surface soils were also collected and logged at select borings for laboratory testing. At the completion of drilling, the borings were backfilled with the native soil cuttings and tamped. Some settlement of the backfill soils may occur over time.
Infiltration testing was performed within one of the borings (I‐1) to a depth of 5 feet below existing grade. An LGC Geotechnical staff engineer installed standpipe, backfilled the boring with crushed rock and pre‐soaked the infiltration hole prior to testing. Infiltration testing was performed per the County of Orange testing guidelines. The location was subsequently backfilled with native soils at the completion of testing.
The approximate locations of our subsurface explorations are provided on the Geotechnical Exploration Location Map (Figure 2). The boring logs are provided in Appendix B.
1.5 Laboratory Testing
Representative bulk and driven (relatively undisturbed) samples were obtained for laboratory testing during our field evaluation. Laboratory testing included in‐situ moisture content and in‐ situ dry density, Atterberg Limits, fines content, expansion index, consolidation, R‐value and corrosion (sulfate, chloride, pH and minimum resistivity).
The following is a summary of the laboratory test results:
Dry density of the samples collected ranged from approximately 91 pounds per cubic foot (pcf) to 117 pcf, with an average of 106 pcf. Field moisture contents ranged from approximately 1 to 26 percent, with an average of 13 percent. Four fines content tests were performed and indicated a fines content (passing No. 200 sieve) ranging from approximately 6 to 37 percent. Based on the Unified Soils Classification System (USCS), the tested samples would be classified as “coarse‐grained.” One Atterberg Limit (liquid limit and plastic limit) test was performed. Results indicated a Plasticity Index (PI) value of 17.
One consolidation test was performed. The load versus deformation plot is provided in Project No. 19035‐01 Page 5 May 28, 2019
Appendix C.
Expansion potential testing indicated an expansion index value of 8, corresponding to “Very Low” expansion potential.
One R-value test was performed on a bulk sample collected and resulted in an R-Value of 66. Corrosion testing indicated soluble sulfate contents of approximately 0.02 percent, a chloride content of 103 parts per million (ppm), pH of 8.2, and a minimum resistivity of 857 ohm‐centimeters.
A summary of the laboratory test results is presented in Appendix C. The moisture and dry density results are presented on the boring logs in Appendix B.
Project No. 19035‐01 Page 6 May 28, 2019
2.0 GEOTECHNICAL CONDITIONS
2.1 Geologic Conditions
The subject site is located within the foothills of the Santa Ana Mountains, part of the Peninsular Ranges Geomorphic Province. The region consists of dissected foothills bordering the Los Angeles Basin to the northwest and the granite‐core Santa Ana Mountains to the east. The Southern California Batholith forms the core of the Santa Ana Mountains, which is overlain by a thick sequence of sedimentary units, which comprise the foothills including the subject site. Late Miocene to Early Pliocene bedrock materials of the Oso Member of the Capistrano Formation that underlie the subject site at depth are primarily composed of sandstone and silty sandstone (USGS, 2004).
The site is specifically located within the Serrano Creek drainage course and the area just southeast of the active drainage. The southwest‐flowing creek has deposited variable alluvial materials as observed during our subsurface investigation.
2.2 Generalized Subsurface Conditions
The subsurface evaluation performed at the subject site indicated that site soils consist of variable alluvium ranging from very moist to wet, moderate to dark brown clayey sand and sand, to an alluvial deposit consisting of light gray, relatively dry, medium to coarse sand with few pebbles. The material is labelled “younger alluvium” on boring logs. Bedrock of the Capistrano Formation, Oso Member was encountered at depth below the alluvium, consisting of light yellowish brown, silty sandstone, moist, very dense, observed to the maximum explored depth of approximately 50 feet below existing grade.
It should be noted that the borings are only representative of the location and time where/when they are performed and varying subsurface conditions may exist outside of the performed location. In addition, subsurface conditions can change over time. The soil descriptions provided above should not be construed to mean that the subsurface profile is uniform and that soil is homogeneous within the project area. For details on the stratigraphy at the exploration locations, refer to Appendix B.
2.3 Groundwater
Groundwater was encountered in our boring HS‐1 at a depth of approximately 15 feet below existing grade. Historic high groundwater is estimated to be about 10 feet below existing grade (CDMG, 2000).
Seasonal fluctuations of groundwater elevations should be expected over time. In general, groundwater levels fluctuate with the seasons and local zones of perched groundwater may be present due to local seepage caused by irrigation and/or recent precipitation. Local perched groundwater conditions or surface seepage may develop once site development is completed.
Project No. 19035‐01 Page 7 May 28, 2019
2.4 Field Infiltration Testing
One field percolation test was performed in the area of the proposed infiltration trench and the location is depicted on Figure 2 – Geotechnical Exploration Location Map. Test well installation consisted of placing a 3‐inch diameter perforated PVC pipe in the excavated borehole and backfilling the annulus with crushed rock including the placement of approximately 2 inches of crushed rock at the bottom of the borehole. The infiltration test well was presoaked the day of installation and testing took place within 24 hours of presoaking. During the pre‐test the water level was observed to drop less than 6 inches in 25 minutes for two consecutive readings.
Therefore, the test procedure for fine‐grained soils or “slow test” was followed. Test well installation and the estimation of infiltration rates were accomplished in general accordance with the guidelines set forth by the County of Orange (2013). In general, three‐dimensional flow out of the test well (percolation), as observed in the field, is mathematically reduced to one‐dimensional flow out of the bottom of the test well (infiltration). Infiltration tests are performed using relatively clean water, free of particulates, silt, etc. The results of our recent field infiltration testing are presented in Appendix D and summarized below.
TABLE 1
Summary of Field Infiltration Testing
Infiltration Test
Identification
Approx. Depth
Below Existing
Grade (ft)
Observed
Infiltration Rate*
(in./hr.)
Measured
Infiltration Rate**
(in./hr.)
I‐1 5 0.7 0.35
*Observed Infiltration Rates Do Not Include Factor of Safety. **Measured Infiltration Rates Include a Factor of Safety of 2 in Order to Evaluate Feasibility.
The tested infiltration rates provided in this report are considered a general representation of the infiltration rates at the location of the proposed infiltration trench. Please note, the testing of infiltration rates is highly dependent upon the materials encountered at the point of testing (i.e. location and depth of testing). Varying subsurface conditions may exist outside of the test location which could alter the calculated infiltration rate. Please refer to Section 4.6 for subsurface water infiltration recommendations.
2.5 Seismic Design Criteria
The site seismic characteristics were evaluated per the guidelines set forth in Chapter 16, Section 1613 of the 2016 California Building Code (CBC). Since the site contains soils that are susceptible to liquefaction (refer to above Section “Liquefaction and Dynamic Settlement”), ASCE 7 which has been adopted by the CBC requires that site soils be assigned Site Class “F” and a site‐specific response spectrum be performed. However, in accordance with Section
20.3.1 of ASCE 7, if the fundamental periods of vibration of the planned structure are equal to or less than 0.5 second, a site‐specific response spectrum is not required and ASCE 7/2016 CBC site class and seismic parameters may be used in lieu of a site‐specific response spectrum. It should be noted that the seismic parameters provided herein are not applicable for any structure having a fundamental period of vibration greater than 0.5 second.
Project No. 19035‐01 Page 8 May 28, 2019
Representative site coordinates of latitude 33.6606 degrees north and longitude ‐117.6751 degrees west were utilized in our analyses. The maximum considered earthquake (MCE) spectral response accelerations (SMS and SM1) and adjusted design spectral response acceleration parameters (SDS and SD1) for Site Class D are provided in Table 2 below.
TABLE 2
Seismic Design Parameters for Structures with a Period of Vibration ≤ 0.5 Second Selected Parameters from 2016 CBC,
Section 1613 ‐ Earthquake Loads Seismic Design Values
Site Class per Chapter 20 of ASCE 7 D*
Risk‐Targeted Spectral Acceleration for
Short Periods (SS)** 1.453g
Risk‐Targeted Spectral Accelerations for
1‐Second Periods (S1)** 0.540g
Site Coefficient Fa per Table 1613.3.3(1) 1.0
Site Coefficient Fv per Table 1613.3.3(2) 1.5
Site Modified Spectral Acceleration for
Short Periods (SMS) for Site Class D
[Note: SMS = FaSS]
1.453g
Site Modified Spectral Acceleration for 1‐
Second Periods (SM1) for Site Class D
[Note: SM1 = FvS1]
0.811g
Design Spectral Acceleration for Short
Periods (SDS) for Site Class D
[Note: SDS = (2/3)SMS]
0.968g
Design Spectral Acceleration for 1‐Second
Periods (SD1) for Site Class D
[Note: SD1 = (2/3)SM1]
0.540g
Mapped Risk Coefficient at 0.2 sec Spectral
Response Period, CRS (per ASCE 7) 1.020
Mapped Risk Coefficient at 1 sec Spectral
Response Period, CR1 (per ASCE 7) 1.052
* Site is Class F, seismic parameters provided herein are only applicable for structure period ≤ 0.5 second, refer to discussion above.
** From SEAOC, 2019
Section 1803.5.12 of the 2016 CBC (per Section 11.8.3 of ASCE 7) states that the maximum considered earthquake geometric mean (MCEG) Peak Ground Acceleration (PGA) should be used for liquefaction potential. The PGAM for the site is equal to 0.533g (SEAOC, 2019).
Project No. 19035‐01 Page 9 May 28, 2019
A deaggregation of the PGA based on a 2,475‐year average return period indicates that an earthquake magnitude of 6.9 at a distance of approximately 5.4 km from the site would contribute the most to this ground motion (USGS, 2008).
2.6 Faulting
The subject site is not located within a State of California Earthquake Fault Zone (Alquist‐ Priolo) and no faults were identified on the site during our site evaluation (CGS, 2018). The possibility of damage due to ground rupture is considered low since no active faults are known to cross the site. The closest known active faults are associated with the San Joaquin Hills Fault, located approximately 3.1 miles from the site; the Elsinore Fault Zone, approximately 12.6 miles northeast of the site; and the Newport Inglewood Fault Zone, approximately 12.7 miles southwest of the site.
Secondary effects of seismic shaking resulting from large earthquakes on the major faults in the Southern California region, which may affect the site, include ground lurching and shallow ground rupture, soil liquefaction, and dynamic settlement. These secondary effects of seismic shaking are a possibility throughout the Southern California region and are dependent on the distance between the site and causative fault and the onsite geology. A discussion of these secondary effects is provided in the following sections.
2.6.1 Liquefaction and Dynamic Settlement
Liquefaction is a seismic phenomenon in which loose, saturated, granular soils behave similarly to a fluid when subject to high‐intensity ground shaking. Liquefaction occurs when three general conditions coexist: 1) shallow groundwater; 2) low density non‐ cohesive (granular) soils; and 3) high‐intensity ground motion. Studies indicate that saturated, loose near‐surface cohesionless soils exhibit the highest liquefaction potential, while dry, dense, cohesionless soils and cohesive soils exhibit low to negligible liquefaction potential. In general, cohesive soils are not considered susceptible to liquefaction, depending on their plasticity and moisture content (Bray & Sancio, 2006).
Effects of liquefaction on level ground include settlement, sand boils, and bearing capacity failures below structures. Dynamic settlement of dry loose sands can occur as the sand particles tend to settle and densify as a result of a seismic event.
Based on our review of the State of California Seismic Hazard Zone for liquefaction potential (CDMG, 2001), the site is located within a liquefaction hazard zone. In general, site soils are medium dense to dense and not susceptible to liquefaction. However, isolated loose sand layers are present and considered susceptible to liquefaction. The recent encountered in‐situ groundwater depth of 15 feet below existing grade and historic high groundwater depth of 10 feet below existing grade were both used in the liquefaction analysis. The liquefaction evaluation was performed using data from boring HS‐1. Liquefaction potential was evaluated using the procedures outlined by Special Publication 117A (SCEC, 1999 & CGS, 2008) and based on the seismic criteria of the 2016 California Building Code (CBC) and historic high groundwater depth. Liquefaction induced settlement was estimated using the PGAM per the 2016 CBC and a moment magnitude of 6.9 (USGS, 2008).
Project No. 19035‐01 Page 10 May 28, 2019
Results indicate total seismic settlement on the order of 2‐inches or less. Differential seismic settlement can be estimated as half of the total estimated settlement over a horizontal span of about 40 feet (i.e., 1‐inch over a horizontal span of 40 feet). Seismically induced settlements were estimated by the procedure outlined by Tokimatsu and Seed (1987). Liquefaction calculations are provided in Appendix E.
2.6.2 Lateral Spreading
Lateral spreading is a type of liquefaction‐induced ground failure associated with the lateral displacement of surficial blocks of sediment resulting from liquefaction in a subsurface layer. Once liquefaction transforms the subsurface layer into a fluid mass, gravity plus the earthquake inertial forces may cause the mass to move downslope towards a free face (such as a river channel or an embankment). Lateral spreading may cause large horizontal displacements and such movement typically damages pipelines, utilities, bridges, and structures.
Based on site liquefaction potential, lateral spreading and consequently zones of instability (horizontal displacements) near the banks of the adjacent creek are possible during the design basis earthquake ground motion. A corrected (N1)60 blow count of less than 15 is typically used for screening of potential lateral spreading (Youd, Hansen, Bartlett, 2002). Based on the obtained data, the soils within the lateral zone of the creek generally have corrected (N1)60 values of at least 15. Based on the obtained apparent density (i.e., blow counts) obtained from our field evaluation the potential for lateral spreading is generally considered low.
2.7 Expansion Potential
Based on the results of our recent laboratory testing, site soils are anticipated to have a “Very Low” expansion potential. Final expansion potential of site soils should be determined at the completion of grading. Results of expansion testing at finish grades will be utilized to confirm final foundation design.
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3.0 CONCLUSIONS
Based on the results of our geotechnical evaluation, it is our opinion that the proposed development is feasible from a geotechnical standpoint, provided the following conclusions and recommendations are implemented.
The following is a summary of the primary geotechnical factors that may affect future development of the site:
Groundwater was encountered during our subsurface evaluation at a depth of approximately 15 feet below existing ground surface. Historic high groundwater is estimated to be about 10 feet below existing grade (CDMG, 2000).
The subject site is not located within a State of California Earthquake Fault Zone (Alquist‐Priolo).
The main seismic hazard that may affect the site is ground shaking from one of the active regional faults. The subject site will likely experience strong seismic ground shaking during its design life. Site soils are considered susceptible to liquefaction. The site is located in a State of California Seismic Hazard Zone for liquefaction. Total dynamic settlement is estimated to be on the order of 2‐inches or less. Differential dynamic settlement can be estimated at half of the total settlement over a horizontal span of 40 feet for design of foundations.
Based on the results of preliminary laboratory testing, site soils are anticipated to have “Very Low” expansion potential. Final design expansion potential must be determined at the completion of grading.
From a geotechnical perspective, the existing onsite soils are suitable material for use as general fill (not retaining wall backfill), provided that they are relatively free from oversized material (larger than 8 inches in maximum dimension), construction debris, and significant organic material.
Some portions of the onsite soils have high fines content and are not suitable for backfill of site retaining walls. Therefore, import and/or select grading and stockpiling of onsite sandy soils meeting project recommendations may be required.
Excavations into the existing site soils should be feasible with heavy construction equipment in good working order.
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4.0 PRELIMINARY RECOMMENDATIONS
The following recommendations are to be considered preliminary and should be confirmed upon completion of grading and earthwork operations. In addition, they should be considered minimal from a geotechnical viewpoint, as there may be more restrictive requirements from the architect, structural engineer, building codes, governing agencies, or the owner.
It should be noted that the following geotechnical recommendations are intended to provide sufficient information to develop the site in general accordance with the 2016 CBC requirements. With regard to the potential occurrence of potentially catastrophic geotechnical hazards such as fault rupture, earthquake‐induced landslides, liquefaction, etc. the following geotechnical recommendations should provide adequate protection for the proposed development to the extent required to reduce seismic risk to an “acceptable level.” The “acceptable level” of risk is defined by the California Code of Regulations as “that level that provides reasonable protection of the public safety, though it does not necessarily ensure continued structural integrity and functionality of the project” [Section 3721(a)].
Therefore, repair and remedial work of the proposed improvements may be required after a significant seismic event. With regards to the potential for less significant geologic hazards to the proposed development, the recommendations contained herein are intended as a reasonable protection against the potential damaging effects of geotechnical phenomena such as expansive soils, fill settlement, groundwater seepage, etc. It should be understood, however, that although our recommendations are intended to maintain the structural integrity of the proposed development and structures given the site geotechnical conditions, they cannot preclude the potential for some cosmetic distress or nuisance issues to develop as a result of the site geotechnical conditions.
The geotechnical recommendations contained herein must be confirmed to be suitable or modified based on the actual as‐graded conditions.
4.1 Site Earthwork
We anticipate that earthwork at the site will consist of demolition of the existing site improvements, required earthwork removals, subgrade preparation, precise grading and construction of the proposed new improvements including the modular buildings, parking areas, subsurface utilities, water quality facilities, etc.
We recommend that earthwork be performed in accordance with the following recommendations, future grading plan review report(s), the 2016 CBC/City of Lake Forest grading requirements, and the General Earthwork and Grading Specifications included in Appendix F. In case of conflict, the following recommendations shall supersede those included in Appendix F. The following recommendations should be considered preliminary and may be revised based upon future evaluation and review of the project plans and/or based on the actual conditions encountered during site grading/construction.
4.1.1 Site Preparation
Prior to grading of areas to receive structural fill or engineered improvements, the areas should be cleared of existing building structures, asphalt, surface obstructions, and Project No. 19035‐01 Page 13 May 28, 2019
demolition debris. Vegetation and debris should be removed and properly disposed of off‐ site. Holes resulting from the removal of buried obstructions, which extend below proposed finish grades, should be replaced with suitable compacted fill material. Any abandoned sewer or storm drain lines should be completely removed and replaced with properly placed compacted fill. Deeper demolition may be required in order to remove existing foundations. We recommend the trenches associated with demolition which extend below the remedial grading depth be backfilled and properly compacted prior to the demolition contractor leaving the site.
If cesspools or septic systems are encountered during earthwork, they should be removed in their entirety. The resulting excavation should be backfilled with properly compacted fill soils. As an alternative, cesspools can be backfilled with lean sand‐cement slurry. Any encountered wells should be properly abandoned in accordance with regulatory requirements. At the conclusion of the clearing operations, a representative of LGC Geotechnical should observe and accept the site prior to further grading.
4.1.2 Removal and Recompaction Depths and Limits
In order to provide a relatively uniform bearing condition for the planned building structures and improvements, we recommend the site soils be removed and recompacted.
Buildings: We recommend that soils within the proposed building addition areas and modular building pads be removed and recompacted to a minimum depth of 4 feet below existing grade or 3 feet beneath the base of the foundations, whichever is deeper. Where adequate space is available, the base of removal and recompaction bottoms should extend laterally a minimum distance equal to the depth of removal and recompaction below finish grade or at a minimum distance of 4 feet beyond the edges of the proposed building foundations, whichever is larger.
Minor Site Structures: For minor site structures such as free‐standing, screen walls, trash enclosures, etc., removal and recompaction should extend at least 3 feet beneath the existing grade or 2 feet beneath the base of foundations, whichever is deeper. In general, the envelope for removal and recompaction should extend laterally a minimum distance of 3 feet beyond the edges of the proposed improvements mentioned above, where space permits.
Pavement and Hardscape: Within pavement areas, removal and recompaction should extend to a depth of at least 1 foot below the existing grade or 1 foot beneath the finished subgrade (i.e., beneath planned aggregate base/asphalt concrete or gravel). Within hardscape areas, removal and recompaction should extend to a depth of at least 1 foot below the existing grade or 1 foot beneath the finished subgrade (i.e., beneath planned concrete).
Local conditions may be encountered during excavation that could require deep remedial grading beyond the above noted minimum in order to obtain an acceptable subgrade. The actual depths and lateral extents of grading will be determined by the geotechnical consultant, based on subsurface conditions encountered during grading. Removal and Project No. 19035‐01 Page 14 May 28, 2019
recompaction areas should be accurately staked in the field by the Project Surveyor.
4.1.3 Temporary Excavations
Temporary excavations should be performed in accordance with project plans, specifications, and all Occupational Safety and Health Administration (OSHA) requirements. Excavations should be laid back or shored in accordance with OSHA requirements before personnel or equipment are allowed to enter. Based on our field investigation, the majority of site soils are anticipated to be OSHA Type “B” soils (refer to the attached boring logs). Sandy soils are present and should be considered susceptible to caving. Raveling of the sandy soils should be anticipated for temporary slopes. Flatter slope inclinations should be considered if raveling cannot be tolerated. The exposed slope surface may be kept surficially moist (but not saturated) during construction to reduce (not eliminate) potential sloughing. Soil conditions should be regularly evaluated during construction to verify conditions are as anticipated. The contractor shall be responsible for providing the “competent person” required by OSHA standards to evaluate soil conditions. Close coordination with the geotechnical consultant should be maintained to facilitate construction while providing safe excavations. Excavation safety is the sole responsibility of the contractor.
Surcharge loads (vehicular traffic, soil stockpiles, construction equipment, etc.) should be set back from the perimeter of excavations a minimum distance equivalent to a 1:1 projection from the bottom of the excavation or 5 feet, whichever is greater, unless the cut is properly shored and designed for the applicable surcharge load. Once an excavation has been initiated, it should be backfilled as soon as practical. Prolonged exposure of temporary excavations may result in some localized instability. Excavations should be planned so that they are not initiated without sufficient time to shore/fill them prior to weekends, holidays, or forecasted rain.
It should be noted that any excavation that extends below a 1:1 (horizontal to vertical) projection of an existing foundation will remove existing support of the structure foundation. If requested, temporary shoring parameters will be provided.
4.1.4 Removal Bottoms and Subgrade Preparation
In general, removal bottoms and areas to receive compacted fill should be scarified to a minimum depth of 6 inches, brought to a near‐optimum moisture condition (generally within optimum and 2 percent above optimum moisture content), and re‐compacted per project recommendations.
Removal bottoms and areas to receive fill should be observed and accepted by the geotechnical consultant prior to subsequent fill placement. Soil subgrade for planned footings and improvements (e.g., slabs, etc.) should be firm and competent.
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4.1.5 Material for Fill
From a geotechnical perspective, the onsite soils are generally considered suitable for use as general compacted fill, provided they are screened of significant organic materials, construction debris and oversized material (8 inches in greatest dimension).
From a geotechnical viewpoint, any required import soils for general fill (i.e., non‐ retaining wall backfill) should consist of soils of “Very Low” expansion potential (expansion index 20 or less based on American Society for Testing and Materials [ASTM] D 4829), and free of significant organic materials, construction debris and any material greater than 3 inches in maximum dimension. Import for any required retaining wall backfill should meet the criteria outlined in the following paragraph. Source samples should be provided to the geotechnical consultant for laboratory testing a minimum of four working days prior to any planned importation.
