HomeMy WebLinkAbout; ; Rancho Carrillo Project Major Roads Part 2; 1993-01-15 (2)APPENDIX B
Project No. 04787-12-01
January 15, 1993
APPENDIX B
LABORATORY TESTING
Laboratory tests were performed in accordance with the general test methods of the
American Society for Testing and Materials (ASTM) or other suggested procedures.
Selected relatively undisturbed drive and chunk samples were tested for their in-place dry
density, moisture content, shear strength, consoUdation and gram-size characteristics.
Residual shear strength tests were performed to assist in the determination of appropriate
soU strength parameters for landsUde stabUity analyses. These tests consisted of shearmg
an "undisturbed" sample back and forth several times untU a residual shear strength was
obtained.
The maximum dry density and optimum moisture content of selected buUc samples were
determmed m accordance with ASTM Test Procedure D1557-78. Portions of the buUc
samples were then remolded to seleaed densities and subjected to dkect shear and
expansion tests. R-Value tests were also performed on selected samples. Soluble sulfate
tests on four samples were performed by Clarkson Laboratory and Supply Incorporated and
the resiUts are presented heremafter. The results of our laboratory tests are presented m
both tabular and graphical forms. The in-place density and moisture characteristics are also
presented on the logs of the exploratory borings and trenches.
Project No. 04787-12-01
January 15, 1993
TABLE B-I
SUMMARY OF IN-PLACE MOISTURE-DENSTTY
AND DIRECT SHEAR TEST RESULTS
Sample No,
Dry
Density
(pcf)
Moisture
Content
(%)
TM2-2 103,9 16.8
TMlO-2 108.6 13.8
TM62-1 98.6 8.9
BMl-1 107.8 7.1
BMl-2 108,0 4.7
BMl-3' 103.7 14.2
BMM 120.0 9.4
BMl-5 117.4 11.2
BMl-6 118.6 113
BMl-7 117.6 15.6
BMl-8 139,4 1.9
BMl-9 124.6 11.2
BMl-11 122.0 10.7
BMl-13 110.2 19.1
BMl-15 121.7 14.4
Unit
Cohesion
(psf)
Angle of
Shear
Resistance
(degrees)
70
500
230
37
44
40
"Sample remolded to 90 percent maximum density at near optunum moisture content.
Project No, 04787-12-01
January 15, 1993
TABLE B-I (Contmued)
SUMMARY OF IN-PLACE MOISTURE-DENSTTY
AND DIRECT SHEAR TEST RESULTS
Sample No.
Dry
Density
(pcf)
Moisture
Content
(%)
BMl-17 120.2 14.4
BMl-18 117.7 163
BM2-1 100.0 23.1
BM2-2 106.0 19.4
BM2-3 114,0 16.9
BM2-5 113.8 9,5
BM2-6 112.0 123
BM2-7 115.4 13.2
BM2-9 110.9 183
BM2-10 1073 22.2
BM2-12 1153 10.1
BM2-13 115.2 10.8
BM2-15 117.8 14.4
BM3-1 98.6 26.9
BM3-2 113.2 15.2
BM3-3 112.7 153
BM3-4 112.4 16.1
BM3-5 106.1 213
Angle of
Unit Shear
Cohesion Resistance
(psf) (degrees)
1100 27
Project No. 04787-12-01
January 15, 1993
TABLE B-I (Contmued)
SUMMARY OF IN-PLACE MOISTURE-DENSTTY
AND DIRECT SHEAR TEST RESULTS
Sample No.
Dry
Density
(pcf)
Moisture
Content
(%)
BM3.6 116.5 13.6
BM3-7 115.6 153
BM3-8 113.5 15.5
BM3-10 1063 21.6
BM3-11 1173 14.5
BM3-12 113.6 16.6
BM4-1 1093 14.9
BM4-2 112.8 16.7
BM4-4 112.8 17.6
BM4-5 106.5 22.5
BM4-6 109.7 17.9
BM4-8 107.4 16.6
BM4-9 1003 25.5
BM4-11 112.4 16.8
BM4-12 104.9 22.2
BM4-14 95.0 30.7
BM4-14A 95.9 28.0
BM4-15 110.1 20.2
Unit
Cohesion
(psf)
Angle of
Shear
Resistance
(degrees)
1300 19
Project No. 04787-12-01
January 15, 1993
TABLE B-I (Continued)
SUMMARY OF IN-PLACE MOISTURE-DENSTTY
AND DIRECT SHEAR TEST RESULTS
Sample No.