Retaining wall backfill should consist of imported or onsite free draining, clean granular (sandy) soils with a maximum of 35 percent fines (passing the No. 200 sieve) per ASTM Test Method D1140 (or ASTM D6913/D422) and a “Very Low” expansion potential (EI of 20 or less per ASTM D4829). Soils should also be screened of significant organic materials, construction debris, and any material greater than 3 inches in maximum dimension. The site contains soils that are not suitable for retaining wall backfill due to their fines content; therefore, select grading and stockpiling and/or import of soils meeting the criteria outlined above will be required by the contractor for obtaining suitable retaining wall backfill soil. These preliminary findings should be confirmed during grading.
Aggregate base (crushed aggregate base or crushed miscellaneous base) should conform to the requirements of Section 200‐2 of the most recent version of the Standard Specifications for Public Works Construction (“Greenbook”) for untreated base materials (except processed miscellaneous base) and/or City of Lake Forest requirements.
The placement of inert demolition materials in compacted fill is acceptable from a geotechnical viewpoint provided the demolition material is broken up into pieces not larger than typically used for aggregate base (approximately 1‐inch in maximum dimension) and well blended into fill soils with essentially no resulting voids. Demolition material placed in fills must be free of construction debris (wood, organics, etc.) and reinforcing steel. If asphalt concrete fragments will be incorporated into the demolition materials, approval from an environmental viewpoint may be required and is not the purview of the geotechnical consultant. From our previous experience, we recommend that asphalt concrete fragments be limited to fill areas within planned parking and drive aisle areas (i.e., not within building pad areas).
4.1.6 Placement and Compaction of Fills
Material to be placed as fill should be brought to near‐optimum moisture content (generally within optimum and 2 percent above optimum moisture content) and recompacted to at least 90 percent relative compaction (per ASTM D1557). Moisture conditioning of site soils will be required in order to achieve adequate compaction. Drying and or mixing of very moist soils will be required prior to reusing the materials in Project No. 19035‐01 Page 16 May 28, 2019
compacted fills. Soils are also present that will require additional moisture in order to achieve the required compaction.
The optimum lift thickness to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill should be placed in uniform lifts not exceeding 8 inches in compacted thickness. Each lift should be thoroughly compacted and accepted prior to subsequent lifts. Generally, placement and compaction of fill should be performed in accordance with local grading ordinances and with observation and testing performed by the geotechnical consultant. Oversized material as previously defined should be removed from site fills.
During backfill of excavations, the fill should be properly benched into firm and competent soils of temporary backcut slopes as it is placed in lifts.
Aggregate base material should be compacted to at least 95 percent relative compaction at or slightly above optimum moisture content per ASTM D1557. Subgrade below aggregate base should be compacted to at least 90 percent relative compaction per ASTM D1557 at near‐optimum moisture content (generally within optimum and 2 percent above optimum moisture content).
4.1.7 Trench and Retaining Wall Backfill and Compaction The onsite soils may generally be suitable as trench backfill, provided the soils are screened of rocks, construction debris, other material greater than 6 inches in diameter and significant organic matter. If trenches are shallow or the use of conventional equipment may result in damage to the utilities, sand having a sand equivalent (SE) of 30 or greater (per California Test Method [CTM] 217) may be used to bed and shade the pipes. Based on our field evaluation, onsite soils will not meet this sand equivalent requirement. Sand backfill within the pipe bedding zone may be densified by jetting or flooding and then tamping to ensure adequate compaction. Subsequent trench backfill should be compacted in uniform lifts (as outlined above in section “Placement and Compaction of Fills”) by mechanical means to at least 90 percent relative compaction (per ASTM D1557).
Utility trenches running parallel to footings should not be excavated within a 1:1 (horizontal to vertical) downward projection from adjacent footings (“footing influence zone”) to avoid potential undermining. Depending on the utility line and structural loading of the footing, utility trenches running perpendicular to footings may require special provisions such as sand‐cement slurry backfill of the utility trench in this zone or flexible sleeves through the footings. These conditions should be evaluated on a case‐by‐ case basis.
Retaining wall backfill should consist of sandy soils as outlined in preceding Section 4.1.5.
The limits of select sandy backfill should extend at minimum ½ the height of the retaining wall or the width of the heel (if applicable), whichever is greater (Figure 3). Retaining wall backfill soils should be compacted in relatively uniform thin lifts to at least 90 percent relative compaction (per ASTM D1557). Jetting or flooding of retaining wall backfill materials should not be permitted.
Project No. 19035‐01 Page 17 May 28, 2019
In backfill areas where mechanical compaction of soil backfill is impractical due to space constraints, typically sand‐cement slurry may be substituted for compacted backfill. The slurry should contain about one sack of cement per cubic yard. When set, such a mix typically has the consistency of compacted soil. Sand cement slurry placed near the surface within landscape areas should be evaluated for potential impacts on planned improvements.
A representative from LGC Geotechnical should observe, probe, and test the backfill to verify compliance with the project recommendations.
4.2 Preliminary Foundation Recommendations
The proposed building additions and modular structures may be supported on a conventional slab and spread footings or a mat slab, provided earthwork is performed in accordance with the recommendations presented in this report. All footings should be supported on properly compacted fill. Please note that the following foundation recommendations are preliminary and must be confirmed by LGC Geotechnical at the completion of grading.
Preliminary foundation recommendations are provided in the following sections. The foundation design must be performed by the structural engineer based on the following geotechnical parameters and minimum values provided.
4.2.1 Slab Design and Construction
We recommend building additions be founded on a conventional slab with a minimum thickness of 4 inches. We recommend the prefabricated modular buildings (office structures, etc.) be founded on a mat slab a minimum thickness of 6 inches.
Conventional slabs and mat slabs are to be supported on compacted fill soils properly prepared in accordance with the recommendations provided in this report. Minimum slab reinforcement should be determined by the structural engineer based on the imposed loading, crack control, etc.
It is recommended that subgrade soils below mat slabs be moisture conditioned in order to maintain the recommended moisture content up to the time of concrete placement. The recommended moisture content of the mat slab subgrade soils should be approximately 0 to 4 percent above optimum moisture content to a minimum depth of 12 inches. The moisture content of the mat slab subgrade should be verified by the geotechnical engineer within 1 to 2 days prior to concrete placement. In addition, this moisture content should be maintained around the immediate perimeter of the mat slabs during construction.
Project No. 19035‐01 Page 18 May 28, 2019
4.2.2 Slab Underlayment Guidelines
The following is for informational purposes only since slab underlayment (e.g., moisture retarder, sand or gravel layers for concrete curing and/or capillary break) is unrelated to the geotechnical performance of the foundation and thereby not the purview of the geotechnical consultant. Post‐construction moisture migration should be expected below the foundation. The foundation engineer should determine whether the use of a capillary break (sand or gravel layer), in conjunction with the vapor retarder, is necessary or required by code. Sand layer thickness and location (above and/or below vapor retarder) should also be determined by the foundation engineer/architect.
4.3 Soil Bearing and Lateral Resistance
Provided our earthwork recommendations are implemented, an allowable soil bearing pressure of 2,000 pounds per square foot (psf) may be used for the design of footings having a minimum width of 12 inches and minimum embedment of 12 inches below lowest adjacent ground surface.
These allowable bearing pressures are applicable for level (ground slope equal to or flatter than 5H:1V) conditions only. Bearing values indicated are for total dead loads and frequently applied live loads and may be increased by ⅓ for short duration loading (i.e., wind or seismic loads).
In utilizing the above‐mentioned allowable bearing capacity and provided our earthwork recommendations are implemented, foundation settlement due to structural loads is anticipated to be ½‐inch or less. Differential settlement may be taken as half of the total settlement (i.e., ¼‐ inch over a horizontal span of 40 feet).
Resistance to lateral loads can be provided by friction acting at the base of foundations and by passive earth pressure. For concrete/soil frictional resistance, an allowable coefficient of friction of 0.3 may be assumed with dead‐load forces. For slabs constructed over a moisture retarder, the allowable friction coefficient should be provided by the manufacturer. An allowable passive lateral earth pressure of 225 psf per foot of depth (or pcf) to a maximum of 2,250 psf may be used for lateral resistance. Allowable passive pressure may be increased to 300 pcf to a maximum of 3,000 psf for short duration seismic or wind loading. These passive pressures are applicable for level (ground slope equal to or flatter than 5H:1V) conditions only.
For a 2:1 (horizontal to vertical) downward sloping condition, a reduced allowable passive lateral earth pressure of 100 pcf to a maximum of 1,000 psf may be used. We recommend that the upper foot of passive resistance be neglected if finished grade will not be covered with concrete or asphalt. Frictional resistance and passive pressure may be used in combination without reduction. The provided allowable passive pressures are based on a factor of safety of 1.5 and
1.1 for static and seismic loading conditions, respectively. The structural designer should incorporate appropriate factors of safety and/or load factors in their design.
4.4 Lateral Earth Pressures for Retaining Walls
The following may be used for design of site retaining walls. Lateral earth pressures are provided as equivalent fluid unit weights, in psf per foot of depth (or pcf). These values do not contain an appreciable factor of safety, so the retaining wall designer should apply the applicable factors of safety and/or load factors during design. A soil unit weight of 120 pcf may be assumed for Project No. 19035‐01 Page 19 May 28, 2019
calculating the actual weight of soil over the wall footing.
The following lateral earth pressures are presented in Table 3 for approved import or onsite free draining, clean granular (sandy) soils with a maximum of 35 percent fines (passing the No. 200 sieve per ASTM D‐421/422) and a “Very Low” expansion potential (EI of 20 or less per ASTM D4829). Portions of the onsite soils are not suitable for retaining wall backfill due to their fines content. Therefore, select grading and stockpiling and/or import of soils meeting the criteria outlined above will be required by the contractor for obtaining suitable retaining wall backfill soil. The wall designer should clearly indicate on the retaining wall plans the required select sandy soil backfill criteria. These preliminary findings should be confirmed during grading.
TABLE 3
Lateral Earth Pressures – Approved Sandy Soils
Conditions
Equivalent Fluid Unit Weight
(pcf)
Equivalent Fluid Unit Weight
(pcf)
Level Backfill 2:1 Sloped Backfill
Approved Sandy Soils Approved Sandy Soils
Active 35 55
At‐Rest 55 70
If the wall can yield enough to mobilize the full shear strength of the soil, it can be designed for “active” pressure. If the wall cannot yield under the applied load, the earth pressure will be higher. This would include 90‐degree corners of retaining walls. Such walls should be designed for “at‐rest.” The equivalent fluid pressure values assume free‐draining conditions and a drainage system will be installed and maintained to prevent the build‐up of hydrostatic pressures. If conditions other than those assumed above are anticipated, the equivalent fluid pressure values should be provided on an individual‐case basis by the geotechnical engineer.
Retaining wall structures should be provided with appropriate drainage and appropriately waterproofed. To reduce, but not eliminate, saturation of near‐surface (upper approximate 1‐ foot) soils in front of the retaining walls, the perforated subdrain pipe should be located as low as possible behind the retaining wall. The outlet pipe should be sloped to drain to a suitable outlet. In general, we do not recommend retaining wall outlet pipes be connected to area drains. If subdrains are connected to area drains, special care should be taken to maintain these drains. Typical conventional retaining wall drainage is shown on Figure 3. It should be noted that the recommended subdrain does not provide protection against seepage through the face of the wall and/or efflorescence. Waterproofing and outlet systems are not the purview of the geotechnical consultant.
Surcharge loading effects from any adjacent structures should be evaluated by the retaining wall designer. In general, structural loads within a 1:1 (horizontal: vertical) upward projection from the bottom of the proposed retaining wall footing will surcharge the proposed retaining wall. In addition to the recommended earth pressure, retaining walls adjacent to streets should Project No. 19035‐01 Page 20 May 28, 2019
be designed to resist a uniform lateral pressure of 85 pounds per square foot (psf) due to normal street vehicle traffic, if applicable. Uniform lateral surcharges may be estimated using the applicable coefficient of lateral earth pressure using a rectangular distribution. A factor of
0.45 and 0.3 may be used for at‐rest and active conditions, respectively. The retaining wall designer should contact the geotechnical consultant for any required geotechnical input in estimating surcharge loads.
If required, the retaining wall designer may use a seismic lateral earth pressure increment of 10 pcf for a level backfill condition. This increment should be applied in addition to the provided static lateral earth pressure using a triangular distribution with the resultant acting at H/3 in relation to the base of the retaining structure (where H is the retained height). Per Section 1803.5.12 of the 2016 CBC, the seismic lateral earth pressure is applicable to structures assigned to Seismic Design Category D through F for retaining wall structures supporting more than 6 feet of backfill height. The provided seismic lateral earth pressure should not be used for retaining walls exceeding 10 feet in height. If a retaining wall greater than 10 feet in height is proposed or a retaining wall with a sloping backfill condition, the retaining wall designer should contact the geotechnical engineer for specific seismic lateral earth pressure increments based on the configuration of the planned retaining wall structures. This seismic lateral earth pressure is estimated using the procedure outlined by the Structural Engineers Association of California (Lew, et al, 2010).
Soil bearing and lateral resistance (friction coefficient and passive resistance) are provided in Section 4.3 (Soil Bearing and Lateral Resistance). Earthwork considerations (temporary backcuts, backfill, compaction, etc.) for retaining walls are provided in Section 4.1 (Site Earthwork) and the subsequent earthwork related sub‐sections.
4.5 Soil Corrosivity
Although not corrosion engineers (LGC Geotechnical is not a corrosion consultant), several governing agencies in Southern California require the geotechnical consultant to determine the corrosion potential of soils to buried concrete and metal facilities. We therefore present the results of our testing with regard to corrosion for the use of the client and other consultants, as they determine necessary.
Corrosion testing of a near‐surface bulk sample indicated a soluble sulfate content less than approximately 0.02 percent, a chloride content of 103 parts per million (ppm), pH of 8.2, and a minimum resistivity of 857 ohm‐centimeters. Based on Caltrans Corrosion Guidelines (Caltrans, 2015), soils are considered corrosive to structural elements if the pH is 5.5 or less, or the chloride concentration is 500 ppm or greater, or the sulfate concentration is 2,000 ppm (0.2 percent) or greater. Based on the preliminary test results, soils are not considered corrosive using Caltrans criteria.
Based on laboratory sulfate test results, the near surface soils are designated to a class “S0” per ACI 318, Table 19.3.1.1 with respect to sulfates. Concrete in direct contact with the onsite soils can be designed according to ACI 318, Table 19.3.2.1 using the “S0” sulfate classification.
Laboratory testing may need to be performed at the completion of grading by the project corrosion engineer to further evaluate the as‐graded soil corrosivity characteristics.
Project No. 19035‐01 Page 21 May 28, 2019
Accordingly, revision of the corrosion potential may be needed, should future test results differ substantially from the conditions reported herein. The client and/or other members of the development team should consider this during the design and planning phase of the project and formulate an appropriate course of action.
4.6 Control of Surface Water and Drainage Control
From a geotechnical perspective, we recommend that compacted finished grade soils adjacent to the proposed warehouse structures be sloped away from the proposed structures towards an approved drainage device or unobstructed swale. Drainage swales, wherever feasible, should not be constructed within 5 feet of buildings. Where lot and building geometry necessitates that the drainage swales be routed closer than 5 feet to structural foundations, we recommend the use of area drains together with drainage swales. Drainage swales used in conjunction with area drains should be designed by the project civil engineer so that a properly constructed and maintained system will prevent ponding within 5 feet of the foundation. Code compliance of grades is not the purview of the geotechnical consultant.
Planters with open bottoms adjacent to buildings should be avoided. Planters should not be designed adjacent to buildings unless provisions for drainage, such as catch basins, liners, and/or area drains, are made. Overwatering must be avoided.
4.7 Subsurface Water Infiltration
Recent regulatory changes in some jurisdictions have recommended that low flow runoff be infiltrated rather than discharged via conventional storm drainage systems. In general, the vast majority of geotechnical distress issues are directly related to improper drainage. In general, distress in the form of movement of improvements could occur as a result of soil saturation and loss of soil support, expansion, internal soil erosion, collapse and/or settlement. Infiltrated water may enter underground utility pipe zones and migrate along the pipe backfill, potentially impacting other improvements located far away from the point of infiltration.
Geotechnical stability and integrity of the project site is reliant upon appropriate handling of surface water. Due to the low infiltration rate, shallow groundwater and site liquefaction potential, we strongly recommend against the intentional infiltration of storm water.
4.8 Preliminary Asphalt Concrete Pavement Sections
The following provisional minimum asphalt concrete (AC) street sections are provided in Table4 for Traffic Indices (TI) of 5.5, 6.0 and 6.5 to be utilized in the design of the auto and truck parking/circulation areas. These sections are based on an assumed R‐value of 50. These recommendations must be confirmed with R‐value testing of representative near‐surface soils at the completion of grading and after underground utilities have been installed and backfilled. Final pavement sections should be confirmed by the project civil engineer based upon the final design Traffic Index. If requested, LGC Geotechnical will provide sections for alternate TI values.
Project No. 19035‐01 Page 22 May 28, 2019
TABLE 4
Preliminary Asphalt Concrete Pavement Section Options
Assumed Traffic Index 5.5 6.0 6.5
R ‐Value Subgrade 50 50 50
AC Thickness 4.0 inches 4.0 inches 4.0 inches
Aggregate Base Thickness 4.0 inches 4.0 inches 4.5 inches The pavement section thicknesses provided above are considered minimum thicknesses.
Increasing the thickness of any or all of the above layers will reduce the likelihood of the pavement experiencing distress during its service life. The above recommendations are based on the assumption that proper maintenance and irrigation of the areas adjacent to the roadway will occur throughout the design life of the pavement. Failure to maintain a proper maintenance and/or irrigation program may jeopardize the integrity of the pavement.
Earthwork recommendations regarding aggregate base and subgrade are provided in the previous Section “Site Earthwork” and the related sub‐sections of this report.
4.9 Preliminary Gravel Parking Area Recommendations
It is our understanding that the equipment parking areas will consist of compacted gravel (1‐inch to 1 ½‐inch) over compacted subgrade and asphalt concrete paving is not desired. A minimum of 4 inches of compacted gravel over compacted subgrade is recommended.
The thickness shown is a minimum thickness. Increasing the thickness of the above will reduce the likelihood of the equipment parking area experiencing distress during its service life. The above recommendations are based on the assumption that proper maintenance and irrigation of the areas adjacent to the equipment parking areas will occur through the design life of the pavement. Failure to maintain a proper maintenance and/or irrigation program may jeopardize the integrity of the equipment parking areas.
Earthwork recommendations regarding aggregate base and subgrade are provided in the previous Section “Site Earthwork” and the related sub‐sections of this report.
4.10 Nonstructural Concrete Flatwork
Nonstructural concrete flatwork (such as walkways, patio slabs, etc.) has a potential for cracking due to changes in soil volume related to soil‐moisture fluctuations. To reduce the potential for excessive cracking and lifting, concrete may be designed in accordance with the minimum guidelines outlined in Table 5. These guidelines will reduce the potential for irregular cracking and promote cracking along construction joints, but will not eliminate all cracking or lifting. Thickening the concrete and/or adding additional reinforcement will further reduce cosmetic distress.
Project No. 19035‐01 Page 23 May 28, 2019
TABLE 5
Preliminary Geotechnical Parameters for Nonstructural Concrete Flatwork Placed on Very Low to Low Expansion Potential Subgrade
Sidewalks Private Drives Patios/
Entryways
City Sidewalk
Curb and Gutters
Minimum
Thickness (in.) 4 (nominal) 4 (full) 4 (full) City/Agency Standard
Presoaking Wet down prior
to placing
Wet down prior
to placing
Wet down prior
to placing
City/Agency
Standard
Reinforcement
No. 3 at 24
inches on
centers
No. 3 at 24
inches on
centers
City/Agency
Standard
Thickened
Edge (in.) 8 x 8 City/Agency
Standard
Crack Control
Joints
Saw cut or deep
open tool joint to
a minimum of 1/3
the concrete
thickness
Saw cut or deep
open tool joint
to a minimum of
1/3 the concrete
thickness
Saw cut or deep
open tool joint
to a minimum of
1/3 the concrete
thickness
City/Agency
Standard
Maximum
Joint Spacing 5 feet
10 feet or quarter
cut whichever is
closer
6 feet City/Agency
Standard
Aggregate
Base
Thickness (in.)
City/Agency
Standard
4.11 Geotechnical Plan Review
When available, project plans (grading, foundation, retaining wall, etc.) should be reviewed by this office prior to construction to verify that our geotechnical recommendations have been incorporated. Additional field work and/or modified geotechnical recommendations may be necessary.
4.12 Geotechnical Observation and Testing During Construction The recommendations provided in this report are based on limited subsurface observations and geotechnical analysis. The interpolated subsurface conditions should be checked in the field during construction by a representative of LGC Geotechnical. Geotechnical observation and testing is required per Section 1705 of the 2016 California Building Code (CBC).
Project No. 19035‐01 Page 24 May 28, 2019
Geotechnical observation and/or testing should be performed by LGC Geotechnical at the following stages:
During grading (removal and recompaction bottoms, fill placement, etc.); During retaining wall backfill and compaction;
During utility trench backfill and compaction;
After moisture conditioning building pads and other concrete‐flatwork subgrades, and prior to placement of aggregate base or concrete;
Preparation of pavement subgrade and placement of aggregate base; After building and wall footing excavation and prior to placing steel reinforcement and/or concrete; and
When any unusual soil conditions are encountered during any construction operation subsequent to issuance of this report.
Project No. 19035‐01 Page 25 May 28, 2019
5.0 LIMITATIONS
Our services were performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable soils engineers and geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report.
This report is based on data obtained from limited observations of the site, which have been extrapolated to characterize the site. While the scope of services performed is considered suitable to adequately characterize the site geotechnical conditions relative to the proposed development, no practical evaluation can completely eliminate uncertainty regarding the anticipated geotechnical conditions in connection with a subject site. Variations may exist and conditions not observed or described in this report may be encountered during grading and construction.
This report is issued with the understanding that it is the responsibility of the owner, or of his/her representative, to ensure that the information and recommendations contained herein are brought to the attention of the other consultants (at a minimum the civil engineer, structural engineer, landscape architect) and incorporated into their plans. The contractor should properly implement the recommendations during construction and notify the owner if they consider any of the recommendations presented herein to be unsafe, or unsuitable.
The findings of this report are valid as of the present date. However, changes in the conditions of a site can and do occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. The findings, conclusions, and recommendations presented in this report can be relied upon only if LGC Geotechnical has the opportunity to observe the subsurface conditions during grading and construction of the project, in order to confirm that our preliminary findings are representative for the site. This report is intended exclusively for use by the client, any use of or reliance on this report by a third party shall be at such party’s sole risk.
In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and modification.
HS-1
T.D. = 50' I-1
T.D. = 5'
LEGEND
Proposed Location of Hollow Stem Auger Infiltration Boring by LGC Geotechnical, with Approximate Proposed Depth in Feet
Proposed Location of Hollow Stem Boring by LGC Geotechnical, with Approximate Proposed Depth in Feet
I-1
T.D. = 5'
HS-2
T.D. = 10'
HS-2
T.D. = 10'
FIGURE 2
Geotechnical Exploration Location
Map
ENG. / GEOL.
PROJECT NO.
PROJECT NAME
SCALE
DATE
Not to Scale
May 2019
Great Scott - Lake Forest
RLD / KTM
19035-01 LGC Geotechnical, Inc.
131 Calle Iglesia, Ste. 200
San Clemente, CA 92672
TEL (949) 369-6141 FAX (949) 369-6142
4 INCH DIAMETER, SCHEDULE 40 PERFORATED
PVC PIPE TO FLOW TO DRAINAGE DEVICE PER
PROJECT CIVIL ENGINEER
SAND BACKFILL
(EXPANSION INDEX £ 20,
MAXIMUM 35% FINES)
NATIVE BACKFILL COMPACTED
TO MINIMUM 90% RELATIVE
COMPACTION PER ASTM1557-D
MINIMUM 1 CUBIC FOOT PER LINEAR FOOT
BURRITO TYPE SUBDRAIN, CONSISTING OF
3/4 INCH CRUSHED ROCK WRAPPED IN
MIRAFI 140N OR APPROVED EQUIVALENT
FOOTING/WALL PER DESIGN ENGINEER
WATER PROOFING PER DESIGN ENGINEER
12" MINIMUM
18" MAXIMUM
BACKCUT PER OSHA
EXTENT OF FREE DRAINING SAND BACKFILL, MINIMUM
HEEL WIDTH OR H/2 WHICH EVER IS GREATER WALL HEIGHT, H
NOTE:
PLACEMENT OF SUBDRAIN
AT BASE OF WALL WILL NOT
PREVENT SATURATION OF SOILS
BELOW AND / OR IN FRONT OF WALL
FIGURE 3
Retaining Wall
Detail
DATE May 2019
ENG.
PROJECT NO.
PROJECT NAME
SCALE
RLD
Not to Scale
Great Scott - Lake Forest
19035-01
Appendix A
References
Project No. 19035‐01 A‐1 May 28, 2019
APPENDIX A
References
American Society of Civil Engineers (ASCE), 2013, Minimum Design Loads for Buildings and Other Structures, ASCE/SEI 7‐10, Third Printing, 2013.
American Society for Testing and Materials (ASTM), Volume 04.08 Soil and Rock (I): D420 – D5876.
Bray, J.D., and Sancio, R. B., 2006, Assessment of Liquefaction Susceptibility of Fine‐Grained Soils, Journal of Geotechnical and Geoenvironmental Engineering, ASCE, pp. 1165‐1177, dated September 2006.
California Building Standards Commission, 2016, California Building Code, California Code of Regulations Title 24, Volumes 1 and 2, dated July 2016.
California Department of Transportation (Caltrans), 2015, Corrosion Guidelines, Version 2.1, dated January 2015.
California Division of Mines and Geology [CDMG]), 2000, Seismic Hazard Zone Report for the El Toro
7.5‐Minute Quadrangle, Orange County, California, Seismic Hazard Zone Report 2000‐013, dated 2000.
______, 2001, State of California Seismic Hazard Zone, El Toro Quadrangle, Official Map, scale: 1:24,000, Release Date: January 17, 2001.
California Department of Conservation, California Geological Survey (CGS), 2008, California Geological Survey Special Publication 117A: Guidelines for Evaluating and Mitigating Seismic Hazards in California.
______, 2018, Earthquake Fault Zones, Special Publication 42, Revised 2018.
County of Orange, 2013, Technical Guidance Document for the Preparation of Conceptual/Preliminary and/or Project Water Quality Management Plans (WQMPs), Exhibit 7.III, December 20, 2013.
Herdman Architecture, 2018, Conceptual Site Plan, Great Scott Tree Service, Lake Forest, California, dated January 4, 2018.
Lew, et al, 2010, Seismic Earth Pressures on Deep Basements, Structural Engineers Association of California (SEAOC) Convention Proceedings.
NCEER, 1997, “Proceeding of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils”, T.
L. Youd and I. M. Idriss Editors, Technical Report NCEER‐97‐0022, NCEER, Buffalo, NY.
Southern California Earthquake Center (SCEC), 1999, “Recommended Procedure for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigation Liquefaction Hazards in California”, Edited by Martin, G.R., and Lew, M., dated March 1999.
Project No. 19035‐01 A‐2 May 28, 2019
Tokimatsu, K., and Seed, H. B., 1987, “Evaluation of Settlements in Sands Due to Earthquake Shaking”, Journal of Geotechnical Engineering, ASCE, Vol. 113, No. 8, pp. 861‐878.
Structural Engineers Association of California (SEAOC), 2019, OSHPD Seismic Design Maps, Retrieved April 5, 2019, from: https://seismicmaps.org/
United States Geological Survey (USGS), 2004, Preliminary Digital Geologic Map of the Santa Ana 30 x 60 Quadrangle, California, Version 2.0, Compiled by Douglas M. Morton, 2004, Open File Report 99-172, Sheets 1-2.
________, 2008, Unified Hazard Tool, Dynamic: Conterminous U.S. 2008 (v3.3.1), Retrieved April 5, 2019, from: https://earthquake.usgs.gov/hazards/interactive/
Youd, L.T., Hansen, C.B., Bartlett, S.F., 2002, Revised multilinear regression equations for prediction of lateral spread displacement, Journal of Geotechnical and Geoenvironmental Engineering, December 2002, pp. 1007‐1017.
Appendix B
Field Exploration Logs
THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. THE DESCRIPTIONS
PROVIDED ARE QUALITATIVE FIELD DESCRIPTIONS
AND ARE NOT BASED ON QUANTITATIVE
ENGINEERING ANALYSIS. CN CONSOLIDATION
CR CORROSION
AL ATTERBERG LIMITS CO COLLAPSE/SWELL RV R-VALUE
-#200 % PASSING # 200 SIEVE
DIRECT SHEAR MAXIMUM DENSITY
SIEVE ANALYSIS
SIEVE AND HYDROMETER
EXPANSION INDEX
TEST TYPES: DSMD
SA
S&H
EI
SAMPLE TYPES: B BULK SAMPLE R RING SAMPLE (CA Modified Sampler) G GRAB SAMPLE
SPT STANDARD PENETRATION
TEST SAMPLE GROUNDWATER TABLE
30 25
20 15
10 5
0 Elevation (ft) Depth (ft) Graphic Log Sample Number Blow Count Dry Density (pcf) Moisture (%) USCS Symbol DESCRIPTION Type of Test Hole Diameter:
Hole Location: See Geotechnical Map
Drop:
Type of Rig:
Project Number:
Elevation of Top of Hole: Drive Weight:
Drilling Company:
Project Name:
Date:
630
625
620
615
610
605
Geotechnical Boring Log Borehole HS-1
4/8/2019
~631' MSL
8"
Track Rig
30"
140 pounds
Cal Pac
Great Scott - Lake Forest
19035-01
Logged By BPP
Sampled By BPP
Checked By RLD
SP-SC @0' to 30' - Quaternary Alluvium (Qal)
@0' - Silty SAND: dark brown, slightly moist EI,CR
R-1 5
6 6
111.8 12.1 SM @2.5' - Silty SAND: gray, moist, loose
R-2 2
3 3
98.2 14.2 @5' - Silty SAND: brown, very moist, loose
R-3 2
4 7
112.2 14.6 SC @7.5' - Clayey SAND: dark olive brown, very moist, loose
CN
R-4 2
2 3
101.8 21.8
CL
@10' - Clayey SAND: brown, very moist, loose -#200
SPT-1 2
2 3
26.2 @15' - Sandy CLAY: brown, wet, medium stiff;
groundwater
AL
R-5 11
12 11
112.7 15.1 SP-SM @20' - SAND with Silt: light brown, wet, medium dense -#200 SPT-2 5
11 12
18.4 @25' - Silty SAND: brown, wet, medium dense -#200 B-1 Last Edited: 4/25/2019 @30' to T.D. - Tertiary Capistrano Formation, Oso
Member (Tco)
SM
60 TEST TYPES: DSMD
SA
S&H
EI DIRECT SHEAR MAXIMUM DENSITY
SIEVE ANALYSIS
SIEVE AND HYDROMETER
EXPANSION INDEX
55 50
45 40
35 Elevation (ft) Depth (ft) Graphic Log Sample Number Blow Count Dry Density (pcf) Moisture (%) USCS Symbol DESCRIPTION Type of Test Date:
Project Name:
Project Number:
Elevation of Top of Hole:
Hole Location: See Geotechnical Map
Drilling Company:
Type of Rig:
Drop:
Drive Weight:
Hole Diameter:
30 CN CONSOLIDATION
CR CORROSION
AL ATTERBERG LIMITS CO COLLAPSE/SWELL RV R-VALUE
-#200 % PASSING # 200 SIEVE
THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. THE DESCRIPTIONS
PROVIDED ARE QUALITATIVE FIELD DESCRIPTIONS
AND ARE NOT BASED ON QUANTITATIVE
ENGINEERING ANALYSIS.
SAMPLE TYPES: B BULK SAMPLE R RING SAMPLE (CA Modified Sampler) G GRAB SAMPLE
SPT STANDARD PENETRATION
TEST SAMPLE GROUNDWATER TABLE
600
595
590
585
580
575
Geotechnical Boring Log Borehole HS-1
4/8/2019
~631' MSL
8"
Track Rig
30"
140 pounds
Cal Pac
Great Scott - Lake Forest
19035-01
Logged By BPP
Sampled By BPP
Checked By RLD
R-6 9
11 22
117.0 14.5 SC @30' - Clayey SAND with some gravel: gray-brown, wet, medium dense; extremely weathered bedrock
-#200
SPT-3 3
11 27
17.2 SM @35' - Silty SAND: yellowish brown, wet, dense
R-7 50/2" 105.4 24.8 SC @40' - Clayey SAND: gray-brown with iron oxide staining, wet, very dense; slightly weathered bedrock
SPT-4 50/6" 17.5 @45' - Clayey SAND: gray with iron oxide staining, wet, very dense
@47' - Auger Refusal
Total Depth = 50'
Groundwater Encountered at Approximately 15'
Backfilled with Cuttings on 4/8/2019
THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. THE DESCRIPTIONS
PROVIDED ARE QUALITATIVE FIELD DESCRIPTIONS
AND ARE NOT BASED ON QUANTITATIVE
ENGINEERING ANALYSIS. CN CONSOLIDATION
CR CORROSION
AL ATTERBERG LIMITS CO COLLAPSE/SWELL RV R-VALUE
-#200 % PASSING # 200 SIEVE
DIRECT SHEAR MAXIMUM DENSITY
SIEVE ANALYSIS
SIEVE AND HYDROMETER
EXPANSION INDEX
TEST TYPES: DSMD
SA
S&H
EI
SAMPLE TYPES: B BULK SAMPLE R RING SAMPLE (CA Modified Sampler) G GRAB SAMPLE
SPT STANDARD PENETRATION
TEST SAMPLE GROUNDWATER TABLE
30 25
20 15
10 5
0 Elevation (ft) Depth (ft) Graphic Log Sample Number Blow Count Dry Density (pcf) Moisture (%) USCS Symbol DESCRIPTION Type of Test Hole Diameter:
Hole Location: See Geotechnical Map
Drop:
Type of Rig:
Project Number:
Elevation of Top of Hole: Drive Weight:
Drilling Company:
Project Name:
Date:
645
640
635
630
625
620
Geotechnical Boring Log Borehole HS-2
4/8/2019
~646' MSL
8"
Track Rig
30"
140 pounds
Cal Pac
Great Scott - Lake Forest
19035-01
Logged By BPP
Sampled By BPP
Checked By N/A
SM @0' to T.D. - Quaternary Young Alluvium (Qya)
@0' - Silty SAND with Gravel: brown and dry
RV
R-1 8
8 12
105.6 0.8 SP @2.5' - SAND: pinkish-brown, dry, medium dense R-2 7
7 9
100.0 2.4 @5' - SAND: light brown, dry, medium dense
R-3 7
9 12
103.0 1.1 @7.5' - SAND: yellowish brown, dry, medium dense R-4 7
13 14
91.4 0.7 @10' - SAND: pinkish gray, dry, medium dense
Total Depth = 10'
Groundwater Not Encountered
Backfilled with Cuttings on 4/8/2019 B-1 Last Edited: 4/25/2019 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. THE DESCRIPTIONS
PROVIDED ARE QUALITATIVE FIELD DESCRIPTIONS
AND ARE NOT BASED ON QUANTITATIVE
ENGINEERING ANALYSIS. CN CONSOLIDATION
CR CORROSION
AL ATTERBERG LIMITS CO COLLAPSE/SWELL RV R-VALUE
-#200 % PASSING # 200 SIEVE
DIRECT SHEAR MAXIMUM DENSITY
SIEVE ANALYSIS
SIEVE AND HYDROMETER
EXPANSION INDEX
TEST TYPES: DSMD
SA
S&H
EI
SAMPLE TYPES: B BULK SAMPLE R RING SAMPLE (CA Modified Sampler) G GRAB SAMPLE
SPT STANDARD PENETRATION
TEST SAMPLE GROUNDWATER TABLE
30 25
20 15
10 5
0 Elevation (ft) Depth (ft) Graphic Log Sample Number Blow Count Dry Density (pcf) Moisture (%) USCS Symbol DESCRIPTION Type of Test Hole Diameter:
Hole Location: See Geotechnical Map
Drop:
Type of Rig:
Project Number:
Elevation of Top of Hole: Drive Weight:
Drilling Company:
Project Name:
Date:
625
620
615
610
605
Geotechnical Boring Log Borehole I-1
4/8/2019
~630' MSL
8"
Track Rig
30"
140 pounds
Cal Pac
Great Scott - Lake Forest
19035-01
Logged By BPP
Sampled By BPP
Checked By N/A
@0' to T.D. - Quaternay Alluvium (Qal)
@0' - Silty SAND: brown and moist
R-1 2
2 3
110.6 10.2
SM
@2.5' - Silty SAND: gray-brown, wet, very loose
Total Depth = 5'
Groundwater Not Encountered
Backfilled with Cuttings on 4/8/2019 Last Edited: 4/25/2019 Appendix C
Laboratory Test Results
Project No. 19035‐01 C‐1 May, 2019
APPENDIX C
Laboratory Test Results
The laboratory testing program was directed towards providing quantitative data relating to the relevant engineering properties of the soils. Samples considered representative of site conditions were tested in general accordance with American Society for Testing and Materials (ASTM) procedure and/or California Test Methods (CTM), where applicable. The following summary is a brief outline of the test type and a table summarizing the test results.
Moisture and Density Determination Tests: Moisture content (ASTM D2216) and dry density determinations (ASTM D2937) were performed on driven samples obtained from the test borings. The results of these tests are presented in the boring logs. Where applicable, only moisture content was determined from SPT or disturbed samples.
Grain Size Distribution/Fines Content: Representative samples were dried, weighed, and soaked in water until individual soil particles were separated (per ASTM D421) and then washed on a No. 200 sieve (ASTM D1140). Where applicable, the portion retained on the No. 200 sieve was dried and then sieved on a U.S. Standard brass sieve set in accordance with ASTM D6913 (sieve) or ASTM D422 (sieve and hydrometer).
Sample Location Description % Passing #
200 Sieve
HS‐1 @ 10 ft Clayey Sand 37
HS‐1 @ 20 ft Sand with Silt 6
HS‐1 @ 25 ft Silty Sand 16
HS‐1 @ 30 ft Clayey Sand with some Gravel 37
Atterberg Limits: The liquid and plastic limits (“Atterberg Limits”) were determined per ASTM D4318 for engineering classification of fine‐grained material and presented in the table below. The USCS soil classification indicated in the table below is based on the portion of sample passing the No. 40 sieve and may not necessarily be representative of the entire sample. The plot is provided in this Appendix.
Sample Location Liquid Limit
(%)
Plastic Limit
(%)
Plasticity
Index (%)
USCS
Soil
Classification
HS‐1 @ 15 ft 35 18 17 CL
APPENDIX C (Cont’d)
Laboratory Test Results
Project No. 19035‐01 C‐2 May, 2019
Consolidation: One consolidation test was performed per ASTM D2435. A sample (2.4 inches in diameter and 1 inch in height) was placed in a consolidometer and increasing loads were applied.
The sample was allowed to consolidate under “double drainage” and total deformation for each loading step was recorded. The percent consolidation for each load step was recorded as the ratio of the amount of vertical compression to the original sample height. The consolidation pressure curve is provided in this Appendix.
Expansion Index: The expansion potential of a selected representative sample was evaluated by the Expansion Index Test per ASTM D4829.
Sample
Location
Expansion
Index
Expansion
Potential*
HS‐1 @ 1‐5 ft 8 Very Low
* Per ASTM D4829
R‐value Test: R‐value test was performed in general accordance with California Test Method 301.
The plot is included in the Appendix.
Sample Location R‐value
HS‐2 @ 1‐5 ft 66
Soluble Sulfates: The soluble sulfate content of a selected sample was determined by standard geochemical methods (CTM 417). The test results are presented in the table below.
Sample Location Sulfate Content (%)
HS‐1 @ 1‐5 ft < 0.02
Chloride Content: Chloride content was tested per CTM 422. The results are presented below.
Sample Location Chloride Content (ppm)
HS‐1 @ 1‐5 ft 103
APPENDIX C (Cont’d)
Laboratory Test Results
Project No. 19035‐01 C‐3 May, 2019
Minimum Resistivity and pH Tests: Minimum resistivity and pH tests were performed in general accordance with CTM 643 and standard geochemical methods. The results are presented in the table below.
Sample Location pH Minimum Resistivity (ohms‐
cm)
HS‐1 @ 1‐5 ft 8.2 857
HS-1 SPT-1 15 - 35 18 17 CL
Project Number:
Plasticity
Index (%)
PI
19035-01
Date: Apr-19
Symbol
Great Scott - Lake Forest
USCS Plastic Limit
(%) PL
Liquid Limit
(%) LL
Passing
No. 200
Sieve (%)
Depth (ft) Sample
No.: Location.:
ATTERBERG LIMITS
(ASTM D 4318)
PLASTICITY CHART - CLASSIFICATION OF FINE-GRAINED SOILS 0 10
20 30
40 50
60 70
0 20 40 60 80 100
Liquid Limit (L.L.)
Plasticity Index (P.I.)
Project Name: Tested By:G. Bathala Date: 04/10/19
Project No.: Checked By: J. Ward Date: 04/24/19
Boring No.: Depth (ft.):
Sample No.: Sample Type: Ring
Soil Identification:
2.415
1.000
199.51
45.62 0.9688
208.34
190.23
66.23 14.6
111.7
77 0.3164
269.38
250.41
71.40 14.22
114.5
81 0.2809
2.70 62.43
0.10 0.3158 0.9994 0.00 0.06 0.508 0.06
0.25 0.3128 0.9964 0.07 0.37 0.505 0.30
0.50 0.3098 0.9934 0.13 0.66 0.501 0.53
1.00 0.3068 0.9904 0.21 0.96 0.498 0.75
1.00 0.3068 0.9904 0.21 0.96 0.498 0.75
2.00 0.3038 0.9874 0.33 1.26 0.495 0.93
4.00 0.2969 0.9805 0.46 1.95 0.487 1.49
8.00 0.2857 0.9693 0.64 3.08 0.473 2.44
16.00 0.2702 0.9538 0.86 4.63 0.453 3.77
8.00 0.2721 0.9557 0.78 4.44 0.454 3.66
4.00 0.2743 0.9579 0.68 4.22 0.456 3.54
1.00 0.2788 0.9624 0.50 3.77 0.460 3.27
0.50 0.2809 0.9645 0.43 3.55 0.462 3.12
Lake Forest
ONE-DIMENSIONAL CONSOLIDATION
PROPERTIES of SOILS
ASTM D 2435
Dark olive brown clayey sand (SC)
7.5 R-3
19035-01
HS-1
Weight of Container (g)
Final Moisture Content (%)
Water Density (pcf)
Final Dry Density (pcf)
Final Saturation (%)
Final Vertical Reading (in.)
Specific Gravity (assumed)
Initial Moisture Content (%)
Initial Dry Density (pcf)
Initial Saturation (%)
Initial Vertical Reading (in.)
Wt.of Wet Sample+Cont. (g)
Wt. of Dry Sample+Cont. (g)
Sample Diameter (in.)
Sample Thickness (in.)
Wt. of Sample + Ring (g)
Weight of Ring (g)
After Test
Height after consol. (in.)
Wt.Wet Sample+Cont. (g)
Wt.of Dry Sample+Cont. (g)
Weight of Container (g)
Before Test
Corrected
Deformation (%)
Time Readings
Date Time Elapsed
Time (min)
Square Root
of Time
Dial Rdgs.
(in.)
Pressure
(p)
(ksf)
Final
Reading
(in.)
Apparent
Thickness
(in.)
Load
Compliance
(%)
Deformation
% of
Sample
Thickness
Void
Ratio
0.450
0.460
0.470
0.480
0.490
0.500
0.510
0.520
0.10 1.00 10.00 100.
Void Ratio
Pressure, p (ksf)
Inundate with
Tap water
Initial Final Initial Final Initial Final Initial Final Boring
No.
Sample
No.
Depth
(ft.)
Moisture
Content (%)
ONE-DIMENSIONAL CONSOLIDATION
PROPERTIES of SOILS
ASTM D 2435
HS-1 R-3 14.6 14.2 114.5
Soil Identification: Dark olive brown clayey sand (SC)
Project No.:
Lake Forest
04-19
19035-01
Time Readings
111.7 0.462 77 81
Degree of
Saturation (%) Dry Density (pcf)
0.509
Void Ratio
7.5 0.0000
0.1000
0.2000
0.3000
0.4000
0.5000
0.6000
0.7000
0.8000
0.9000
1.0000
0.1 1.0
Deformation Dial Reading (in.)
Log of Time (min.)