Dry
Density
(pcf)
Moisture
Content
{%)
BM4-16 115.1 16.6
BM4-17 132.9 10.1
BM5-1 107.6 15.4
BM5-2 1043 21.4
BM5-3 98.4 26.5
BM5-4 119.9 12.6
BM5-6 94.6 30,1
BM5-7 107.8 20.0
BM5-8 104.0 23.0
BM5-9 103.7 22.6
BM5-10 98,1 24.7
BM5-11 116.7 16.1
BM5-13 117.6 15.2
BM6-1 102.8 22.5
BM6-2 1023 22.8
BM6-3 104.1 22,9
BM6-4 95.4 283
BM6-5 117.7 14J
Unit
Cohesion
(psf)
Angle of
Shear
Resistance
(degrees)
440 24
Project No. 04787-12-01
January 15, 1993
TABLE B-I (Continued)
SUMMARY OF IN-PLACE MOISTURE-DENSTTY
AND DIRECT SHEAR TEST RESULTS
Sample No,
Dry
Density
(pcf)
Moisture
Content
(%)
BM6-6 107.6 21.4
BM6-7 114.0 17,9
BM6-8 130.2 9,8
BM6-10 116,9 13,8
BM7-1 118,0 10,0
BM7-2 107.6 8.0
BM7-4 993 24.9
BM7-6 993 25.1
BM7-7 112,8 17.8
BM7-8 114,2 17.1
BM7-9 115,7 17.5
BM8-1 90.7 18.8
BMS-2 1123 15.9
BM8-3 112.8 17.2
BM8-5 117,4 143
BM9-1 104,0 18.6
BM9-2 1033 17.7
BM9-3 106.0 12.2
Unit
Cohesion
(psf)
Angle of
Shear
Resistance
(degrees)
Project No. 04787-12-01
January 15, 1993
TABLE B-I (Contmued)
SUMMARY OF IN-PLACE MOISTURE-DENSTTY
AND DIRECT SHEAR TEST RESULTS
Sample No.
Dry
Density
(pcf)
Moisture
Content
(%)
BM9-4 101,5 22.0
BM9-5 100.1 22.8
BM9-6 108.4 19.4
BM9-7 106,1 19.2
BM9-7A 933 30.9
BM9-8 111,4 17.9
BM9-10 116.8 16.6
BMlO-1 86.9 14,1
BMlO-2 104.0 22,2
BMlO-3 1053 203
BMlO-4 118,6 14.5
BMlO-5 116.5 15.1
BMlO-7 118.5 16.0
BMU-l 103.2 18.4
BMll-2 110.0 18.7
BMll-3 112,6 16.8
BMll-4 123.7 12.9
BMll-6 125.8 11.4
Unit
Cohesion
(psf)
Angle of
Shear
Resistance
(degrees)
230 37
Project No. 04787-12-01
January 15, 1993
TABLE B-I (Continued)
SUMMARY OF IN-PLACE MOISTURE-DENSTTY
AND DIRECT SHEAR TEST RESULTS
Sample No.
Dry
Density
(pcf)
Moisture
Content
(%)
BM12-1 94.5 27,1
BM12-2 101.7 20.4
BM12-4 106.2 21.4
BM12-5 1023 24.1
BM12.6 109.6 19.5
BM13-1 1073 18.4
BM13-2 104,8 22.9
BM13-3 114.8 16.9
BM13-4 113.8 18.4
BM13-5 120,8 14.7
BM13-6 121.7 13.2
BM14-1 105.8 16.6
BM14-3 97.7 26.5
BM14-4 122.4 12.5
BM14-6 1333 6.6
BM15-1 100.2 19.6
BM15-2 102.4 23.6
BM15-3 115,4 15.9
Unit
Cohesion
(psf)
Angle of
Shear
Resistance
(degrees)
Project No. 04787-12-01
January 15, 1993
TABLE B-I (Continued)
SUMMARY OF IN-PLACE MOISTURE-DENSTTY
AND DIRECT SHEAR TEST RESULTS
Sample No.
Dry
Density
(pcf)
Moisture
Content
(%)
BM15-4 119.0 13.8
BM15-5 120.8 14.4
BM15-6 123.9 12.4
BM16-1 116.7 13.2
BM16-2 119.1 153
BM16-3 109.1 20.1
BM16-4 115.4 17.4
BM16-5 120.6 11.7
BM16-6 121.7 13.6
BM16-7 115.5 163
BM16-8 122.1 13.0
BM16-9 120.8 10.4
BM16-10 129.4 11.8
BM16-11 116.0 16.9
BM17-1 1113 18.6
BM17-4 102.8 23.9
BM17-5 124,2 11.9
BM17-6 lOi.6 25.5
Unit
Cohesion
(psf)
Angle of
Shear
Resistance
(degrees)
Project No. 04787-12-01
January 15, 1993
TABLE B-I (Continued)
SUMMARY OF IN-PLACE MOISTURE-DENSTTY
AND DIRECT SHEAR TEST RESULTS
Sample No.