0.00 0.50
1.00 1.50
2.00 2.50
3.00 3.50
4.00 0.10 1.00 10.00 100.00
Deformation (%)
Pressure, p (ksf)
0.0000
0.2000
0.4000
0.6000
0.8000
1.0000
1.2000
0.0 10.0
Square Root of Time (min.1/2)
Inundate with
Tap water
R-VALUE TEST RESULTS
DOT CA Test 301
PROJECT NAME: Lake Forest PROJECT NUMBER: 19035-01
BORING NUMBER: HS-2 DEPTH (FT.): 1-5
SAMPLE NUMBER: B-1 TECHNICIAN: S. Felter
SAMPLE DESCRIPTION: Brown silty sand with Gravel (SM) DATE COMPLETED: 4/16/2019 TEST SPECIMEN a b c
MOISTURE AT COMPACTION % 11.0 11.4 11.8
HEIGHT OF SAMPLE, Inches 2.49 2.50 2.59
DRY DENSITY, pcf 118.4 120.3 116.5
COMPACTOR PRESSURE, psi 350 300 250
EXUDATION PRESSURE, psi 588 406 275
EXPANSION, Inches x 10exp-4 25 11 9
STABILITY Ph 2,000 lbs (160 psi) 26 33 38
TURNS DISPLACEMENT 4.26 4.32 4.42
R-VALUE UNCORRECTED 75 69 64
R-VALUE CORRECTED 75 69 66
DESIGN CALCULATION DATA a b c
GRAVEL EQUIVALENT FACTOR 1.0 1.0 1.0
TRAFFIC INDEX 5.0 5.0 5.0
STABILOMETER THICKNESS, ft. 0.40 0.50 0.54
EXPANSION PRESSURE THICKNESS, ft. 0.83 0.37 0.30
EXPANSION PRESSURE CHART EXUDATION PRESSURE CHART
R-VALUE BY EXPANSION: 70
R-VALUE BY EXUDATION: 66
EQUILIBRIUM R-VALUE: 66
0.00 0.50
1.00 1.50
2.00 2.50
3.00 3.50
4.00 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00
COVER THICKNESS BY STABILOMETER in feet
COVER THICKNESS BY EXPANSION in feet
0 10
20 30
40 50
60 70
80 90
800 700 600 500 400 300 200 100 0
R-VALUE
EXUDATION PRESSURE (psi)
Appendix D
Infiltration Test Data
Boring Number:
Test hole dimensions (if circular)
5 8
2 3.4 ft
Pre‐Test (Sandy Soil Criteria)*
1 8:37 9:02 25.0 2.54 2.92 0.38
2 9:02 9:27 25.0 2.60 2.93 0.33
Main Test Data
1 9:28 9:58 30.0 2.50 2.88 0.38 0.6
2 9:59 10:29 30.0 2.47 2.88 0.41 0.7
3 10:30 11:00 30.0 2.53 2.91 0.38 0.6
4 11:01 11:31 30.0 2.53 2.93 0.4 0.7
5 11:32 12:02 30.0 2.54 2.95 0.41 0.7
6 12:03 12:33 30.0 2.49 2.91 0.42 0.7
7 12:34 13:04 30.0 2.58 3.00 0.42 0.7
8 13:05 13:35 30.0 2.52 2.93 0.41 0.7
9 13:36 14:06 30.0 2.53 2.95 0.42 0.7
10 14:07 14:37 30.0 2.48 2.89 0.41 0.7
11 14:38 15:08 30.0 2.45 2.90 0.45 0.7
12 15:09 15:39 30.0 2.53 2.98 0.45 0.7
Factor of Safety 2.0
0.35 Sketch: Notes:
Infiltration Test Data Sheet
19035‐01
Boring Diameter (inches):
I‐1
LGC Geotechnical, Inc
131 Calle Iglesia Suite 200, San Clemente, CA 92672 tel. (949) 369‐6141 Project Name:
Boring Depth (feet)*: Pit Depth (feet):
Boring Depth ‐ (5 x Boring Radius) (What the sounder tape should read) (Shallow) The value on the sounder tape
should be close to this value during
testing for DEEP testing fill to 4 feet
below top of hole
Project Number:
Test pit dimensions (if rectangular)
Minimum test Head (Do):
Date:
*measured at time of test
4/4/2019
Great Scott ‐ Lake Forest
Pipe Diameter (inches): Pit Breadth (feet):
Spreadsheet Revised on: 10/26/2016
Calculated
Infiltration
Rate(in/hr)
*If two consecutive measurements show that six inches of water seeps away in less than 25 minutes, the test shall be run for an additional hour with measurements taken every 10 minutes. Otherwise, pre‐soak (fill) overnight, and then obtain at least twelve measurements per hole over at least six hours (approximately 30 minute intervals) with a precision of at least 0.25 inches Start Time
(24:HR)
Greater Than or
Equal to
0.5 feet (yes/no)
Stop Time
(24:HR)
No
Initial Depth to
Water (feet)
Final Depth
to Water
(feet)
Trial No.
Based on Guidelines from: Orange County 05/19/2011
Pit Length (feet):
Initial Depth to
Water, Do (feet)
Final Depth
to Water, Df
(feet)
Calculated Infiltration Rate (With Factor of Safety)
Trial No. Time Interval, t
(min)
Start Time
(24:HR)
Stop Time
(24:HR)
No
Total Change
in Water Level
(feet)
Calculated Infiltration Rate (No factors of safety) 0.7 Change in
Water Level,
D (feet)
Time Interval
(min)
Appendix E
Liquefaction Analysis
LIQUEFACTION EVALUATION
Based on Proceeding of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils , Technical Report NCEER-97-0022, December 31, 1997 and Evaluation of Settlments in Sand due to Earthquake Shaking, Tokimatsu and Seed, 1987 Seismic Event Profile Constants Depth to GWT Project Name Great Scott M.V. Moment Magnitude 6.9 Total Unit Weight (lb/ft3) 120 During Investigation (ft) 15 Project Number 19035-01 Peak Ground Acceleration 0.53 g Unit Weight of Water (lbs/ft3 62.4 During Design Event (ft) 10 Boring HS- 1 Determination of Cyclic Resitance Ratio
Thickness Total Stress Pore Pressure Effective Sampler SPT Overburden Energy Borehole Rod Length Sampler Type Fines Depth (ft) Depth (m) SPT Rings (ft) Stress (psf) Pressure (psf) Stress (psf) Diameter Nm CN CE CB CR CS (N1)60 Content (N1)60cs K CRR7.5
2.5 0.8 12 3.75 420 0 420 0.62 7.44 1.70 1.25 1.00 0.75 1.00 11.86 5 11.9 1.000 0.128 5 1.5 6 2.5 720 0 720 0.62 3.72 1.70 1.25 1.00 0.75 1.00 5.94 25 10.9 1.000 0.118
7.5 2.3 11 3.75 1020 0 1020 0.62 6.82 1.43 1.25 1.00 0.75 1.00 9.15 25 14.5 1.000 0.157 10 3.0 5 2.5 1320 0 1320 0.62 3.10 1.26 1.25 1.00 0.75 1.00 3.66 37 9.4 1.000 0.102 15 4.6 55 1920 0 1920 1.00 5.00 1.04 1.25 1.00 0.85 1.10 6.09 50 12.3 1.000 0.133 20 6.1 23 5 2520 312 2208 0.62 14.26 0.97 1.25 1.00 0.95 1.00 16.47 6 16.6 0.986 0.17625 7.6 23 5 3120 624 2496 1.00 23.00 0.91 1.25 1.00 0.95 1.10 27.48 16 31.7 0.965 SPT >30 NF30 9.1 33 5 3720 936 2784 0.62 20.46 0.87 1.25 1.00 0.95 1.00 21.04 37 30.2 0.946 SPT >30 NF35 10.7 38 5 4320 1248 3072 1.00 38.00 0.82 1.25 1.00 1.00 1.10 43.08 15 47.6 0.927 SPT >30 NF40 12.2 100 5 4920 1560 3360 0.62 62.00 0.79 1.25 1.00 1.00 1.00 61.09 15 66.5 0.910 SPT >30 NF45 13.7 100 2.5 5520 1872 3648 1.00 100.00 0.76 1.25 1.00 1.00 1.10 104.03 15 111.5 0.893 SPT >30 NF Determination of Cyclic Stress Ratio
Total Stress Pore Pressure Effective
Depth (ft) Depth (m) SPT Rings Thickness Stress (psf) Pressure (psf) Stress (psf)
2.5 0.76 12 3.75 300 0 300 0.99615 0.343174 1.238 Above GWT 5 1.52 6 2.5 600 0 600 0.99024 0.341136 1.238 Above GWT
7.5 2.29 11 3.75 900 0 900 0.98456 0.339181 1.238 Above GWT 10 3.05 5 2.5 1200 0 1200 0.97914 0.337314 1.238 0.37
15 4.57 5 5 1800 312 1488 0.96856 0.403631 1.238 Bray-Clay20 6.10 23 5 2400 624 1776 0.9569 0.445474 1.238 0.4925 7.62 23 5 3000 936 2064 0.94183 0.471601 1.238 Corr. SPT>30 30 9.14 33 5 3600 1248 2352 0.92058 0.485417 1.238 Corr. SPT>3035 10.67 38 5 4200 1560 2640 0.89062 0.488119 1.238 Corr. SPT>3040 12.19 100 5 4800 1872 2928 0.85103 0.480625 1.238 Corr. SPT>3045 13.72 100 2.5 5400 2184 3216 0.80363 0.464861 1.238 Corr. SPT>30 Blow Count
Sampling Data During Investigation Sampling Correction Factors Blow Count
Sampling Data During Design Event
rd CSR MSF FS
5/24/2019
Appendix F
General Earthwork and Grading Specifications for
Rough Grading
LGC Geotechnical, Inc.
General Earthwork and Grading Specifications
General Earthwork and Grading Specifications for Rough Grading
1.0 General
1.1 Intent: These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These Specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s).
1.2 The Geotechnical Consultant of Record: Prior to commencement of work, the owner shall employ a qualified Geotechnical Consultant of Record (Geotechnical Consultant). The Geotechnical Consultant shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of the grading.
Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing.
During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions.
If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required.
The Geotechnical Consultant shall observe the moisture-conditioning and processing of the subgrade and fill materials and perform relative compaction testing of fill to confirm that the attained level of compaction is being accomplished as specified. The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine and frequent basis.
1.3 The Earthwork Contractor: The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioning and processing of fill, and compacting fill.
The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the project plans and specifications. The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of “equipment” of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and the LGC Geotechnical, Inc.
General Earthwork and Grading Specifications
2/27/07
Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate personnel will be available for observation and testing. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations.
The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. It is the contractor’s sole responsibility to provide proper fill compaction.
2.0 Preparation of Areas to be Filled
2.1 Clearing and Grubbing: Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechnical Consultant.
The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1 percent of organic materials (by volume). Nesting of the organic materials shall not be allowed.
If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area.
As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. The contractor is responsible for all hazardous waste relating to his work. The Geotechnical Consultant does not have expertise in this area. If hazardous waste is a concern, then the Client should acquire the services of a qualified environmental assessor.
2.2 Processing: Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following section.
Scarification shall continue until soils are broken down and free of oversize material and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction.
LGC Geotechnical, Inc.
General Earthwork and Grading Specifications
2/27/07
2.3 Overexcavation: In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading.
2.4 Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant.
Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5:1 shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill.
2.5 Evaluation/Acceptance of Fill Areas: All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches.
3.0 Fill Material
3.1 General: Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material.
3.2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant.
Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill.
Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction.
3.3 Import: If importing of fill material is required for grading, proposed import material shall meet the requirements of the geotechnical consultant. The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed.
LGC Geotechnical, Inc.
General Earthwork and Grading Specifications
2/27/07
4.0 Fill Placement and Compaction
4.1 Fill Layers: Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout.
4.2 Fill Moisture Conditioning: Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum.
Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method D1557).
4.3 Compaction of Fill: After each layer has been moisture-conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test Method D1557). Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity.
4.4 Compaction of Fill Slopes: In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method D1557.
4.5 Compaction Testing: Field tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the fill/bedrock benches).
4.6 Frequency of Compaction Testing: Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met.
4.7 Compaction Test Locations: The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided.
LGC Geotechnical, Inc.
General Earthwork and Grading Specifications
2/27/07
5.0 Subdrain Installation
Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys.
6.0 Excavation
Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant.
7.0 Trench Backfills
7.1 The Contractor shall follow all OHSA and Cal/OSHA requirements for safety of trench excavations.
7.2 All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1 foot over the top of the conduit and densified by jetting. Backfill shall be placed and densified to a minimum of 90 percent of maximum from 1 foot above the top of the conduit to the surface.
7.3 The jetting of the bedding around the conduits shall be observed by the Geotechnical Consultant.
7.4 The Geotechnical Consultant shall test the trench backfill for relative compaction. At least one test should be made for every 300 feet of trench and 2 feet of fill.
7.5 Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method.
Priority Project Water Quality Management Plan (WQMP)
Great Scott Tree Service, Inc.
Great Scott Tree Service, Inc. Owner’s Certification
North OC Priority WQMP Template August 17 2011 Page i
This Water Quality Management Plan (WQMP) has been prepared for Griffiths Ranch, LLC by Huitt-Zollars, Inc.. The WQMP is intended to comply with the requirements of the County of Orange NPDES Stormwater Program requiring the preparation of the plan.
The undersigned, while it owns the subject property, is responsible for the implementation of the provisions of this plan , including the ongoing operation and maintenance of all best management practices (BMPs), and will ensure that this plan is amended as appropriate to reflect up-to-date conditions on the site consistent with the current Orange County Drainage Area Management Plan (DAMP) and the intent of the non-point source NPDES Permit for Waste Discharge Requirements for the County of Orange, Orange County Flood Control District and the incorporated Cities of Orange County within the Santa Ana Region. Once the undersigned transfers its interest in the property, its successors-in-interest shall bear the aforementioned responsibility to implement and amend the WQMP. An appropriate number of approved and signed copies of this document shall be available on the subject site in perpetuity.
Owner: Scott Griffiths
Title President
Company Griffiths Ranch, LLC.
Address 12 Polena, Irvine, CA, 92620
Email [email protected]
Telephone # (714) 826-1750
I understand my responsibility to implement the provisions of this WQMP including the ongoing operation and maintenance of the best management practices (BMPs) described herein.
Owner
Signature Date
Project Owner’s Certification
Planning Application No.
(If applicable) UP 03-18-5146 Grading Permit No.
Tract/Parcel Map and
Lot(s) No.
Parcel Map 86-
133, Parcel A
LLA 82-30
Building Permit No.
Address of Project Site and APN
(If no address, specify Tract/Parcel Map and Lot Numbers) 20795 Canada Road,
Lake Forest, CA, 92630
APNS: 610-301-07,
610-301-20, 610-301-21
Great Scott Tree Service, Inc. Owner’s Certification
North OC Priority WQMP Template August 17 2011 Page ii
Preparer (Engineer): Marc J. Haslinger
Title Vice President / Principal-in-Charge PE Registration #
49158
Company HUITT-ZOLLARS, INC.
Address 2603 Main Street, Suite 400, Irvine, CA, 92614
Email [email protected]
Telephone # (949) 988-5815
I hereby certify that this Water Quality Management Plan is in compliance with, and meets the requirements set forth in, Order No. R8-2009-0030/NPDES No. CAS618030, of the Santa Ana Regional Water Quality Control Board.
Preparer
Signature Date
Place
Stamp
Here
Griffiths Ranch, LLC Table of Contents
North OC Priority WQMP Template August 17 2011 Page iii Contents Page No.
Section I Permit(s) and Water Quality Conditions of Approval or Issuance ........... 1 Section II Project Description .................................................................................. 3 Section III Site Description ....................................................................................... 9 Section IV Best Management Practices (BMPs) ...................................................... 11 Section V Inspection/Maintenance Responsibility for BMPs ................................. 26 Section VI BMP Exhibit (Site Plan) ......................................................................... 27 Section VII Educational Materials ............................................................................ 28 Attachments
Appendix A ..... .............................................................................. Vicinity Map & Exhibits Appendix B……………………………………………………………………………………… Site Plans
Appendix C……………………………………………………………………..….… Soils Information Appendix D………………………………………………………………………… BMP Design Details Appendix E………………………………………………………………………………………………O&M
Appendix F…………………………………………………………………………… Encumbrance Map Priority Project Water Quality Management Plan (WQMP)
Great Scott Tree Service, Inc.
Great Scott Tree Service, Inc. Section I
North OC Priority WQMP Template August 17 2011 Page 1
Section I Permit(s) and Water Quality Conditions of Approval or Issuance
Provide discretionary or grading/building permit information and water quality conditions of approval, or permit issuance, applied to the project. If conditions are unknown, please request applicable conditions from staff. Refer to Section 2.1 in the Technical Guidance Document (TGD) available on the OC Planning website (ocplanning.net).
Project Infomation
Permit/Application No.
(If applicable) UP 03-18-5146
Grading or Building
Permit No.
(If applicable)
Address of Project Site (or
Tract Map and Lot
Number if no address)
and APN
20795 Canada Road, Lake Forest, CA, 92630
APN: 610-301-07, 610-301-20, 610-301-21
Water Quality Conditions of Approval or Issuance
Water Quality
Conditions of Approval
or Issuance applied to
this project.
(Please list verbatim.)
This submittal is for preliminary review. Conditions of Approval will be provided with Final WQMP.
Conceptual WQMP
Was a Conceptual Water
Quality Management
Plan previously approved
for this project?
This submittal is for preliminary review.
Priority Project Water Quality Management Plan (WQMP)
Great Scott Tree Service, Inc.
Great Scott Tree Service, Inc. Section I
North OC Priority WQMP Template August 17 2011 Page 2
Watershed-Based Plan Conditions
Provide applicable
conditions from watershed
- based plans including
WIHMPs and TMDLS.
This submittal is for preliminary review.
Great Scott Tree Service, Inc. Section II
North OC Priority WQMP Template August 17 2011 Page 3
Section II Project Description
II.1 Project Description
Provide a detailed project description including:
• Project areas;
• Land uses;
• Land cover;
• Design elements;
• A general description not broken down by drainage management areas (DMAs).
Include attributes relevant to determining applicable source controls. Refer to Section 2.2 in the Technical Guidance Document (TGD) for information that must be included in the project description.
Description of Proposed Project
Development Category
(From Model WQMP,
Table 7.11-2; or -3):
Parking lot of 5,000 square feet or more
Project Area (ft2): 87,120 Number of Dwelling Units: 0 SIC Code: 2411,2421,5099, 7521
Project Area
*Pervious *Impervious
Area
(acres or sq ft)
Percentage
Area
(acres or sq ft)
Percentage
Pre-Project Conditions 51,575.0 sq ft 58.3% 36,987.3 sq ft 41.7% Post-Project Conditions 80,063.3 sq ft 90.4% 8,499.7 sq ft 9.6% Drainage
Patterns/Connections
In existing condition, the majority of the Project site generally drains north west and sheet flows into Serrano Creek. A small portion of the site is on the opposite side of Serrano Creek and sheets flows south, directly into the Creek. This area will be undisturbed throughout the existing and proposed conditions. The catch basins, area drains, and underground storm drain conduits in the proposed condition will be integrated into proposed storm drain infrastructure on site which will discharge into a detention system onsite. The detention system will then outlet into Serrano Creek. The existing drainage patterns and existing storm drain outlets to Serrano Creek were field verified on February 7, 2o23. The Project intends to maintain existing grades and drainage patterns across the site, Great Scott Tree Service, Inc. Section II
North OC Priority WQMP Template August 17 2011 Page 4
and does not result in increases of flow rate, volume, and time of concentration for storm water leaving the Site.
Narrative Project
Description:
(Use as much space as
necessary.)
The Project Site is located within the City of Lake Forest, CA, at the southwest corner of Dimension Drive and Linear Lane. It is bound by existing light industrial development on the north and south. Existing Serrano Creek runs east-west, through the length of the Project Site. In existing conditions, runoff from the Project Site sheet flows directly into Serrano Creek.
The Project site is currently zoned for a combination of A-1 agricultural and M-1 light industrial uses There is one residential structure (with garage and landscaped yard) and a few portable storage structures.
The Project intends to maintain existing grades and drainage patterns across the site, and will not cause hydrologic conditions of concern (HCOC) to the downstream channel in accordance with the definition found in Section 5.3.1 of the Orange County Technical Guidance Document. The Time of Concentration requirement was met using values obtained from the AES rational method, and the Volume requirement was met using the Simple Method Runoff Coefficient for Volume-Based BMP Sizing (Eq. III.1) found in the TGD for project areas is less than 5 ac. The existing residential structure and one storage structure (historic barn) will remain in the proposed condition. Gravel will be laid over a large portion of the site to stabilize the existing native surface and allow for allweather access and parking for Great Scott Tree Service vehicles. The existing residential structure will be converted into office space for Great Scott Tree Service, Inc., and a minimum parking lot constructed for office employee and guest parking. Three vegetated bioswale systems will be constructed to treat the Design Capture Volume (DCV). The proposed detention system is designed to provide mitigation of the 100-year discharge. Please refer to the drainage report for 100-year storm event calculations. Majority of project site runoff for all storm events will be conveyed through storm drain pipe to a detention system before reaching Serrano Creek which will result in the mitigation of post flows for all storm events. Stormwater runoff will first infiltrate into the gravel layer and flow towards inlet curbs that collects the water in a catch basin. Oil and hydrocarbon based pollutants will be filtered through a filter sock before being directed to the bioswale for further treatment. Water is then captured by pipes and then outletted to the detention system. The existing grade will allow runoff to naturally drain to the bioswale systems. Refer to Appendix A for a graphic of the treatment train in addition to the location of the bioswale systems. Refer to Appendix A for the Proposed Site Plan.
See included Encumbrance Map (Appendix F) for Site Location.
Great Scott Tree Service, Inc. Section III
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II.2 Potential Stormwater Pollutants
Determine and list expected stormwater pollutants based on land uses and site activities. Refer to Section 2.2.2 and Table 2.1 in the Technical Guidance Document (TGD) for guidance.
Pollutants of Concern
Pollutant
Check One for
each:
E=Expected to
be of concern
N=Not Expected
to be of concern
Additional Information and Comments
Suspended-Solid/ Sediment E N Expected pollutant due to the proposed vehicle parking on site.
Nutrients E N
Depressed drought tolerant landscaping should
be implemented to prevent suspended –
solids/sediments, otherwise it is expected.
Heavy Metals E N
Expected pollutant due to proposed vehicle
parking lot on-site and uncovered parking
areas.
Pathogens (Bacteria/Virus) E N Expected due to bacterial indicators in runoff.
Pesticides E N
Depressed drought tolerant landscaping should
be implemented to prevent suspended –
solids/sediments, otherwise it is expected.
Oil and Grease E N
Expected due to the proposed vehicle parking
on site. Hydrocarbon filter socks should be
implemented in the catch basins to capture oil
and grease from vehicles.
Toxic Organic Compounds E N Expected due to the proposed vehicle parking on site.
Trash and Debris E N Expected due to the proposed vehicle parking on site.
Great Scott Tree Service, Inc. Section III
North OC Priority WQMP Template August 17 2011 Page 6
II.3 Hydrologic Conditions of Concern
Determine if streams located downstream from the project area are potentially susceptible to hydromodification impacts. Refer to Section 2.2.3.1 in the Technical Guidance Document (TGD) for North Orange County or Section 2.2.3.2 for South Orange County.
No – Show map
Yes – Describe applicable hydrologic conditions of concern below. Refer to Section 2.2.3 in the Technical Guidance Document (TGD).
Existing Serrano Creek runs through the Project Site. Serrano Creek is identified as an unstable earth channel on OC TGD Figure XVI-3d. The referenced Figure also indicates that the Project Site is within a “Potential Area of Erosion, Habitat & Physical Structure Susceptibility.
Note that this project does not qualify as a Hydrologic Condition of Concern as outlined in the Orange County TGD as the time of concentration and runoff volume requirements have been met. A comparison for the 2-year storm event pre vs post development (unmitigated) was analyzed using Advance Engineering Software (AES) at compliance point (See Appendix D for the Existing Condition and Proposed Condition Unit Hydrographs calculations). The results from the analysis are summarized in the table below for peak flow rate and time of concentration.
Unmitigated Flows
Q2 (cfs) V2 (ft3) Tc2 (min)
Existing Condition 5.40 7,396 10.79
Proposed Condition 5.31 6,155 9.82
Pre Vs Post Unmitigated
Flows- Delta (%)
-1.7% -16.8% -9.0%
Mitigated Flows
Proposed Condition 1.4* - -
*Delta Q is -44.0%
The amount of impervious area is increased from the existing to the proposed condition. Using the AES, the peak discharge rate is not increased by more than 5% in the proposed condition, however Tc is shorter by 9%.
The site has a Hydrologic Condition of Concern. Accordingly, the onsite flows are mitigated by a detention system as a hydromodification BMP, which reduces the flow offsite by 44% for a 2 year storm. See attached AES calculations in Appendix D and Exhibits in Attachment A.
Great Scott Tree Service, Inc. Section III
North OC Priority WQMP Template August 17 2011 Page 7
II.4 Post Development Drainage Characteristics
Describe post development drainage characteristics. Refer to Section 2.2.4 in the Technical Guidance Document (TGD).
The Project intends to maintain existing grades and drainage patterns across the site, and does not cause negative impacts to the flow rate, volume, and time of concentration for storm water leaving the Site. Three vegetated swales will be constructed along the perimeter of the project site to intercept the onsite stormwater runoff before it reaches Serrano Creek. The underdrains of the vegetated swale will be connected to a proposed stormdrain system that conveys on site runoff underneath the project site to a detention system in the southwest corner of the site. This detention system will outlet into Serrano Creek. A detention system is proposed due to erosion issues along Serrano Creek, and future developments have been requested to reduce flows by a minimum of 38%. The detention basin was designed using the 100-year storm event.
II.5 Property Ownership/Management
Describe property ownership/management. Refer to Section 2.2.5 in the Technical Guidance Document (TGD).
Project Site will be owned and maintained by Great Scott Tree Service, Inc.
Great Scott Tree Service, Inc. Section III
North OC Priority WQMP Template August 17 2011 Page 8
Section III Site Description
III.1 Physical Setting
Fill out table with relevant information. Refer to Section 2.3.1 in the Technical Guidance Document (TGD).
Name of Planned
Community/Planning
Area (if applicable)
N/A
Location/Address
20795 Cañada Road
Lake Forest, CA, 92630
General Plan Land Use
Designation Regional Park/Open Space
Zoning M-1 (Light Industrial) with Planned Development (PD), A-1 (General Agriculture
Acreage of Project Site 7.36 acres
Predominant Soil Type Type D (per NRCS Soil Survey)
III.2 Site Characteristics
Fill out table with relevant information and include information regarding BMP sizing, suitability, and feasibility, as applicable. Refer to Section 2.3.2 in the Technical Guidance Document (TGD).
Site Characteristics
Precipitation Zone 0.9 (per OC TGD Figure XVI-1)
Topography Site generally slopes north west at 3% to 6% Great Scott Tree Service, Inc. Section III
North OC Priority WQMP Template August 17 2011 Page 9
Drainage
Patterns/Connections
Site generally slopes north west, drains via surface sheet flow directly to Serrano Creek. An underground storm conduit is proposed from the bioswales to the proposed detention basin.
Soil Type, Geology, and
Infiltration Properties
Soil Type D (Per NRCS Soil Survey), Serrano Creek runs through the Site and is not susceptible to erosion, soil is primarily Sandy Loam and Sorrento Loam along the top and upper banks for Serrano Creek, with Riverwash (sandy gravelly alluvium) located along the bottom of the Creek.
Hydrogeologic
(Groundwater)
Conditions
Per the OC TGM North Orange County Mapped Shallow Groundwater Map the proposed development is not located within a region that encounters groundwater depth equal to or less than 5 feet and 5 feet to 10 feet.
Geotechnical Conditions
(relevant to infiltration)
The geotechnical report advises against intentional infiltration of stormwater due to low infiltration rate, shallow groundwater, and high liquefaction potential.
Off-Site Drainage N/A. Site does not receive off-site drainage. The assumption was field verified on February 7, 2020.
Utility and Infrastructure
Information Project site is currently serviced by wet and dry utilities.
III.3 Watershed Description
Fill out table with relevant information and include information regarding BMP sizing, suitability, and feasibility, as applicable. Refer to Section 2.3.3 in the Technical Guidance Document (TGD).
Receiving Waters Serrano Creek, San Diego Creek Reach 2, San Diego Creek Reach 1, Newport Bay
303(d) Listed Impairments Bacteria Indicators/Pathogens, Metals, Nutrients, Toxicity, Turbidity, Other Organics
Applicable TMDLs Bacteria Indicators/Pathogens, Metals, Nutrients, Pesticides, Turbidity/Siltation
Pollutants of Concern for
the Project
Suspended Solis/Sediments, Nutrients, Heavy Metals, Pathogens (Bacteria/Virus), Pesticides, Oil & Grease, Toxic Organic Compounds, Trash & Debris
Environmentally Sensitive
and Special Biological
Significant Areas
N/A
Priority Project Water Quality Management Plan (WQMP)
Great Scott Tree Service, Inc.
Great Scott Tree Service, Inc. Section IV
North OC Priority WQMP Template August 17 2011 Page 10
Section IV Best Management Practices (BMPs)
IV. 1 Project Performance Criteria
Describe project performance criteria. Several steps must be followed in order to determine what performance criteria will apply to a project. These steps include:
• If the project has an approved WIHMP or equivalent, then any watershed specific criteria must be used and the project can evaluate participation in the approved regional or subregional opportunities. (Please ask your assigned planner or plan checker regarding whether your project is part of an approved WIHMP or equivalent.) • Determine applicable hydromodification control performance criteria. Refer to Section 7.II2.4.2.2 of the Model WQMP. • Determine applicable LID performance criteria. Refer to Section 7.II-2.4.3 of the Model WQMP. • Determine applicable treatment control BMP performance criteria. Refer to Section 7.II-3.2.2 of the Model WQMP.
• Calculate the LID design storm capture volume for the project. Refer to Section 7.II-2.4.3 of the Model WQMP.
(NOC Permit Area only) Is there an approved WIHMP or equivalent for the project area that includes more stringent LID feasibility criteria or if there are opportunities identified for implementing LID on regional or sub-regional basis?
YES NO
If yes, describe WIHMP
feasibility criteria or
regional/sub-regional LID
opportunities.
N/A
Priority Project Water Quality Management Plan (WQMP)
Great Scott Tree Service, Inc.
Great Scott Tree Service, Inc. Section IV
North OC Priority WQMP Template August 17 2011 Page 11
Project Performance Criteria
If HCOC exists,
list applicable
hydromodification
control
performance
criteria (Section
7.II-2.4.2.2 in
MWQMP)
Project does not cause negative impacts in runoff volume, changes in time of concentration, increase for post development downstream erosion, or adverse downstream impacts.
The Project intends to revise drainage patterns across the site to stay onsite, will concentrate flow to bioswales, underdrains, and a detention basin, and will include applicable water quality features. Additionally, the Project proposed to lay gravel over a large portion of the property. From a conservative standpoint The Project will assume all gravel areas to be paved for modeling purposes.
List applicable
LID performance
criteria (Section
7.II-2.4.3 from
MWQMP)
• Priority Projects must infiltrate, harvest and use, evapotranspire, or biotreat/biofilter, the 85th percentile, 24-hour storm event (Design Capture Volume).
• A properly designed biotreatment system may only be considered if infiltration, harvest and use, and evapotranspiration (ET) cannot be feasibly implemented for the full design capture volume. In this case, infiltration, harvest and use, and ET practices must be implemented to the greatest extent feasible and biotreatment may be provided for the remaining design capture volume. A diversity of controls will be provided, if feasible, to achieve the greatest feasible retention of the Design Capture Volume, then if necessary, biotreatment of the remaining design capture volume.
Equivalent performance criteria have been synthesized from permit requirements with consideration of the MEP standard and analysis of local precipitation and ET patterns. The following performance criteria result in capture and retention and/or biotreatment of 80 percent of average annual stormwater runoff volume. The performance criteria for LID are stated as follows:
• LID BMPs must be designed to retain, on-site, (infiltrate, harvest and use, or evapotranspire) stormwater runoff up to 80 percent average annual capture efficiency
• LID BMPs must be designed to:
o Retain, on-site, (infiltrate, harvest and use, or evapotranspire) stormwater runoff as feasible up to the Design Capture Volume, and
o Recover (i.e., draw down) the storage volume as soon as possible after a storm event (see criteria for maximizing drawdown rate in the TGD Appendix XI), and, if necessary
o Biotreat, on-site, additional runoff, as feasible, up to 80 percent average annual capture efficiency (cumulative, retention plus biotreatment), and, if necessary o NOC Permit Area only – retain or biotreat, in a regional facility, the remaining runoff up to 80 percent average annual capture efficiency (cumulative, retention plus biotreatment, on-site plus off-site), and, if necessary Priority Project Water Quality Management Plan (WQMP)
Great Scott Tree Service, Inc.
Great Scott Tree Service, Inc. Section IV
North OC Priority WQMP Template August 17 2011 Page 12
o Fulfill alternative compliance obligations for runoff volume not retained or biotreated up to 80 percent average annual capture efficiency using treatment controls or other alternative approaches as described in Section 7.II-3.
List applicable
treatment control
BMP performance
criteria (Section
7.II-3.2.2 from
MWQMP)
Retain onsite Stormwater runoff, as feasible, up to the Design Capture Volume; Recover the storage volume as soon as possible after a storm event; Biotreat onsite additional runoff, as feasible, up to 80 percent average annual capture efficeiency;
Calculate LID
design storm
capture volume
for Project.
DCV = C × d × A × 43560 sf/ac × 1/12 in/ft
Q=CiA
Where:
DCV = design storm capture volume, cu-ft
C = runoff coefficient = (0.75 × imp + 0.15)
Imp = impervious fraction of drainage area (ranges from 0 to 1) d = storm depth (inches)
A = tributary area (acres)
QDesign = Design Flow Rate
DMA
A B C
Design Capture Storm Depth 0.9 0.9 0.9
Drainage Area (SF) 3,294 70,132 13,418
Impervious Area (SF) 1,930 50,260 7,917
Pervious Area (SF) 1,364 19,871 5,501
% Impervious 0.59 0.72 0.59
Eff. Ret. Depth of HSC (in) 0.00 0.00 0.00
Design Infiltration Rate (in/hr) 0.00 0.00 0.00
Design Capture Volume (CF) 146 3,616 596
i (design intensity) (inches/hr) 0.26 0.26 0.26
Design Treatment Flow Rate (CFS) 0.01 0.29 0.05
Priority Project Water Quality Management Plan (WQMP)
Great Scott Tree Service, Inc.
Great Scott Tree Service, Inc. Section IV
North OC Priority WQMP Template August 17 2011 Page 13
IV.2. Site Design and Drainage
Describe site design and drainage including
• A narrative of site design practices utilized or rationale for not using practices; • A narrative of how site is designed to allow BMPs to be incorporated to the MEP • A table of DMA characteristics and list of LID BMPs proposed in each DMA. • Reference to the WQMP “BMP Exhibit.”
• Calculation of Design Capture Volume (DCV) for each drainage area. • A listing of GIS coordinates for LID and Treatment Control BMPs.
Refer to Section 2.4.2 in the Technical Guidance Document (TGD).
The Project intends to revise existing grades and drainage patterns across the site to remain on site until routed through bio-swales and a detention basin, and does not cause negative impacts to the flow rate, volume, and time of concentration for storm water leaving the Site. The catch basins, area drains, and underground storm drain conduits in the proposed condition will be integrated into a minimal amount of new storm drain infrastructure on site.
Gravel will be laid over a majority of the site to stabilize the existing native soil and allow for all weather access and vehicle parking. Water quality treatment will be provided via proposed vegetated swales located at the edge of the gravel. The swales will capture and bio-treat runoff prior to conveyance to a detention system through a storm drain system. The proposed detention system will discharge to Serrano Creek with reduced flows. The gravel and swales are intended to maintain dispersed sheet flow across the site and into the bioswales.
Priority Project Water Quality Management Plan (WQMP)
Great Scott Tree Service, Inc.
Great Scott Tree Service, Inc. Section IV
North OC Priority WQMP Template August 17 2011 Page 14
IV.3 LID BMP Selection and Project Conformance Analysis Each sub-section below documents that the proposed design features conform to the applicable project performance criteria via check boxes, tables, calculations, narratives, and/or references to worksheets. Refer to Section 2.4.2.3 in the Technical Guidance Document (TGD) for selecting LID BMPs and Section 2.4.3 in the Technical Guidance Document (TGD) for conducting conformance analysis with project performance criteria.
IV.3.1 Hydrologic Source Controls (HSCs)
If required HSCs are included, fill out applicable check box forms. If the retention criteria are otherwise met with other LID BMPs, include a statement indicating HSCs not required.
Name Included?
Localized on-lot infiltration
Impervious area dispersion (e.g. roof top
disconnection)
Street trees (canopy interception)
Residential rain barrels (not actively managed)
Green roofs/Brown roofs
Blue roofs
Impervious area reduction (e.g. permeable
pavers, site design)
Other:
Other:
Other:
Other:
Other:
Other:
Other:
Other:
Priority Project Water Quality Management Plan (WQMP)
Great Scott Tree Service, Inc.
Great Scott Tree Service, Inc. Section IV
North OC Priority WQMP Template August 17 2011 Page 15
IV.3.2 Infiltration BMPs
Identify infiltration BMPs to be used in project. If design volume cannot be met, state why.
Infiltration BMPs are not applicable to the site.
Name Included?
Bioretention without underdrains
Rain gardens
Porous landscaping
Infiltration planters
Retention swales
Infiltration trenches
Infiltration basins
Drywells
Subsurface infiltration galleries
French drains
Permeable asphalt
Permeable concrete
Permeable concrete pavers
Other:
Other:
Show calculations below to demonstrate if the LID Design Strom Capture Volume can be met with infiltration BMPs. If not, document how much can be met with infiltration and document why it is not feasible to meet the full volume with infiltration BMPs.
Priority Project Water Quality Management Plan (WQMP)
Great Scott Tree Service, Inc.
Great Scott Tree Service, Inc. Section IV
North OC Priority WQMP Template August 17 2011 Page 16
Onsite infiltration testing indicates an observed infiltration rate of 0.7 in/hr and a design infiltration rate of
0.35 in/hr. This is higher than the minimum 0.3 in/hr required for infiltration-based BMPs which means that the proposed vegetated swale is feasible although not recommended by the geotechnical report due to other factors including shallow groundwater and liquefaction potential.
Using the methods found in the Orange County Technical Guidance Document, a more conservative safety factor of approximately 3.4 would be calculated resulting in a measured infiltration rate under 0.3 in/hr.
However, the site can benefit from incidental infiltration in the gravel area and vegetated swales, thus making the bioswales feasible.
IV.3.3 Evapotranspiration, Rainwater Harvesting BMPs
If the full Design Storm Capture Volume cannot be met with infiltration BMPs, describe any evapotranspiration and/or rainwater harvesting BMPs included.
Name Included?
All HSCs; See Section IV.3.1
Surface-based infiltration BMPs
Biotreatment BMPs
Above-ground cisterns and basins
Underground detention
Other:
Other:
Other:
Priority Project Water Quality Management Plan (WQMP)
Great Scott Tree Service, Inc.
Great Scott Tree Service, Inc. Section IV
North OC Priority WQMP Template August 17 2011 Page 17
Show calculations below to demonstrate if the LID Design Storm Capture Volume can be met with evapotranspiration and/or rainwater harvesting BMPs in combination with infiltration BMPs. If not, document below how much can be met with either infiltration BMPs, evapotranspiration, rainwater harvesting BMPs, or a combination, and document why it is not feasible to meet the full volume with these BMP categories.
Evapotranspiration, Rainwater Harvesting BMPs not applicable.
Priority Project Water Quality Management Plan (WQMP)
Great Scott Tree Service, Inc.
Great Scott Tree Service, Inc. Section IV
North OC Priority WQMP Template August 17 2011 Page 18
IV.3.4 Biotreatment BMPs
If the full Design Storm Capture Volume cannot be met with infiltration BMPs, and/or evapotranspiration and rainwater harvesting BMPs, describe biotreatment BMPs included. Include sections for selection, suitability, sizing, and infeasibility, as applicable.
Name Included?
Bioretention with underdrains
Stormwater planter boxes with underdrains
Rain gardens with underdrains
Constructed wetlands
Vegetated swales
Vegetated filter strips
Proprietary vegetated biotreatment systems
Wet extended detention basin
Dry extended detention basins
Other:
Other:
Show calculations below to demonstrate if the LID Design Storm Capture Volume can be met with infiltration, evapotranspiration, rainwater harvesting and/or biotreatment BMPs. If not, document how much can be met with either infiltration BMPs, evapotranspiration, rainwater harvesting BMPs, or a combination, and document why it is not feasible to meet the full volume with these BMP categories.
Priority Project Water Quality Management Plan (WQMP)
Great Scott Tree Service, Inc.
Great Scott Tree Service, Inc. Section IV
North OC Priority WQMP Template August 17 2011 Page 19
Three (3) bioswales (Bio-2) will be employed for treatment of the required runoff flowrates.
DMA
A B C
Design Capture Storm Depth 0.9 0.9 0.9
Drainage Area (SF) 3,294 70,132 13,418
Impervious Area (SF) 1,930 50,260 7,917
Pervious Area (SF) 1,364 19,871 5,501
% Impervious 0.59 0.72 0.59
Eff. Ret. Depth of HSC (in) 0.00 0.00 0.00
Design Infiltration Rate (in/hr) 0.00 0.00 0.00
Design Capture Volume (CF) 146 3,616 596
i (design intensity) (inches/hr) 0.26 0.26 0.26
Design Treatment Flow Rate (CFS) 0.01 0.29 0.05
Vegetated Swale (per OC TGD BIO-2)
DMA
A B C
swale slope (ft/ft) 0.0100 0.0100 0.0100
bottom width, calculated (ft) 0.10 2.46 0.41
bottom width used (2 ft min) (ft) 2.00 3.00 2.00
y, depth (ft) 0.05 0.29 0.13
Vwq 0.10 0.25 0.17
Required Length, ft 61 165 100
Length Provided, ft 100 200 150
IV.3.5 Hydromodification Control BMPs
Describe hydromodification control BMPs. See Section 5 of the Technical Guidance Document (TGD).
Include sections for selection, suitability, sizing, and infeasibility, as applicable. Detail compliance with Prior Conditions of Approval (if applicable).
Hydromodification Control BMPs
BMP Name BMP Description
N/A
Priority Project Water Quality Management Plan (WQMP)
Great Scott Tree Service, Inc.
Great Scott Tree Service, Inc. Section IV
North OC Priority WQMP Template August 17 2011 Page 20
IV.3.6 Regional/Sub-Regional LID BMPs
Describe regional/sub-regional LID BMPs in which the project will participate. Refer to Section 7.II2.4.3.2 of the Model WQMP.
Regional/Sub-Regional LID BMPs
N/A
IV.3.7 Treatment Control BMPs
Treatment control BMPs can only be considered if the project conformance analysis indicates that it is not feasible to retain the full design capture volume with LID BMPs. Describe treatment control BMPs including sections for selection, sizing, and infeasibility, as applicable.
Treatment Control BMPs
BMP Name BMP Description
Grated Inlet Acts as a trash rack for larger pollutants Hydrocarbon filter socks Filters oil-based pollutants
Priority Project Water Quality Management Plan (WQMP)
Great Scott Tree Service, Inc.
Great Scott Tree Service, Inc. Section IV
North OC Priority WQMP Template August 17 2011 Page 21
IV.3.8 Non-structural Source Control BMPs
Fill out non-structural source control check box forms or provide a brief narrative explaining if nonstructural source controls were not used.
Non-Structural Source Control BMPs
Identifier Name
Check One
If not applicable, state brief
reason Included Not
Applicable
N1 Education for Property Owners,
Tenants and Occupants
N2 Activity Restrictions
N3 Common Area Landscape
Management
N4 BMP Maintenance
N5 Title 22 CCR Compliance (How
development will comply)
N6 Local Industrial Permit Compliance
N7 Spill Contingency Plan
N8 Underground Storage Tank
Compliance No underground storage tanks
N9 Hazardous Materials Disclosure
Compliance
N10 Uniform Fire Code Implementation
N11 Common Area Litter Control
N12 Employee Training
N13 Housekeeping of Loading Docks No load docks
N14 Common Area Catch Basin Inspection
N15 Street Sweeping Private Streets and
Parking Lots
N16 Retail Gasoline Outlets Not a retail gasoline outlet Priority Project Water Quality Management Plan (WQMP)
Great Scott Tree Service, Inc.
Great Scott Tree Service, Inc. Section IV
North OC Priority WQMP Template August 17 2011 Page 22
IV.3.9 Structural Source Control BMPs
Fill out structural source control check box forms or provide a brief narrative explaining if structural source controls were not used.
Structural Source Control BMPs
Identifier Name
Check One
If not applicable, state brief
reason Included Not
Applicable
S1 Provide storm drain system stenciling
and signage
S2
Design and construct outdoor material
storage areas to reduce pollution
introduction
S3
Design and construct trash and waste
storage areas to reduce pollution
introduction
S4
Use efficient irrigation systems &
landscape design, water conservation,
smart controllers, and source control
S5 Protect slopes and channels and
provide energy dissipation
Incorporate requirements applicable to
individual priority project categories
(from SDRWQCB NPDES Permit)
S6 Dock areas No dock areas proposed
S7 Maintenance bays No maintenance bays
S8 Vehicle wash areas No vehicle wash area
S9 Outdoor processing areas
S10 Equipment wash areas No equipment wash area
S11 Fueling areas No fueling area
S12 Hillside landscaping No hillside landscaping
S13 Wash water control for food
preparation areas
No wash water control for food
preparation area
S14 Community car wash racks No community car wash racks Priority Project Water Quality Management Plan (WQMP)
Great Scott Tree Service, Inc.
Great Scott Tree Service, Inc. Section IV
North OC Priority WQMP Template August 17 2011 Page 23
IV.4 Alternative Compliance Plan (If Applicable)
Describe an alternative compliance plan (if applicable). Include alternative compliance obligations (i.e., gallons, pounds) and describe proposed alternative compliance measures. Refer to Section 7.II
3.0 in the WQMP.
IV.4.1 Water Quality Credits
Determine if water quality credits are applicable for the project. Refer to Section 3.1 of the Model WQMP for description of credits and Appendix VI of the Technical Guidance Document (TGD) for calculation methods for applying water quality credits.
Description of Proposed Project
Project Types that Qualify for Water Quality Credits (Select all that apply): None Redevelopment
projects that reduce the
overall impervious
footprint of the project
site.
Brownfield redevelopment, meaning
redevelopment, expansion, or reuse of real
property which may be complicated by the
presence or potential presence of hazardous
substances, pollutants or contaminants, and
which have the potential to contribute to
adverse ground or surface WQ if not
redeveloped.
Higher density development projects which
include two distinct categories (credits can only
be taken for one category): those with more
than seven units per acre of development (lower
credit allowance); vertical density
developments, for example, those with a Floor
to Area Ratio (FAR) of 2 or those having more
than 18 units per acre (greater credit allowance).