Dry
Density
(pcf)
Moisture
Content
(%)
BM17-8 127.1 12.7
BM18-1 102.8 19.6
BM18-2 105,8 21.4
BM18-4 117.8 15.1
BM19-1 113,2 15."
BM20-1 114,4 12.9
BM20-2 111.5 14.9
BM20-3 108.4 17.4
BM20-4 103.6 22-9
BM20-5 110.2 19,6
BM20-6 112.1 16.7
BM20-8 113.1 17.2
BM20-9 109.2 19.8
BM20-10 104,4 22.1
BM20-11 106.7 193
BM20-12 125.4 11.9
BM20-13 126.4 9.8
BM20-15 119.5 15.4
Unit
Cohesion
(psf)
Angle of
Shear
Resistance
(degrees)
900 41
Project No. 04787-12-01
January 15, 1993
TABLE B-I (Continued)
SUMMARY OF IN-PLACE MOISTURE-DENSTTY
AND DIRECT SHEAR TEST RESULTS
Sample No,
Dry
Density
(pcf)
Moisture
Content
{%)
BM21-1 106,1 14.1
BM21-2 110,6 153
BM22-1 98,7 13.7
BM22-2 111.5 16.0
BM22-3 115,6 15.5
BM22-4 113.0 163
BM22-5 108.9 19,7
BM22-6 105,6 18.4
BM22-7 100.9 22.7
BM22-10 108.2 17.9
BM22-12 105.8 21.2
BM22-13 107.9 19.5
BM22-14 106.7 20.9
BM22-15 114.8 15.9
BM23.1 118.9 13.6
BM23-2 113.6 173
BM23-3 112.8 16.5
BM23-4 114.4 17.2
Unit
Cohesion
(psf)
Angle of
Shear
Resistance
(degrees)
4 Project No, 04787-12-01
January 15, 1993
TABLE B-I (Continued)
SUMMARY OF IN-PLACE MOISTURE-DENSTTY
AND DIRECT SHEAR TEST RESULTS
Sample No.
Dry
Density
(pcf)
Moisture
Content
(%)
BM24-1 100.1 9.4
BM24-2 1093 183
BM24-3 117J 13.1
BM24-4 119.5 13.8
BM24-5 119.7 14.5
BM24-6 106.0 22.4
BM24-7 106.1 22.0
BM24-8 116.0 16.1
BM24-9 108.8 20.2
BM25-1 1053 17.1
BM25-2 107.4 17.6
BM25-4 109.0 18.0
BM25-6 111.0 14.5
BM25.7 107.5 13.6
BM25-8 1243 8.2
BM25-9 105.6 20.6
BM25-10 104.9 213
BM25-12 103.2 193
Unit
Cohesion
(psf)
Angle of
Shear
Resistance
(degrees)
1150 15
Project No. 04787-12-01
January 15, 1993
TABLE B-I (Continued)
SUMMARY OF IN-PLACE MOISTURE-DENSTTY
AND DIRECT SHEAR TEST RESULTS
Sample No.
Dry
Density
(pcf)
Moisture
Content
(%)
BM25-13 13L1 9.5
BM25-14 116.5 15.9
BM26-1 110,5 16.0
BM26-2 1033 2L1
BM26-3 108,1 183
BM26-4 113.1 14.7
BM26-5 104.8 22.1 '
BM26-6 119,7 13.7
BM26-7 115,0 17.0
BM27-1 112,8 15.4
BM27-2 123,4 12,6
BM28-1 113,4 15,6
BM28-2 116,2 153
BM29-1 106.8 213
BM29-2 107.2 203
BM29-3 121.4 13.5
BM29-5 110.2 19,8
BM29-6 119.5 15.1
Unit
Cohesion
(psf)
Angle of
Shear
Resistance
(degrees)
670 31
Project No. 04787-12-01
January 15, 1993
TABLE B-I (Continued)
SUMMARY OF IN-PLACE MOISTURE-DENSTTY
AND DIRECT SHEAR TEST RESULTS
Sample No.