Mixed use development, such as a
combination of residential, commercial,
industrial, office, institutional, or other land
uses which incorporate design principles that
can demonstrate environmental benefits that
would not be realized through single use
projects (e.g. reduced vehicle trip traffic with
the potential to reduce sources of water or air
pollution).
Transit-oriented developments, such as a
mixed use residential or commercial area
designed to maximize access to public
transportation; similar to above criterion, but
where the development center is within one
half mile of a mass transit center (e.g. bus, rail,
light rail or commuter train station). Such
projects would not be able to take credit for
both categories, but may have greater credit
assigned
Redevelopment projects
in an established historic
district, historic
preservation area, or similar
significant city area
including core City Center
areas (to be defined through
mapping).
Developments with
dedication of
undeveloped portions to
parks, preservation
areas and other pervious
uses.
Developments
in a city center
area.
Developments
in historic
districts or
historic
preservation
areas.
Live-work
developments, a variety of
developments designed to
support residential and
vocational needs together –
similar to criteria to mixed
use development; would not
be able to take credit for
both categories.
In-fill projects, the
conversion of empty lots
and other underused spaces
into more beneficially used
spaces, such as residential
or commercial areas.
Priority Project Water Quality Management Plan (WQMP)
Great Scott Tree Service, Inc.
Great Scott Tree Service, Inc. Section IV
North OC Priority WQMP Template August 17 2011 Page 24
Calculation of
Water Quality
Credits
(if applicable)
N/A
IV.4.2 Alternative Compliance Plan Information
Describe an alternative compliance plan (if applicable). Include alternative compliance obligations (i.e., gallons, pounds) and describe proposed alternative compliance measures. Refer to Section 7.II
3.0 in the Model WQMP.
N/A
Priority Project Water Quality Management Plan (WQMP)
Great Scott Tree Service, Inc.
Great Scott Tree Service, Inc. Section V
North OC Priority WQMP Template August 17 2011 Page 25
Section V Inspection/Maintenance Responsibility for BMPs Fill out information in table below. Prepare and attach an Operation and Maintenance Plan.
Identify the funding mechanism through which BMPs will be maintained. Inspection and maintenance records must be kept for a minimum of five years for inspection by the regulatory agencies. Refer to Section 7.II 4.0 in the Model WQMP.
BMP Inspection/Maintenance
BMP
Reponsible
Party(s)
Inspection/
Maintenance
Activities
Required
Minimum
Frequency of
Activities
Will be provided in
Final WQMP
Priority Project Water Quality Management Plan (WQMP)
Great Scott Tree Service, Inc.
Great Scott Tree Service, Inc. Section VI
North OC Priority WQMP Template August 17 2011 Page 26
Section VI BMP Exhibit (Site Plan)
VI.1 BMP Exhibit (Site Plan)
Include a BMP Exhibit (Site Plan), at a size no less than 24” by 36,” which includes the following minimum information:
• Insert in the title block (lower right hand corner) of BMP Exhibit: the WQMP Number (assigned by staff) and the grading/building or Planning Application permit numbers • Project location (address, tract/lot number(s), etc.) • Site boundary
• Land uses and land covers, as applicable
• Suitability/feasibility constraints
• Structural BMP locations
• Drainage delineations and flow information
• Delineate the area being treated by each structural BMP • GIS coordinates for LID and Treatment Control BMPs
• Drainage connections
• BMP details
• Preparer name and stamp
Please do not include any areas outside of the project area or any information not related to drainage or water quality. The approved BMP Exhibit (Site Plan) shall be submitted as a plan sheet on all grading and building plan sets submitted for plan check review and approval. The BMP Exhibit shall be at the same size as the rest of the plan sheets in the submittal and shall have an approval stamp and signature prior to plan check submittal.
VI.2 Submittal and Recordation of Water Quality Management Plan Following approval of the Final Project-Specific WQMP, three copies of the approved WQMP (including BMP Exhibit, Operations and Maintenance (O&M) Plan, and Appendices) shall be submitted. In addition, these documents shall be submitted in a PDF format.
Each approved WQMP (including BMP Exhibit, Operations and Maintenance (O&M) Plan, and Appendices) shall be recorded in the Orange County Clerk-Recorder’s Office, prior to close-out of grading and/or building permit. Educational Materials are not required to be included.
Great Scott Tree Service, Inc. Section VII
North OC Priority WQMP Template August 17 2011 Page 27
Section VII Educational Materials
Refer to the Orange County Stormwater Program (ocwatersheds.com) for a library of materials available. Please only attach the educational materials specifically applicable to this project. Other materials specific to the project may be included as well and must be attached.
Education Materials
Residential Material
(http://www.ocwatersheds.com)
Check If
Applicable
Business Material
(http://www.ocwatersheds.com)
Check If
Applicable
The Ocean Begins at Your Front Door Tips for the Automotive Industry Tips for Car Wash Fund-raisers Tips for Using Concrete and Mortar Tips for the Home Mechanic Tips for the Food Service Industry Homeowners Guide for Sustainable
Water Use
Proper Maintenance Practices for Your
Business
Household Tips
Other Material
Check If
Attached Proper Disposal of Household
Hazardous Waste
Recycle at Your Local Used Oil
Collection Center (North County)
Recycle at Your Local Used Oil
Collection Center (Central County)
Recycle at Your Local Used Oil
Collection Center (South County)
Tips for Maintaining a Septic Tank
System
Responsible Pest Control
Sewer Spill
Tips for the Home Improvement
Projects
Tips for Horse Care
Tips for Landscaping and Gardening
Tips for Pet Care
Tips for Pool Maintenance
Tips for Residential Pool, Landscape
and Hardscape Drains
Tips for Projects Using Paint
Griffiths Ranch, LLC Section VII
North OC Priority WQMP Template August 17 2011 Page 28
Appendix A
Vicinity Map & Exhibits
DIMENSION DRIVE
LINEAR LANE
SERRANO CREEK L = 246' L = 310' L = 127' L = 166' L = 227' L = 179' L = 596' ƩƩ ƩƩ ƩƩ ƩƩ ƩƩ ƩƩ L = 661' L = 155' L = 280' L = 107' ƩƩ ƩƩ L = 128' L = 76' Ʃ Ʃ Ʃ ƩƩ
DIMENSION DRIVE
LINEAR LANE
SERRANO CREEK
ƩƩ UNMITIGATED FLOW
Ʃ
Ʃ MITIGATED FLOW
Ʃ
ƩƩ
ƩƩ
Ʃ
Ʃ
Ʃ L = 47' L = 463'
L = 155' L = 70'
L = 114' L = 661' L = 155'
ƩƩ
ƩƩ L = 49'
DIMENSION DRIVE
LINEAR LANE
SERRANO CREEK
Griffiths Ranch, LLC Section VII
North OC Priority WQMP Template August 17 2011 Page 29
Appendix B
Site Plan
SERRANO CREEK
X
X
9 EVC
10 4 6 5 7 8 X X X X X
X
X
X
X
X
X
X
X
X
X
X 1 3 2 4 1 3 2 15' 60' SCALE: 1" = 30' 30' 0 30' GRAPHIC SCALE PRELIMINARY GRADING EXHIBIT Griffiths Ranch, LLC Section VII
North OC Priority WQMP Template August 17 2011 Page 30
Appendix C
Soils Information
ORANGE COUNTY RIVERSIDE COUNTY
ORANGE COUNTY SAN BERNARDINO COUNTY
ORANGE COUNTY
LOS ANGELES COUNTY
ORANGE COUNTY ORANGE COUNTY LOS ANGELES COUNTY LOS ANGELES COUNTY P:\9526E\6-GIS\Mxds\Reports\InfiltrationFeasability_20110215\9526E_FigureXVI-2a_HydroSoils_20110215.mxd FIGURE
XVI-2a JOB TITLE SCALE 1" = 1.8 miles DESIGNED DRAWING CHECKED BMP 02/09/11 DATE JOB NO. THTH9526-E ORANGE COUNTY INFILTRATION STUDY ORANGE CO. CA NRCS HYDROLOGIC SOILS GROUPS
SUBJECT TO FURTHER REVISION
Source:
Soils: Natural Resources Conservation Service (NRCS)
Soil Survey - soil_ca678, Orange County & Western Riverside Date of publication: 2006-02-08
I!
0 1.8 3.6 7.2
Miles
0 2.55 10
Kilometers
LEGEND
City Boundaries
Hydrologic Soil Groups
A Soils
B Soils
C Soils
D Soils
http://websoilsurvey.nrcs.usda.gov/app/HomePage.htm
APPROXIMATE PROJECT LOCATION
-SOIL TYPE D
131 Calle Iglesia, Suite 200, San Clemente, CA 92672 (949) 369-6141 www.lgcgeotechnical.com Project No. 19035‐01 Page i May 28, 2019
TABLE OF CONTENTS
Section Page
1.0 INTRODUCTION .................................................................................................................1
1.1 Purpose and Scope of Services ...............................................................................1
1.2 Existing Conditions .................................................................................................1
1.3 Project Description .................................................................................................1
1.4 Subsurface Geotechnical Evaluation .....................................................................4
1.5 Laboratory Testing .................................................................................................4
2.0 GEOTECHNICAL CONDITIONS .........................................................................................6
2.1 Geologic Conditions ................................................................................................6
2.2 Generalized Subsurface Conditions .......................................................................6
2.3 Groundwater ...........................................................................................................6
2.4 Field Infiltration Testing ........................................................................................7
2.5 Seismic Design Criteria ..........................................................................................7
2.6 Faulting ....................................................................................................................9
2.6.1 Liquefaction and Dynamic Settlement .......................................................9
2.6.2 Lateral Spreading ......................................................................................10
2.7 Expansion Potential ..............................................................................................10
3.0 CONCLUSIONS ..................................................................................................................11
4.0 PRELIMINARY RECOMMENDATIONS ..........................................................................12
4.1 Site Earthwork ......................................................................................................12
4.1.1 Site Preparation ........................................................................................12
4.1.2 Removal and Recompaction Depths and Limits ......................................13
4.1.3 Temporary Excavations ...........................................................................14
4.1.4 Removal Bottoms and Subgrade Preparation .........................................14
4.1.5 Material for Fill .........................................................................................15
4.1.6 Placement and Compaction of Fills ..........................................................15
4.1.7 Trench and Retaining Wall Backfill and Compaction ..............................16
4.2 Preliminary Foundation Recommendations .......................................................17
4.2.1 Slab Design and Construction .................................................................17
4.2.2 Slab Underlayment Guidelines ................................................................18
4.3 Soil Bearing and Lateral Resistance ..................................................................18
4.4 Lateral Earth Pressures for Retaining Walls (Including Truck Docks) ...........18
4.5 Soil Corrosivity ......................................................................................................20
4.6 Control of Surface Water and Drainage Control ..................................................21
4.7 Subsurface Water Infiltration ...............................................................................21
4.8 Preliminary Asphalt Concrete Pavement Sections ............................................21
4.9 Preliminary Gravel Parking Area Recommendations .........................................22
4.10 Nonstructural Concrete Flatwork ........................................................................22
4.11 Geotechnical Plan Review .....................................................................................23
4.12 Geotechnical Observation and Testing During Construction .............................23
5.0 LIMITATIONS ..................................................................................................................25 TABLE OF CONTENTS (Cont’d)
Project No. 19035‐01 Page ii May 28, 2019
LIST OF ILLUSTRATIONS, TABLES, AND APPENDICES
Figures
Figure 1 – Site Location Map (Page 3)
Figure 2 – Geotechnical Exploration Location Map (Rear of Text) Figure 3 – Retaining Wall Backfill Detail (Rear of Text) Tables
Table 1 – Summary of Field Infiltration Testing (Page 7) Table 2 – Seismic Design Parameters for Structures with a Period of Vibration ≤ 0.5 Second (Page 8) Table 3 – Lateral Earth Pressures – Approved Sandy Soils (Page 19) Table 4 – Preliminary Asphalt Concrete Pavement Section Options (Page 22) Table 5 – Preliminary Geotechnical Parameters for Nonstructural Concrete Flatwork Placed on Very Low to Low Expansion Potential Subgrade (Page 23)
Appendices
Appendix A – References
Appendix B – Field Exploration Logs
Appendix C – Laboratory Test Results
Appendix D – Infiltration Test Data
Appendix E – Liquefaction Analysis
Appendix F – General Earthwork and Grading Specifications for Rough Grading Project No. 19035-01 Page 1 May 28, 2019
1.0 INTRODUCTION
1.1 Purpose and Scope of Services
This report presents the results of our preliminary geotechnical evaluation for the proposed development located at 20865 Canada Road in the City of Lake Forest, California. Refer to the Site Location Map (Figure 1).
The purpose of our study was to provide a preliminary geotechnical evaluation relative to the proposed development. As part of our scope of work, we have: 1) reviewed available geotechnical background information including in‐house regional geologic maps and published geotechnical literature pertinent to the site (Appendix A); 2) performed a limited subsurface geotechnical evaluation of the site consisting of the excavation of three small‐diameter borings ranging in depth from approximately 5 to 50 feet below existing ground surface; 3) performed one field infiltration test; 4) performed laboratory testing of select soil samples obtained during our subsurface evaluation; and 5) prepared this geotechnical summary report presenting our preliminary findings, conclusions and recommendations for the development of the proposed project.
1.2 Existing Conditions
The approximately 6.4‐acre irregular‐shaped site is bound to the north by commercial/industrial developments, to the east by Dimension Drive, to the south by Linear Lane and two existing industrial buildings and to the west by Serrano Creek. Serrano Creek meanders from east to west through the site and is primarily located in the northern region of the site. The site’s current use is primarily a residence/farm and vehicular storage yard. The central and western portion of the site contain a residential structure, barn, livestock stables, a horse corral/arena, unpaved and paved roads and miscellaneous debris. The eastern portion of the site contains a manmade lot currently used for vehicular storage. Entry to the site is from either Linear Lane or Canada Road. Vegetation across the site consists of grass, brush, bushes and areas of dense tree growth.
Based on review of historic aerials, it appears the barn structure was constructed some time before the year 1938 and the residential structure was constructed sometime between the years 1946 and 1952.
1.3 Project Description
Based on the conceptual site plan (Herdman, 2018), the proposed improvements include the construction of a restroom building addition, a modular office building, dump truck and boom truck parking areas, vehicular parking areas, a concrete pad for chip drying, freestanding block walls and a water quality basin/feature. The proposed development is located on the southern side of the existing Serrano Creek alignment. Design cuts and fills (not including required remedial grading) are anticipated to be on the order of 2 to 4 feet. The proposed temporary modular structures are anticipated to be relatively light with maximum column and wall loads of approximately 10 kips and 2 kips per linear foot, respectively. Please note no structural loads Project No. 19035‐01 Page 2 May 28, 2019
were provided to us at the time of this report.
Some of the existing structures including the barn (storage building) and residence (office) are anticipated to remain in‐place and keep the same building footprint that currently exists.
The recommendations given in this report are based upon the estimated structural loading, grading and layout information above. We understand that the project plans are currently being developed at this time; LGC Geotechnical should be provided with updated project plans and any changes to structural loads when they become available, in order to either confirm or modify the recommendations provided herein.
Site Location
FIGURE 1
Site Location Map
DATE May 2019
ENG. / GEOL.
PROJECT NO.
PROJECT NAME
SCALE
RLD / KTM
Not to Scale
Great Scott - Lake Forest
19035-01
Project No. 19035‐01 Page 4 May 28, 2019
1.4 Subsurface Geotechnical Evaluation
LGC Geotechnical performed a limited subsurface geotechnical evaluation of the site consisting of the excavation of three hollow‐stem auger borings to evaluate onsite geotechnical conditions.
Three hollow‐stem borings (HS‐1, HS‐2 & I‐1) were drilled to depths ranging from approximately 5 to 50 feet below existing grade. An LGC Geotechnical staff engineer observed the drilling operations, logged the borings, and collected soil samples for laboratory testing. The borings were excavated by Calpac Drilling under subcontract to LGC Geotechnical using a truck‐ mounted drill rig equipped with 8‐inch‐diameter hollow‐stem augers. Driven soil samples were collected by means of the Standard Penetration Test (SPT) and Modified California Drive (MCD) sampler generally obtained at 2.5 to 5‐foot vertical increments. The MCD is a split‐ barrel sampler with a tapered cutting tip and lined with a series of 1‐inch‐tall brass rings. The SPT sampler (1.4‐inch ID) and MCD sampler (2.4‐inch ID, 3.0‐inch OD) were driven using a 140‐pound automatic hammer falling 30 inches to advance the sampler a total depth of 18 inches. The raw blow counts for each 6‐inch increment of penetration were recorded on the boring logs. Bulk samples of the near‐surface soils were also collected and logged at select borings for laboratory testing. At the completion of drilling, the borings were backfilled with the native soil cuttings and tamped. Some settlement of the backfill soils may occur over time.
Infiltration testing was performed within one of the borings (I‐1) to a depth of 5 feet below existing grade. An LGC Geotechnical staff engineer installed standpipe, backfilled the boring with crushed rock and pre‐soaked the infiltration hole prior to testing. Infiltration testing was performed per the County of Orange testing guidelines. The location was subsequently backfilled with native soils at the completion of testing.
The approximate locations of our subsurface explorations are provided on the Geotechnical Exploration Location Map (Figure 2). The boring logs are provided in Appendix B.
1.5 Laboratory Testing
Representative bulk and driven (relatively undisturbed) samples were obtained for laboratory testing during our field evaluation. Laboratory testing included in‐situ moisture content and in‐ situ dry density, Atterberg Limits, fines content, expansion index, consolidation, R‐value and corrosion (sulfate, chloride, pH and minimum resistivity).
The following is a summary of the laboratory test results:
Dry density of the samples collected ranged from approximately 91 pounds per cubic foot (pcf) to 117 pcf, with an average of 106 pcf. Field moisture contents ranged from approximately 1 to 26 percent, with an average of 13 percent. Four fines content tests were performed and indicated a fines content (passing No. 200 sieve) ranging from approximately 6 to 37 percent. Based on the Unified Soils Classification System (USCS), the tested samples would be classified as “coarse‐grained.” One Atterberg Limit (liquid limit and plastic limit) test was performed. Results indicated a Plasticity Index (PI) value of 17.
One consolidation test was performed. The load versus deformation plot is provided in Project No. 19035‐01 Page 5 May 28, 2019
Appendix C.
Expansion potential testing indicated an expansion index value of 8, corresponding to “Very Low” expansion potential.
One R-value test was performed on a bulk sample collected and resulted in an R-Value of 66. Corrosion testing indicated soluble sulfate contents of approximately 0.02 percent, a chloride content of 103 parts per million (ppm), pH of 8.2, and a minimum resistivity of 857 ohm‐centimeters.
A summary of the laboratory test results is presented in Appendix C. The moisture and dry density results are presented on the boring logs in Appendix B.
Project No. 19035‐01 Page 6 May 28, 2019
2.0 GEOTECHNICAL CONDITIONS
2.1 Geologic Conditions
The subject site is located within the foothills of the Santa Ana Mountains, part of the Peninsular Ranges Geomorphic Province. The region consists of dissected foothills bordering the Los Angeles Basin to the northwest and the granite‐core Santa Ana Mountains to the east. The Southern California Batholith forms the core of the Santa Ana Mountains, which is overlain by a thick sequence of sedimentary units, which comprise the foothills including the subject site. Late Miocene to Early Pliocene bedrock materials of the Oso Member of the Capistrano Formation that underlie the subject site at depth are primarily composed of sandstone and silty sandstone (USGS, 2004).
The site is specifically located within the Serrano Creek drainage course and the area just southeast of the active drainage. The southwest‐flowing creek has deposited variable alluvial materials as observed during our subsurface investigation.
2.2 Generalized Subsurface Conditions
The subsurface evaluation performed at the subject site indicated that site soils consist of variable alluvium ranging from very moist to wet, moderate to dark brown clayey sand and sand, to an alluvial deposit consisting of light gray, relatively dry, medium to coarse sand with few pebbles. The material is labelled “younger alluvium” on boring logs. Bedrock of the Capistrano Formation, Oso Member was encountered at depth below the alluvium, consisting of light yellowish brown, silty sandstone, moist, very dense, observed to the maximum explored depth of approximately 50 feet below existing grade.
It should be noted that the borings are only representative of the location and time where/when they are performed and varying subsurface conditions may exist outside of the performed location. In addition, subsurface conditions can change over time. The soil descriptions provided above should not be construed to mean that the subsurface profile is uniform and that soil is homogeneous within the project area. For details on the stratigraphy at the exploration locations, refer to Appendix B.
2.3 Groundwater
Groundwater was encountered in our boring HS‐1 at a depth of approximately 15 feet below existing grade. Historic high groundwater is estimated to be about 10 feet below existing grade (CDMG, 2000).
Seasonal fluctuations of groundwater elevations should be expected over time. In general, groundwater levels fluctuate with the seasons and local zones of perched groundwater may be present due to local seepage caused by irrigation and/or recent precipitation. Local perched groundwater conditions or surface seepage may develop once site development is completed.
Project No. 19035‐01 Page 7 May 28, 2019
2.4 Field Infiltration Testing
One field percolation test was performed in the area of the proposed infiltration trench and the location is depicted on Figure 2 – Geotechnical Exploration Location Map. Test well installation consisted of placing a 3‐inch diameter perforated PVC pipe in the excavated borehole and backfilling the annulus with crushed rock including the placement of approximately 2 inches of crushed rock at the bottom of the borehole. The infiltration test well was presoaked the day of installation and testing took place within 24 hours of presoaking. During the pre‐test the water level was observed to drop less than 6 inches in 25 minutes for two consecutive readings.
Therefore, the test procedure for fine‐grained soils or “slow test” was followed. Test well installation and the estimation of infiltration rates were accomplished in general accordance with the guidelines set forth by the County of Orange (2013). In general, three‐dimensional flow out of the test well (percolation), as observed in the field, is mathematically reduced to one‐dimensional flow out of the bottom of the test well (infiltration). Infiltration tests are performed using relatively clean water, free of particulates, silt, etc. The results of our recent field infiltration testing are presented in Appendix D and summarized below.
TABLE 1
Summary of Field Infiltration Testing
Infiltration Test
Identification
Approx. Depth
Below Existing
Grade (ft)
Observed
Infiltration Rate*
(in./hr.)
Measured
Infiltration Rate**
(in./hr.)
I‐1 5 0.7 0.35
*Observed Infiltration Rates Do Not Include Factor of Safety. **Measured Infiltration Rates Include a Factor of Safety of 2 in Order to Evaluate Feasibility.
The tested infiltration rates provided in this report are considered a general representation of the infiltration rates at the location of the proposed infiltration trench. Please note, the testing of infiltration rates is highly dependent upon the materials encountered at the point of testing (i.e. location and depth of testing). Varying subsurface conditions may exist outside of the test location which could alter the calculated infiltration rate. Please refer to Section 4.6 for subsurface water infiltration recommendations.
2.5 Seismic Design Criteria
The site seismic characteristics were evaluated per the guidelines set forth in Chapter 16, Section 1613 of the 2016 California Building Code (CBC). Since the site contains soils that are susceptible to liquefaction (refer to above Section “Liquefaction and Dynamic Settlement”), ASCE 7 which has been adopted by the CBC requires that site soils be assigned Site Class “F” and a site‐specific response spectrum be performed. However, in accordance with Section
20.3.1 of ASCE 7, if the fundamental periods of vibration of the planned structure are equal to or less than 0.5 second, a site‐specific response spectrum is not required and ASCE 7/2016 CBC site class and seismic parameters may be used in lieu of a site‐specific response spectrum. It should be noted that the seismic parameters provided herein are not applicable for any structure having a fundamental period of vibration greater than 0.5 second.
Project No. 19035‐01 Page 8 May 28, 2019
Representative site coordinates of latitude 33.6606 degrees north and longitude ‐117.6751 degrees west were utilized in our analyses. The maximum considered earthquake (MCE) spectral response accelerations (SMS and SM1) and adjusted design spectral response acceleration parameters (SDS and SD1) for Site Class D are provided in Table 2 below.
TABLE 2
Seismic Design Parameters for Structures with a Period of Vibration ≤ 0.5 Second Selected Parameters from 2016 CBC,
Section 1613 ‐ Earthquake Loads Seismic Design Values
Site Class per Chapter 20 of ASCE 7 D*
Risk‐Targeted Spectral Acceleration for
Short Periods (SS)** 1.453g
Risk‐Targeted Spectral Accelerations for
1‐Second Periods (S1)** 0.540g
Site Coefficient Fa per Table 1613.3.3(1) 1.0
Site Coefficient Fv per Table 1613.3.3(2) 1.5
Site Modified Spectral Acceleration for
Short Periods (SMS) for Site Class D
[Note: SMS = FaSS]
1.453g
Site Modified Spectral Acceleration for 1‐
Second Periods (SM1) for Site Class D
[Note: SM1 = FvS1]
0.811g
Design Spectral Acceleration for Short
Periods (SDS) for Site Class D
[Note: SDS = (2/3)SMS]
0.968g
Design Spectral Acceleration for 1‐Second
Periods (SD1) for Site Class D
[Note: SD1 = (2/3)SM1]
0.540g
Mapped Risk Coefficient at 0.2 sec Spectral
Response Period, CRS (per ASCE 7) 1.020
Mapped Risk Coefficient at 1 sec Spectral
Response Period, CR1 (per ASCE 7) 1.052
* Site is Class F, seismic parameters provided herein are only applicable for structure period ≤ 0.5 second, refer to discussion above.
** From SEAOC, 2019
Section 1803.5.12 of the 2016 CBC (per Section 11.8.3 of ASCE 7) states that the maximum considered earthquake geometric mean (MCEG) Peak Ground Acceleration (PGA) should be used for liquefaction potential. The PGAM for the site is equal to 0.533g (SEAOC, 2019).
Project No. 19035‐01 Page 9 May 28, 2019
A deaggregation of the PGA based on a 2,475‐year average return period indicates that an earthquake magnitude of 6.9 at a distance of approximately 5.4 km from the site would contribute the most to this ground motion (USGS, 2008).
2.6 Faulting
The subject site is not located within a State of California Earthquake Fault Zone (Alquist‐ Priolo) and no faults were identified on the site during our site evaluation (CGS, 2018). The possibility of damage due to ground rupture is considered low since no active faults are known to cross the site. The closest known active faults are associated with the San Joaquin Hills Fault, located approximately 3.1 miles from the site; the Elsinore Fault Zone, approximately 12.6 miles northeast of the site; and the Newport Inglewood Fault Zone, approximately 12.7 miles southwest of the site.
Secondary effects of seismic shaking resulting from large earthquakes on the major faults in the Southern California region, which may affect the site, include ground lurching and shallow ground rupture, soil liquefaction, and dynamic settlement. These secondary effects of seismic shaking are a possibility throughout the Southern California region and are dependent on the distance between the site and causative fault and the onsite geology. A discussion of these secondary effects is provided in the following sections.
2.6.1 Liquefaction and Dynamic Settlement
Liquefaction is a seismic phenomenon in which loose, saturated, granular soils behave similarly to a fluid when subject to high‐intensity ground shaking. Liquefaction occurs when three general conditions coexist: 1) shallow groundwater; 2) low density non‐ cohesive (granular) soils; and 3) high‐intensity ground motion. Studies indicate that saturated, loose near‐surface cohesionless soils exhibit the highest liquefaction potential, while dry, dense, cohesionless soils and cohesive soils exhibit low to negligible liquefaction potential. In general, cohesive soils are not considered susceptible to liquefaction, depending on their plasticity and moisture content (Bray & Sancio, 2006).
Effects of liquefaction on level ground include settlement, sand boils, and bearing capacity failures below structures. Dynamic settlement of dry loose sands can occur as the sand particles tend to settle and densify as a result of a seismic event.
Based on our review of the State of California Seismic Hazard Zone for liquefaction potential (CDMG, 2001), the site is located within a liquefaction hazard zone. In general, site soils are medium dense to dense and not susceptible to liquefaction. However, isolated loose sand layers are present and considered susceptible to liquefaction. The recent encountered in‐situ groundwater depth of 15 feet below existing grade and historic high groundwater depth of 10 feet below existing grade were both used in the liquefaction analysis. The liquefaction evaluation was performed using data from boring HS‐1. Liquefaction potential was evaluated using the procedures outlined by Special Publication 117A (SCEC, 1999 & CGS, 2008) and based on the seismic criteria of the 2016 California Building Code (CBC) and historic high groundwater depth. Liquefaction induced settlement was estimated using the PGAM per the 2016 CBC and a moment magnitude of 6.9 (USGS, 2008).
Project No. 19035‐01 Page 10 May 28, 2019
Results indicate total seismic settlement on the order of 2‐inches or less. Differential seismic settlement can be estimated as half of the total estimated settlement over a horizontal span of about 40 feet (i.e., 1‐inch over a horizontal span of 40 feet). Seismically induced settlements were estimated by the procedure outlined by Tokimatsu and Seed (1987). Liquefaction calculations are provided in Appendix E.
2.6.2 Lateral Spreading
Lateral spreading is a type of liquefaction‐induced ground failure associated with the lateral displacement of surficial blocks of sediment resulting from liquefaction in a subsurface layer. Once liquefaction transforms the subsurface layer into a fluid mass, gravity plus the earthquake inertial forces may cause the mass to move downslope towards a free face (such as a river channel or an embankment). Lateral spreading may cause large horizontal displacements and such movement typically damages pipelines, utilities, bridges, and structures.
Based on site liquefaction potential, lateral spreading and consequently zones of instability (horizontal displacements) near the banks of the adjacent creek are possible during the design basis earthquake ground motion. A corrected (N1)60 blow count of less than 15 is typically used for screening of potential lateral spreading (Youd, Hansen, Bartlett, 2002). Based on the obtained data, the soils within the lateral zone of the creek generally have corrected (N1)60 values of at least 15. Based on the obtained apparent density (i.e., blow counts) obtained from our field evaluation the potential for lateral spreading is generally considered low.
2.7 Expansion Potential
Based on the results of our recent laboratory testing, site soils are anticipated to have a “Very Low” expansion potential. Final expansion potential of site soils should be determined at the completion of grading. Results of expansion testing at finish grades will be utilized to confirm final foundation design.
Project No. 19035‐01 Page 11 May 28, 2019
3.0 CONCLUSIONS
Based on the results of our geotechnical evaluation, it is our opinion that the proposed development is feasible from a geotechnical standpoint, provided the following conclusions and recommendations are implemented.
The following is a summary of the primary geotechnical factors that may affect future development of the site:
Groundwater was encountered during our subsurface evaluation at a depth of approximately 15 feet below existing ground surface. Historic high groundwater is estimated to be about 10 feet below existing grade (CDMG, 2000).
The subject site is not located within a State of California Earthquake Fault Zone (Alquist‐Priolo).
The main seismic hazard that may affect the site is ground shaking from one of the active regional faults. The subject site will likely experience strong seismic ground shaking during its design life. Site soils are considered susceptible to liquefaction. The site is located in a State of California Seismic Hazard Zone for liquefaction. Total dynamic settlement is estimated to be on the order of 2‐inches or less. Differential dynamic settlement can be estimated at half of the total settlement over a horizontal span of 40 feet for design of foundations.
Based on the results of preliminary laboratory testing, site soils are anticipated to have “Very Low” expansion potential. Final design expansion potential must be determined at the completion of grading.
From a geotechnical perspective, the existing onsite soils are suitable material for use as general fill (not retaining wall backfill), provided that they are relatively free from oversized material (larger than 8 inches in maximum dimension), construction debris, and significant organic material.
Some portions of the onsite soils have high fines content and are not suitable for backfill of site retaining walls. Therefore, import and/or select grading and stockpiling of onsite sandy soils meeting project recommendations may be required.
Excavations into the existing site soils should be feasible with heavy construction equipment in good working order.
Project No. 19035‐01 Page 12 May 28, 2019
4.0 PRELIMINARY RECOMMENDATIONS
The following recommendations are to be considered preliminary and should be confirmed upon completion of grading and earthwork operations. In addition, they should be considered minimal from a geotechnical viewpoint, as there may be more restrictive requirements from the architect, structural engineer, building codes, governing agencies, or the owner.
It should be noted that the following geotechnical recommendations are intended to provide sufficient information to develop the site in general accordance with the 2016 CBC requirements. With regard to the potential occurrence of potentially catastrophic geotechnical hazards such as fault rupture, earthquake‐induced landslides, liquefaction, etc. the following geotechnical recommendations should provide adequate protection for the proposed development to the extent required to reduce seismic risk to an “acceptable level.” The “acceptable level” of risk is defined by the California Code of Regulations as “that level that provides reasonable protection of the public safety, though it does not necessarily ensure continued structural integrity and functionality of the project” [Section 3721(a)].
Therefore, repair and remedial work of the proposed improvements may be required after a significant seismic event. With regards to the potential for less significant geologic hazards to the proposed development, the recommendations contained herein are intended as a reasonable protection against the potential damaging effects of geotechnical phenomena such as expansive soils, fill settlement, groundwater seepage, etc. It should be understood, however, that although our recommendations are intended to maintain the structural integrity of the proposed development and structures given the site geotechnical conditions, they cannot preclude the potential for some cosmetic distress or nuisance issues to develop as a result of the site geotechnical conditions.
The geotechnical recommendations contained herein must be confirmed to be suitable or modified based on the actual as‐graded conditions.
4.1 Site Earthwork
We anticipate that earthwork at the site will consist of demolition of the existing site improvements, required earthwork removals, subgrade preparation, precise grading and construction of the proposed new improvements including the modular buildings, parking areas, subsurface utilities, water quality facilities, etc.
We recommend that earthwork be performed in accordance with the following recommendations, future grading plan review report(s), the 2016 CBC/City of Lake Forest grading requirements, and the General Earthwork and Grading Specifications included in Appendix F. In case of conflict, the following recommendations shall supersede those included in Appendix F. The following recommendations should be considered preliminary and may be revised based upon future evaluation and review of the project plans and/or based on the actual conditions encountered during site grading/construction.
4.1.1 Site Preparation
Prior to grading of areas to receive structural fill or engineered improvements, the areas should be cleared of existing building structures, asphalt, surface obstructions, and Project No. 19035‐01 Page 13 May 28, 2019
demolition debris. Vegetation and debris should be removed and properly disposed of off‐ site. Holes resulting from the removal of buried obstructions, which extend below proposed finish grades, should be replaced with suitable compacted fill material. Any abandoned sewer or storm drain lines should be completely removed and replaced with properly placed compacted fill. Deeper demolition may be required in order to remove existing foundations. We recommend the trenches associated with demolition which extend below the remedial grading depth be backfilled and properly compacted prior to the demolition contractor leaving the site.
If cesspools or septic systems are encountered during earthwork, they should be removed in their entirety. The resulting excavation should be backfilled with properly compacted fill soils. As an alternative, cesspools can be backfilled with lean sand‐cement slurry. Any encountered wells should be properly abandoned in accordance with regulatory requirements. At the conclusion of the clearing operations, a representative of LGC Geotechnical should observe and accept the site prior to further grading.
4.1.2 Removal and Recompaction Depths and Limits
In order to provide a relatively uniform bearing condition for the planned building structures and improvements, we recommend the site soils be removed and recompacted.
Buildings: We recommend that soils within the proposed building addition areas and modular building pads be removed and recompacted to a minimum depth of 4 feet below existing grade or 3 feet beneath the base of the foundations, whichever is deeper. Where adequate space is available, the base of removal and recompaction bottoms should extend laterally a minimum distance equal to the depth of removal and recompaction below finish grade or at a minimum distance of 4 feet beyond the edges of the proposed building foundations, whichever is larger.
Minor Site Structures: For minor site structures such as free‐standing, screen walls, trash enclosures, etc., removal and recompaction should extend at least 3 feet beneath the existing grade or 2 feet beneath the base of foundations, whichever is deeper. In general, the envelope for removal and recompaction should extend laterally a minimum distance of 3 feet beyond the edges of the proposed improvements mentioned above, where space permits.
Pavement and Hardscape: Within pavement areas, removal and recompaction should extend to a depth of at least 1 foot below the existing grade or 1 foot beneath the finished subgrade (i.e., beneath planned aggregate base/asphalt concrete or gravel). Within hardscape areas, removal and recompaction should extend to a depth of at least 1 foot below the existing grade or 1 foot beneath the finished subgrade (i.e., beneath planned concrete).
Local conditions may be encountered during excavation that could require deep remedial grading beyond the above noted minimum in order to obtain an acceptable subgrade. The actual depths and lateral extents of grading will be determined by the geotechnical consultant, based on subsurface conditions encountered during grading. Removal and Project No. 19035‐01 Page 14 May 28, 2019
recompaction areas should be accurately staked in the field by the Project Surveyor.
4.1.3 Temporary Excavations
Temporary excavations should be performed in accordance with project plans, specifications, and all Occupational Safety and Health Administration (OSHA) requirements. Excavations should be laid back or shored in accordance with OSHA requirements before personnel or equipment are allowed to enter. Based on our field investigation, the majority of site soils are anticipated to be OSHA Type “B” soils (refer to the attached boring logs). Sandy soils are present and should be considered susceptible to caving. Raveling of the sandy soils should be anticipated for temporary slopes. Flatter slope inclinations should be considered if raveling cannot be tolerated. The exposed slope surface may be kept surficially moist (but not saturated) during construction to reduce (not eliminate) potential sloughing. Soil conditions should be regularly evaluated during construction to verify conditions are as anticipated. The contractor shall be responsible for providing the “competent person” required by OSHA standards to evaluate soil conditions. Close coordination with the geotechnical consultant should be maintained to facilitate construction while providing safe excavations. Excavation safety is the sole responsibility of the contractor.
Surcharge loads (vehicular traffic, soil stockpiles, construction equipment, etc.) should be set back from the perimeter of excavations a minimum distance equivalent to a 1:1 projection from the bottom of the excavation or 5 feet, whichever is greater, unless the cut is properly shored and designed for the applicable surcharge load. Once an excavation has been initiated, it should be backfilled as soon as practical. Prolonged exposure of temporary excavations may result in some localized instability. Excavations should be planned so that they are not initiated without sufficient time to shore/fill them prior to weekends, holidays, or forecasted rain.
It should be noted that any excavation that extends below a 1:1 (horizontal to vertical) projection of an existing foundation will remove existing support of the structure foundation. If requested, temporary shoring parameters will be provided.
4.1.4 Removal Bottoms and Subgrade Preparation
In general, removal bottoms and areas to receive compacted fill should be scarified to a minimum depth of 6 inches, brought to a near‐optimum moisture condition (generally within optimum and 2 percent above optimum moisture content), and re‐compacted per project recommendations.
Removal bottoms and areas to receive fill should be observed and accepted by the geotechnical consultant prior to subsequent fill placement. Soil subgrade for planned footings and improvements (e.g., slabs, etc.) should be firm and competent.
Project No. 19035‐01 Page 15 May 28, 2019
4.1.5 Material for Fill
From a geotechnical perspective, the onsite soils are generally considered suitable for use as general compacted fill, provided they are screened of significant organic materials, construction debris and oversized material (8 inches in greatest dimension).
From a geotechnical viewpoint, any required import soils for general fill (i.e., non‐ retaining wall backfill) should consist of soils of “Very Low” expansion potential (expansion index 20 or less based on American Society for Testing and Materials [ASTM] D 4829), and free of significant organic materials, construction debris and any material greater than 3 inches in maximum dimension. Import for any required retaining wall backfill should meet the criteria outlined in the following paragraph. Source samples should be provided to the geotechnical consultant for laboratory testing a minimum of four working days prior to any planned importation.
Retaining wall backfill should consist of imported or onsite free draining, clean granular (sandy) soils with a maximum of 35 percent fines (passing the No. 200 sieve) per ASTM Test Method D1140 (or ASTM D6913/D422) and a “Very Low” expansion potential (EI of 20 or less per ASTM D4829). Soils should also be screened of significant organic materials, construction debris, and any material greater than 3 inches in maximum dimension. The site contains soils that are not suitable for retaining wall backfill due to their fines content; therefore, select grading and stockpiling and/or import of soils meeting the criteria outlined above will be required by the contractor for obtaining suitable retaining wall backfill soil. These preliminary findings should be confirmed during grading.
Aggregate base (crushed aggregate base or crushed miscellaneous base) should conform to the requirements of Section 200‐2 of the most recent version of the Standard Specifications for Public Works Construction (“Greenbook”) for untreated base materials (except processed miscellaneous base) and/or City of Lake Forest requirements.
The placement of inert demolition materials in compacted fill is acceptable from a geotechnical viewpoint provided the demolition material is broken up into pieces not larger than typically used for aggregate base (approximately 1‐inch in maximum dimension) and well blended into fill soils with essentially no resulting voids. Demolition material placed in fills must be free of construction debris (wood, organics, etc.) and reinforcing steel. If asphalt concrete fragments will be incorporated into the demolition materials, approval from an environmental viewpoint may be required and is not the purview of the geotechnical consultant. From our previous experience, we recommend that asphalt concrete fragments be limited to fill areas within planned parking and drive aisle areas (i.e., not within building pad areas).
4.1.6 Placement and Compaction of Fills
Material to be placed as fill should be brought to near‐optimum moisture content (generally within optimum and 2 percent above optimum moisture content) and recompacted to at least 90 percent relative compaction (per ASTM D1557). Moisture conditioning of site soils will be required in order to achieve adequate compaction. Drying and or mixing of very moist soils will be required prior to reusing the materials in Project No. 19035‐01 Page 16 May 28, 2019
compacted fills. Soils are also present that will require additional moisture in order to achieve the required compaction.
The optimum lift thickness to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill should be placed in uniform lifts not exceeding 8 inches in compacted thickness. Each lift should be thoroughly compacted and accepted prior to subsequent lifts. Generally, placement and compaction of fill should be performed in accordance with local grading ordinances and with observation and testing performed by the geotechnical consultant. Oversized material as previously defined should be removed from site fills.
During backfill of excavations, the fill should be properly benched into firm and competent soils of temporary backcut slopes as it is placed in lifts.
Aggregate base material should be compacted to at least 95 percent relative compaction at or slightly above optimum moisture content per ASTM D1557. Subgrade below aggregate base should be compacted to at least 90 percent relative compaction per ASTM D1557 at near‐optimum moisture content (generally within optimum and 2 percent above optimum moisture content).
4.1.7 Trench and Retaining Wall Backfill and Compaction The onsite soils may generally be suitable as trench backfill, provided the soils are screened of rocks, construction debris, other material greater than 6 inches in diameter and significant organic matter. If trenches are shallow or the use of conventional equipment may result in damage to the utilities, sand having a sand equivalent (SE) of 30 or greater (per California Test Method [CTM] 217) may be used to bed and shade the pipes. Based on our field evaluation, onsite soils will not meet this sand equivalent requirement. Sand backfill within the pipe bedding zone may be densified by jetting or flooding and then tamping to ensure adequate compaction. Subsequent trench backfill should be compacted in uniform lifts (as outlined above in section “Placement and Compaction of Fills”) by mechanical means to at least 90 percent relative compaction (per ASTM D1557).
Utility trenches running parallel to footings should not be excavated within a 1:1 (horizontal to vertical) downward projection from adjacent footings (“footing influence zone”) to avoid potential undermining. Depending on the utility line and structural loading of the footing, utility trenches running perpendicular to footings may require special provisions such as sand‐cement slurry backfill of the utility trench in this zone or flexible sleeves through the footings. These conditions should be evaluated on a case‐by‐ case basis.
Retaining wall backfill should consist of sandy soils as outlined in preceding Section 4.1.5.
The limits of select sandy backfill should extend at minimum ½ the height of the retaining wall or the width of the heel (if applicable), whichever is greater (Figure 3). Retaining wall backfill soils should be compacted in relatively uniform thin lifts to at least 90 percent relative compaction (per ASTM D1557). Jetting or flooding of retaining wall backfill materials should not be permitted.
Project No. 19035‐01 Page 17 May 28, 2019
In backfill areas where mechanical compaction of soil backfill is impractical due to space constraints, typically sand‐cement slurry may be substituted for compacted backfill. The slurry should contain about one sack of cement per cubic yard. When set, such a mix typically has the consistency of compacted soil. Sand cement slurry placed near the surface within landscape areas should be evaluated for potential impacts on planned improvements.
A representative from LGC Geotechnical should observe, probe, and test the backfill to verify compliance with the project recommendations.
4.2 Preliminary Foundation Recommendations
The proposed building additions and modular structures may be supported on a conventional slab and spread footings or a mat slab, provided earthwork is performed in accordance with the recommendations presented in this report. All footings should be supported on properly compacted fill. Please note that the following foundation recommendations are preliminary and must be confirmed by LGC Geotechnical at the completion of grading.
Preliminary foundation recommendations are provided in the following sections. The foundation design must be performed by the structural engineer based on the following geotechnical parameters and minimum values provided.
4.2.1 Slab Design and Construction
We recommend building additions be founded on a conventional slab with a minimum thickness of 4 inches. We recommend the prefabricated modular buildings (office structures, etc.) be founded on a mat slab a minimum thickness of 6 inches.
Conventional slabs and mat slabs are to be supported on compacted fill soils properly prepared in accordance with the recommendations provided in this report. Minimum slab reinforcement should be determined by the structural engineer based on the imposed loading, crack control, etc.
It is recommended that subgrade soils below mat slabs be moisture conditioned in order to maintain the recommended moisture content up to the time of concrete placement. The recommended moisture content of the mat slab subgrade soils should be approximately 0 to 4 percent above optimum moisture content to a minimum depth of 12 inches. The moisture content of the mat slab subgrade should be verified by the geotechnical engineer within 1 to 2 days prior to concrete placement. In addition, this moisture content should be maintained around the immediate perimeter of the mat slabs during construction.
Project No. 19035‐01 Page 18 May 28, 2019
4.2.2 Slab Underlayment Guidelines
The following is for informational purposes only since slab underlayment (e.g., moisture retarder, sand or gravel layers for concrete curing and/or capillary break) is unrelated to the geotechnical performance of the foundation and thereby not the purview of the geotechnical consultant. Post‐construction moisture migration should be expected below the foundation. The foundation engineer should determine whether the use of a capillary break (sand or gravel layer), in conjunction with the vapor retarder, is necessary or required by code. Sand layer thickness and location (above and/or below vapor retarder) should also be determined by the foundation engineer/architect.