Dry
Density
(pcf)
Moisture
Content
(%)
BM30-1 121.9 10.1
BM30-2 119.2 10.4
BM30-3* 107.1 12.6
BM30-4 111.6 163
BM30-5 114J 16,8
BM30-6 108.0 16,6
BM30-7 118.6 14,1
BM30-9 114.1 8,8
BM30-11 109.0 7,8
BM30-12 119.7 12,8
BM30-13 1243 8.4
BM30-14 116.4 9.7
BM30-15 1233 11.8
BM30-16 120.0 14.0
BM30-17 118.6 9,8
BM30-18 115.5 15.7
Unit
Cohesion
(psf)
Angle of
Shear
Resistance
(degrees)
340 31
1400 32
^Sample remolded to 90 percent maximum density at near optimum moisture content.
Project No. 04787-12-01
January 15, 1993
TABLE B-I (Contmued)
SUMMARY OF IN-PLACE MOISTURE-DENSTTY
AND DIRECT SHEAR TEST RESULTS
Sample No.
Dry
Density
(pcf)
Moisture
Content
(%)
BM30-20 106,4 18.0
BM31-1 125.8 3.6
BM31-2 118.8 7.6
BM31-3 125.9 10.9
BM31-7 106.5 22.8
BM31-8 117.9 14,0
BM31-10 117.2 16,0
BM31-11 108.2 18.4
BM3M2 118.5 14.9
BM31-13 121.0 13.4
BM31-15 117.5 15.1
BM31-16 113.2 163
BM31-17 1203 14.1
BM31-19 116.2 15.4
BM31-22 114.5 16.6
BM31-23 114.2 8.5
BM31-24 118.9 8.1
BM31-25 125.1 8,2
Unit
Cohesion
(psf)
Angle of
Shear
Resistance
(degrees)
700
200
32
33
Project No. 04787-12-01
January 15, 1993
TABLE B-I (Contmued)
SUMMARY OF IN-PLACE MOISTURE-DENSTTY
AND DIRECT SHEAR TEST RESULTS
Sample No,
Dry
Density
(pcf)
Moisture
Content
(%)
BM32-1 1013 18.1
BM32-2 90.4 3L1
BM32-3 1243 11.2
BM32-4 117.0 14.9
BM32-5 117.4 14.9
BM32-6 119,6 10.9
BM33-1 110.4 14.6
BM33-2 109.2 14.4
BM33-4 106.4 17.4
BM33-5 114.6 15.5
BM33-7 111.6 20.0
BM33-8 113.1 18.6
BM33-9 109,0 22.0
BM34-1 110.9 6.7
BM34-3 122.1 12.8
BM34-5 123.9 7.6
BM34-8 103.4 16.0
BM34-12 1153 153
Unit
Cohesion
(psf)
Angle of
Shear
Resistance
(degrees)
Project No. 04787-12-01
January 15, 1993
TABLE B-I (Continued)
SUMMARY OF IN-PLACE MOISTURE-DENSTTY
AND DIRECT SHEAR TEST RESULTS
Sample No.
Dry
Density
(pcf)
Moisture
Content
(%)
BM35-1 108.0 7.5
BM35-2 1043 6.2
BM35-3 102.6 5,7
BM35-5 100,6 10.7
BM35-6 112,6 11.2
BM35-7 105,1 5.7
BM35-8 107,1 7.6
BM35-9 108.6 12.1
BM35-10 107.5 10.5
BM35-11 99.2 21.7
BM36-1 1043 22.2
BM36-2 1043 21.9
BM37-1 113.0 13.6
BM38-1 112.2 14.7
BM38-2 116.2 14.9
BM38-4 112.5 9.1
BM38-5 1083 20.8
BM38-7 105.9 22.1
Unit
Cohesion
(psf)
Angle of
Shear
Resistance
(degrees)
Project No. 04787-12-01
January 15, 1993
TABLE B-I (Continued)
SUMMARY OF IN-PLACE MOISTURE-DENSTTY
AND DIRECT SHEAR TEST RESULTS
Sample No.
Dry
Density
(pcf)
Moisture
Content
(%)
BM38-8 115.8 173
BM40-1 99.1 lU
BM40-2 943 95
BM40-3 101.8 9.8
BM40-5 109,6 8.2
BM40-6 1113 13.4
BM40-7 105.4 8,4
BM40-8 108,4 18,6
BM40-10 98.2 27.1
BM40-11 108,7 19.1
SBMl-1 111.8 20.1
SBMl-2 112.7 18.7
SMB2-3 111.2 18.1
SMB2-4 112.4 17.9
SBM2-5 112.1 19.7
SBM2-7 109.6 20.2
SBM2-8 108.7 20.0
SBM2-9 132.6 8.7
Unit
Cohesion
(psf)
Angle of
Shear
Resistance
(degrees)
900 15
1600 13
Project No. 04787-12-01
January 15, 1993
TABLE B-I (Contmued)
SUMMARY OF IN-PLACE MOISTURE-DENSTTY
AND DIRECT SHEAR TEST RESULTS
Sample No.