4.3 Soil Bearing and Lateral Resistance
Provided our earthwork recommendations are implemented, an allowable soil bearing pressure of 2,000 pounds per square foot (psf) may be used for the design of footings having a minimum width of 12 inches and minimum embedment of 12 inches below lowest adjacent ground surface.
These allowable bearing pressures are applicable for level (ground slope equal to or flatter than 5H:1V) conditions only. Bearing values indicated are for total dead loads and frequently applied live loads and may be increased by ⅓ for short duration loading (i.e., wind or seismic loads).
In utilizing the above‐mentioned allowable bearing capacity and provided our earthwork recommendations are implemented, foundation settlement due to structural loads is anticipated to be ½‐inch or less. Differential settlement may be taken as half of the total settlement (i.e., ¼‐ inch over a horizontal span of 40 feet).
Resistance to lateral loads can be provided by friction acting at the base of foundations and by passive earth pressure. For concrete/soil frictional resistance, an allowable coefficient of friction of 0.3 may be assumed with dead‐load forces. For slabs constructed over a moisture retarder, the allowable friction coefficient should be provided by the manufacturer. An allowable passive lateral earth pressure of 225 psf per foot of depth (or pcf) to a maximum of 2,250 psf may be used for lateral resistance. Allowable passive pressure may be increased to 300 pcf to a maximum of 3,000 psf for short duration seismic or wind loading. These passive pressures are applicable for level (ground slope equal to or flatter than 5H:1V) conditions only.
For a 2:1 (horizontal to vertical) downward sloping condition, a reduced allowable passive lateral earth pressure of 100 pcf to a maximum of 1,000 psf may be used. We recommend that the upper foot of passive resistance be neglected if finished grade will not be covered with concrete or asphalt. Frictional resistance and passive pressure may be used in combination without reduction. The provided allowable passive pressures are based on a factor of safety of 1.5 and
1.1 for static and seismic loading conditions, respectively. The structural designer should incorporate appropriate factors of safety and/or load factors in their design.
4.4 Lateral Earth Pressures for Retaining Walls
The following may be used for design of site retaining walls. Lateral earth pressures are provided as equivalent fluid unit weights, in psf per foot of depth (or pcf). These values do not contain an appreciable factor of safety, so the retaining wall designer should apply the applicable factors of safety and/or load factors during design. A soil unit weight of 120 pcf may be assumed for Project No. 19035‐01 Page 19 May 28, 2019
calculating the actual weight of soil over the wall footing.
The following lateral earth pressures are presented in Table 3 for approved import or onsite free draining, clean granular (sandy) soils with a maximum of 35 percent fines (passing the No. 200 sieve per ASTM D‐421/422) and a “Very Low” expansion potential (EI of 20 or less per ASTM D4829). Portions of the onsite soils are not suitable for retaining wall backfill due to their fines content. Therefore, select grading and stockpiling and/or import of soils meeting the criteria outlined above will be required by the contractor for obtaining suitable retaining wall backfill soil. The wall designer should clearly indicate on the retaining wall plans the required select sandy soil backfill criteria. These preliminary findings should be confirmed during grading.
TABLE 3
Lateral Earth Pressures – Approved Sandy Soils
Conditions
Equivalent Fluid Unit Weight
(pcf)
Equivalent Fluid Unit Weight
(pcf)
Level Backfill 2:1 Sloped Backfill
Approved Sandy Soils Approved Sandy Soils
Active 35 55
At‐Rest 55 70
If the wall can yield enough to mobilize the full shear strength of the soil, it can be designed for “active” pressure. If the wall cannot yield under the applied load, the earth pressure will be higher. This would include 90‐degree corners of retaining walls. Such walls should be designed for “at‐rest.” The equivalent fluid pressure values assume free‐draining conditions and a drainage system will be installed and maintained to prevent the build‐up of hydrostatic pressures. If conditions other than those assumed above are anticipated, the equivalent fluid pressure values should be provided on an individual‐case basis by the geotechnical engineer.
Retaining wall structures should be provided with appropriate drainage and appropriately waterproofed. To reduce, but not eliminate, saturation of near‐surface (upper approximate 1‐ foot) soils in front of the retaining walls, the perforated subdrain pipe should be located as low as possible behind the retaining wall. The outlet pipe should be sloped to drain to a suitable outlet. In general, we do not recommend retaining wall outlet pipes be connected to area drains. If subdrains are connected to area drains, special care should be taken to maintain these drains. Typical conventional retaining wall drainage is shown on Figure 3. It should be noted that the recommended subdrain does not provide protection against seepage through the face of the wall and/or efflorescence. Waterproofing and outlet systems are not the purview of the geotechnical consultant.
Surcharge loading effects from any adjacent structures should be evaluated by the retaining wall designer. In general, structural loads within a 1:1 (horizontal: vertical) upward projection from the bottom of the proposed retaining wall footing will surcharge the proposed retaining wall. In addition to the recommended earth pressure, retaining walls adjacent to streets should Project No. 19035‐01 Page 20 May 28, 2019
be designed to resist a uniform lateral pressure of 85 pounds per square foot (psf) due to normal street vehicle traffic, if applicable. Uniform lateral surcharges may be estimated using the applicable coefficient of lateral earth pressure using a rectangular distribution. A factor of
0.45 and 0.3 may be used for at‐rest and active conditions, respectively. The retaining wall designer should contact the geotechnical consultant for any required geotechnical input in estimating surcharge loads.
If required, the retaining wall designer may use a seismic lateral earth pressure increment of 10 pcf for a level backfill condition. This increment should be applied in addition to the provided static lateral earth pressure using a triangular distribution with the resultant acting at H/3 in relation to the base of the retaining structure (where H is the retained height). Per Section 1803.5.12 of the 2016 CBC, the seismic lateral earth pressure is applicable to structures assigned to Seismic Design Category D through F for retaining wall structures supporting more than 6 feet of backfill height. The provided seismic lateral earth pressure should not be used for retaining walls exceeding 10 feet in height. If a retaining wall greater than 10 feet in height is proposed or a retaining wall with a sloping backfill condition, the retaining wall designer should contact the geotechnical engineer for specific seismic lateral earth pressure increments based on the configuration of the planned retaining wall structures. This seismic lateral earth pressure is estimated using the procedure outlined by the Structural Engineers Association of California (Lew, et al, 2010).
Soil bearing and lateral resistance (friction coefficient and passive resistance) are provided in Section 4.3 (Soil Bearing and Lateral Resistance). Earthwork considerations (temporary backcuts, backfill, compaction, etc.) for retaining walls are provided in Section 4.1 (Site Earthwork) and the subsequent earthwork related sub‐sections.
4.5 Soil Corrosivity
Although not corrosion engineers (LGC Geotechnical is not a corrosion consultant), several governing agencies in Southern California require the geotechnical consultant to determine the corrosion potential of soils to buried concrete and metal facilities. We therefore present the results of our testing with regard to corrosion for the use of the client and other consultants, as they determine necessary.
Corrosion testing of a near‐surface bulk sample indicated a soluble sulfate content less than approximately 0.02 percent, a chloride content of 103 parts per million (ppm), pH of 8.2, and a minimum resistivity of 857 ohm‐centimeters. Based on Caltrans Corrosion Guidelines (Caltrans, 2015), soils are considered corrosive to structural elements if the pH is 5.5 or less, or the chloride concentration is 500 ppm or greater, or the sulfate concentration is 2,000 ppm (0.2 percent) or greater. Based on the preliminary test results, soils are not considered corrosive using Caltrans criteria.
Based on laboratory sulfate test results, the near surface soils are designated to a class “S0” per ACI 318, Table 19.3.1.1 with respect to sulfates. Concrete in direct contact with the onsite soils can be designed according to ACI 318, Table 19.3.2.1 using the “S0” sulfate classification.
Laboratory testing may need to be performed at the completion of grading by the project corrosion engineer to further evaluate the as‐graded soil corrosivity characteristics.
Project No. 19035‐01 Page 21 May 28, 2019
Accordingly, revision of the corrosion potential may be needed, should future test results differ substantially from the conditions reported herein. The client and/or other members of the development team should consider this during the design and planning phase of the project and formulate an appropriate course of action.
4.6 Control of Surface Water and Drainage Control
From a geotechnical perspective, we recommend that compacted finished grade soils adjacent to the proposed warehouse structures be sloped away from the proposed structures towards an approved drainage device or unobstructed swale. Drainage swales, wherever feasible, should not be constructed within 5 feet of buildings. Where lot and building geometry necessitates that the drainage swales be routed closer than 5 feet to structural foundations, we recommend the use of area drains together with drainage swales. Drainage swales used in conjunction with area drains should be designed by the project civil engineer so that a properly constructed and maintained system will prevent ponding within 5 feet of the foundation. Code compliance of grades is not the purview of the geotechnical consultant.
Planters with open bottoms adjacent to buildings should be avoided. Planters should not be designed adjacent to buildings unless provisions for drainage, such as catch basins, liners, and/or area drains, are made. Overwatering must be avoided.
4.7 Subsurface Water Infiltration
Recent regulatory changes in some jurisdictions have recommended that low flow runoff be infiltrated rather than discharged via conventional storm drainage systems. In general, the vast majority of geotechnical distress issues are directly related to improper drainage. In general, distress in the form of movement of improvements could occur as a result of soil saturation and loss of soil support, expansion, internal soil erosion, collapse and/or settlement. Infiltrated water may enter underground utility pipe zones and migrate along the pipe backfill, potentially impacting other improvements located far away from the point of infiltration.
Geotechnical stability and integrity of the project site is reliant upon appropriate handling of surface water. Due to the low infiltration rate, shallow groundwater and site liquefaction potential, we strongly recommend against the intentional infiltration of storm water.
4.8 Preliminary Asphalt Concrete Pavement Sections
The following provisional minimum asphalt concrete (AC) street sections are provided in Table4 for Traffic Indices (TI) of 5.5, 6.0 and 6.5 to be utilized in the design of the auto and truck parking/circulation areas. These sections are based on an assumed R‐value of 50. These recommendations must be confirmed with R‐value testing of representative near‐surface soils at the completion of grading and after underground utilities have been installed and backfilled. Final pavement sections should be confirmed by the project civil engineer based upon the final design Traffic Index. If requested, LGC Geotechnical will provide sections for alternate TI values.
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TABLE 4
Preliminary Asphalt Concrete Pavement Section Options
Assumed Traffic Index 5.5 6.0 6.5
R ‐Value Subgrade 50 50 50
AC Thickness 4.0 inches 4.0 inches 4.0 inches
Aggregate Base Thickness 4.0 inches 4.0 inches 4.5 inches The pavement section thicknesses provided above are considered minimum thicknesses.
Increasing the thickness of any or all of the above layers will reduce the likelihood of the pavement experiencing distress during its service life. The above recommendations are based on the assumption that proper maintenance and irrigation of the areas adjacent to the roadway will occur throughout the design life of the pavement. Failure to maintain a proper maintenance and/or irrigation program may jeopardize the integrity of the pavement.
Earthwork recommendations regarding aggregate base and subgrade are provided in the previous Section “Site Earthwork” and the related sub‐sections of this report.
4.9 Preliminary Gravel Parking Area Recommendations
It is our understanding that the equipment parking areas will consist of compacted gravel (1‐inch to 1 ½‐inch) over compacted subgrade and asphalt concrete paving is not desired. A minimum of 4 inches of compacted gravel over compacted subgrade is recommended.
The thickness shown is a minimum thickness. Increasing the thickness of the above will reduce the likelihood of the equipment parking area experiencing distress during its service life. The above recommendations are based on the assumption that proper maintenance and irrigation of the areas adjacent to the equipment parking areas will occur through the design life of the pavement. Failure to maintain a proper maintenance and/or irrigation program may jeopardize the integrity of the equipment parking areas.
Earthwork recommendations regarding aggregate base and subgrade are provided in the previous Section “Site Earthwork” and the related sub‐sections of this report.
4.10 Nonstructural Concrete Flatwork
Nonstructural concrete flatwork (such as walkways, patio slabs, etc.) has a potential for cracking due to changes in soil volume related to soil‐moisture fluctuations. To reduce the potential for excessive cracking and lifting, concrete may be designed in accordance with the minimum guidelines outlined in Table 5. These guidelines will reduce the potential for irregular cracking and promote cracking along construction joints, but will not eliminate all cracking or lifting. Thickening the concrete and/or adding additional reinforcement will further reduce cosmetic distress.
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TABLE 5
Preliminary Geotechnical Parameters for Nonstructural Concrete Flatwork Placed on Very Low to Low Expansion Potential Subgrade
Sidewalks Private Drives Patios/
Entryways
City Sidewalk
Curb and Gutters
Minimum
Thickness (in.) 4 (nominal) 4 (full) 4 (full) City/Agency Standard
Presoaking Wet down prior
to placing
Wet down prior
to placing
Wet down prior
to placing
City/Agency
Standard
Reinforcement
No. 3 at 24
inches on
centers
No. 3 at 24
inches on
centers
City/Agency
Standard
Thickened
Edge (in.) 8 x 8 City/Agency
Standard
Crack Control
Joints
Saw cut or deep
open tool joint to
a minimum of 1/3
the concrete
thickness
Saw cut or deep
open tool joint
to a minimum of
1/3 the concrete
thickness
Saw cut or deep
open tool joint
to a minimum of
1/3 the concrete
thickness
City/Agency
Standard
Maximum
Joint Spacing 5 feet
10 feet or quarter
cut whichever is
closer
6 feet City/Agency
Standard
Aggregate
Base
Thickness (in.)
City/Agency
Standard
4.11 Geotechnical Plan Review
When available, project plans (grading, foundation, retaining wall, etc.) should be reviewed by this office prior to construction to verify that our geotechnical recommendations have been incorporated. Additional field work and/or modified geotechnical recommendations may be necessary.
4.12 Geotechnical Observation and Testing During Construction The recommendations provided in this report are based on limited subsurface observations and geotechnical analysis. The interpolated subsurface conditions should be checked in the field during construction by a representative of LGC Geotechnical. Geotechnical observation and testing is required per Section 1705 of the 2016 California Building Code (CBC).
Project No. 19035‐01 Page 24 May 28, 2019
Geotechnical observation and/or testing should be performed by LGC Geotechnical at the following stages:
During grading (removal and recompaction bottoms, fill placement, etc.); During retaining wall backfill and compaction;
During utility trench backfill and compaction;
After moisture conditioning building pads and other concrete‐flatwork subgrades, and prior to placement of aggregate base or concrete;
Preparation of pavement subgrade and placement of aggregate base; After building and wall footing excavation and prior to placing steel reinforcement and/or concrete; and
When any unusual soil conditions are encountered during any construction operation subsequent to issuance of this report.
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5.0 LIMITATIONS
Our services were performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable soils engineers and geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report.
This report is based on data obtained from limited observations of the site, which have been extrapolated to characterize the site. While the scope of services performed is considered suitable to adequately characterize the site geotechnical conditions relative to the proposed development, no practical evaluation can completely eliminate uncertainty regarding the anticipated geotechnical conditions in connection with a subject site. Variations may exist and conditions not observed or described in this report may be encountered during grading and construction.
This report is issued with the understanding that it is the responsibility of the owner, or of his/her representative, to ensure that the information and recommendations contained herein are brought to the attention of the other consultants (at a minimum the civil engineer, structural engineer, landscape architect) and incorporated into their plans. The contractor should properly implement the recommendations during construction and notify the owner if they consider any of the recommendations presented herein to be unsafe, or unsuitable.
The findings of this report are valid as of the present date. However, changes in the conditions of a site can and do occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. The findings, conclusions, and recommendations presented in this report can be relied upon only if LGC Geotechnical has the opportunity to observe the subsurface conditions during grading and construction of the project, in order to confirm that our preliminary findings are representative for the site. This report is intended exclusively for use by the client, any use of or reliance on this report by a third party shall be at such party’s sole risk.
In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and modification.
HS-1
T.D. = 50' I-1
T.D. = 5'
LEGEND
Proposed Location of Hollow Stem Auger Infiltration Boring by LGC Geotechnical, with Approximate Proposed Depth in Feet
Proposed Location of Hollow Stem Boring by LGC Geotechnical, with Approximate Proposed Depth in Feet
I-1
T.D. = 5'
HS-2
T.D. = 10'
HS-2
T.D. = 10'
FIGURE 2
Geotechnical Exploration Location
Map
ENG. / GEOL.
PROJECT NO.
PROJECT NAME
SCALE
DATE
Not to Scale
May 2019
Great Scott - Lake Forest
RLD / KTM
19035-01 LGC Geotechnical, Inc.
131 Calle Iglesia, Ste. 200
San Clemente, CA 92672
TEL (949) 369-6141 FAX (949) 369-6142
4 INCH DIAMETER, SCHEDULE 40 PERFORATED
PVC PIPE TO FLOW TO DRAINAGE DEVICE PER
PROJECT CIVIL ENGINEER
SAND BACKFILL
(EXPANSION INDEX £ 20,
MAXIMUM 35% FINES)
NATIVE BACKFILL COMPACTED
TO MINIMUM 90% RELATIVE
COMPACTION PER ASTM1557-D
MINIMUM 1 CUBIC FOOT PER LINEAR FOOT
BURRITO TYPE SUBDRAIN, CONSISTING OF
3/4 INCH CRUSHED ROCK WRAPPED IN
MIRAFI 140N OR APPROVED EQUIVALENT
FOOTING/WALL PER DESIGN ENGINEER
WATER PROOFING PER DESIGN ENGINEER
12" MINIMUM
18" MAXIMUM
BACKCUT PER OSHA
EXTENT OF FREE DRAINING SAND BACKFILL, MINIMUM
HEEL WIDTH OR H/2 WHICH EVER IS GREATER WALL HEIGHT, H
NOTE:
PLACEMENT OF SUBDRAIN
AT BASE OF WALL WILL NOT
PREVENT SATURATION OF SOILS
BELOW AND / OR IN FRONT OF WALL
FIGURE 3
Retaining Wall
Detail
DATE May 2019
ENG.
PROJECT NO.
PROJECT NAME
SCALE
RLD
Not to Scale
Great Scott - Lake Forest
19035-01
Appendix A
References
Project No. 19035‐01 A‐1 May 28, 2019
APPENDIX A
References
American Society of Civil Engineers (ASCE), 2013, Minimum Design Loads for Buildings and Other Structures, ASCE/SEI 7‐10, Third Printing, 2013.
American Society for Testing and Materials (ASTM), Volume 04.08 Soil and Rock (I): D420 – D5876.
Bray, J.D., and Sancio, R. B., 2006, Assessment of Liquefaction Susceptibility of Fine‐Grained Soils, Journal of Geotechnical and Geoenvironmental Engineering, ASCE, pp. 1165‐1177, dated September 2006.
California Building Standards Commission, 2016, California Building Code, California Code of Regulations Title 24, Volumes 1 and 2, dated July 2016.
California Department of Transportation (Caltrans), 2015, Corrosion Guidelines, Version 2.1, dated January 2015.
California Division of Mines and Geology [CDMG]), 2000, Seismic Hazard Zone Report for the El Toro
7.5‐Minute Quadrangle, Orange County, California, Seismic Hazard Zone Report 2000‐013, dated 2000.
______, 2001, State of California Seismic Hazard Zone, El Toro Quadrangle, Official Map, scale: 1:24,000, Release Date: January 17, 2001.
California Department of Conservation, California Geological Survey (CGS), 2008, California Geological Survey Special Publication 117A: Guidelines for Evaluating and Mitigating Seismic Hazards in California.
______, 2018, Earthquake Fault Zones, Special Publication 42, Revised 2018.
County of Orange, 2013, Technical Guidance Document for the Preparation of Conceptual/Preliminary and/or Project Water Quality Management Plans (WQMPs), Exhibit 7.III, December 20, 2013.
Herdman Architecture, 2018, Conceptual Site Plan, Great Scott Tree Service, Lake Forest, California, dated January 4, 2018.
Lew, et al, 2010, Seismic Earth Pressures on Deep Basements, Structural Engineers Association of California (SEAOC) Convention Proceedings.
NCEER, 1997, “Proceeding of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils”, T.
L. Youd and I. M. Idriss Editors, Technical Report NCEER‐97‐0022, NCEER, Buffalo, NY.
Southern California Earthquake Center (SCEC), 1999, “Recommended Procedure for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigation Liquefaction Hazards in California”, Edited by Martin, G.R., and Lew, M., dated March 1999.
Project No. 19035‐01 A‐2 May 28, 2019
Tokimatsu, K., and Seed, H. B., 1987, “Evaluation of Settlements in Sands Due to Earthquake Shaking”, Journal of Geotechnical Engineering, ASCE, Vol. 113, No. 8, pp. 861‐878.
Structural Engineers Association of California (SEAOC), 2019, OSHPD Seismic Design Maps, Retrieved April 5, 2019, from: https://seismicmaps.org/
United States Geological Survey (USGS), 2004, Preliminary Digital Geologic Map of the Santa Ana 30 x 60 Quadrangle, California, Version 2.0, Compiled by Douglas M. Morton, 2004, Open File Report 99-172, Sheets 1-2.
________, 2008, Unified Hazard Tool, Dynamic: Conterminous U.S. 2008 (v3.3.1), Retrieved April 5, 2019, from: https://earthquake.usgs.gov/hazards/interactive/
Youd, L.T., Hansen, C.B., Bartlett, S.F., 2002, Revised multilinear regression equations for prediction of lateral spread displacement, Journal of Geotechnical and Geoenvironmental Engineering, December 2002, pp. 1007‐1017.
Appendix B
Field Exploration Logs
THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. THE DESCRIPTIONS
PROVIDED ARE QUALITATIVE FIELD DESCRIPTIONS
AND ARE NOT BASED ON QUANTITATIVE
ENGINEERING ANALYSIS. CN CONSOLIDATION
CR CORROSION
AL ATTERBERG LIMITS CO COLLAPSE/SWELL RV R-VALUE
-#200 % PASSING # 200 SIEVE
DIRECT SHEAR MAXIMUM DENSITY
SIEVE ANALYSIS
SIEVE AND HYDROMETER
EXPANSION INDEX
TEST TYPES: DSMD
SA
S&H
EI
SAMPLE TYPES: B BULK SAMPLE R RING SAMPLE (CA Modified Sampler) G GRAB SAMPLE
SPT STANDARD PENETRATION
TEST SAMPLE GROUNDWATER TABLE
30 25
20 15
10 5
0 Elevation (ft) Depth (ft) Graphic Log Sample Number Blow Count Dry Density (pcf) Moisture (%) USCS Symbol DESCRIPTION Type of Test Hole Diameter:
Hole Location: See Geotechnical Map
Drop:
Type of Rig:
Project Number:
Elevation of Top of Hole: Drive Weight:
Drilling Company:
Project Name:
Date:
630
625
620
615
610
605
Geotechnical Boring Log Borehole HS-1
4/8/2019
~631' MSL
8"
Track Rig
30"
140 pounds
Cal Pac
Great Scott - Lake Forest
19035-01
Logged By BPP
Sampled By BPP
Checked By RLD