Dry
Density
(pcf)
Moisture
Content
(%)
SBM4-1 1083 22.8
SBM4-3 112.2 19.2
SBM4-5 112,0 2L1
SBM5-1 107,1 20,7
SMB5-3 108.1 22,4
SBM5-5 99.6 25,1
SBM6-1 111.8 11.9
SBM6-2 111.9 16,6
SBM6-3 115,4 13.1
SBM6-4 115.4 13.1
SBM7-1 115.0 6.4
SBM7-2 117,1 12.2
SBM8-1 91.8 33.7
SBM8-3 99.8 26,1
SBM8-5 793 44,4
SBM8-7 95.8 30.6
SBM8-9 1263 13.4
SBM9-1 106.8 19.9
Unit
Cohesion
(psf)
Angle of
Shear
Resistance
(degrees)
Project No, 04787-12-01
January 15, 1993
TABLE B-I (Contmued)
SUMMARY OF IN-PLACE MOISTURE-DENSTTY
AND DIRECT SHEAR TEST RESULTS
Sample No.
Dry
Density
(pcf)
Moisture
Content
{%)
SBM9-3 102.7 26.4
SBM9-5 101.7 26.2
SBM9-7 94,8 30.1
SBM9-9 104.9 223
SBM9-11 98.6 26.6
SBMlO-2 120,4 17.1
SBMlO-4 112.8 19.0
SBMlO-6 111.5 193
SBMll-1 in.i 19.0
SBMH-3 105.1 21,4
SBMl 1-5 104.0 24.0
SBMll-7 103.4 253
SBMll-9 1073 21.7
Unit
Cohesion
(psf)
Angle of
Shear
Resistance
(degrees)
Project No. 04787-12-01
January 15, 1993
TABLE B-n
SUMMARY OF LABORATORY MAXIMUM DRY DENSTTY
AND OPTIMUM MOISTURE CONTENT TEST RESULTS
ASTM D1557-78
Sample
No. Description
Maximum Optimum
Dry Moisture
Density Content
(pcf) (^0 Dry Weight)
BMl-3 Light brown, SUty, fine to medium SAND 1153 14.2
BMl-14 OUve-green, SUty CLAY with a trace of
fine to medium SAND 113.1 16.7
BM2-11 Greyish brown, SUty CLAY with a trace of
fine to medium sand 106,2 18.9
BM4-3 Dark brown CLAY with Utile fme to
coarse SAND 1213 12.9
BM5-5 Pale oUve-green, SUty CLAY with a trace
of fine to medium sand 111,0 17.8
BM14-2 Dark greyish brown, Sandy CLAY 1203 13.5
BM20-7 Orange-brown to green Sandy CLAY 121.1 123
BM30-3 Brown, SUty, fine to medium SAND 119.0 12J
BM33-3 Light brown, SUty, fine SAND 117.1 11.5
BM40-4 Light brown, SUty, fine to medium SAND
with Uttie clay 126.6 10.8
TM2-1 Dark greyish brown, Sandy CLAY 115.6 13J
TM19-1 Light green, SUty CLAY with Uttie sand 118.2 14.2
TM26-1 Dark brown, Sandy CLAY 116.7 14.6
TM82-1 Light brown, SUty, fine to medium SAND 118.0 12.8
Project No. 04787-12-01
January 15, 1993
TABLE B-m
SUMMARY OF IN-PLACE MOISTURE-
DENSTTY AND RESIDUAL SHEAR TEST RESULTS
Sample No,
Dry
Density
(pcf)
Moisture
Content
(%)
Unit
Cohesion
(psf)
Angle of
Shear
Resistance
(degrees)
BM4-14A
BM9-7A
95.9
933
28.0
30.9
10
5
16
12
TABLE B-IV
SUMMARY OF R-VALUE TEST RESULTS
Sample No. SoU Description R-Value
BMl-16 Blue-green, SUty CLAY
BM2-4 Light brown, SUty, fme to medium SAND
TMlO-1 Dark brown, sUghtly Sandy CLAY
TM36-1 YeUow-tan, fine, SUty SAND
10
22
4
25
Project No. 04787-12-01
January 15, 1993
TABLE B-V
FIELD IN-PLACE DENSTTY TEST RESULTS
(NUCLEAR GAUGE METHOD)
ASTM D3017-78
Date Trench No.
Elevation
Feet
(msl)
Field
Dry Density
(pcf)
Field
Moisture
Content
(%)
January 2, 1992 TM-81 148 117.2 16.4
January 2, 1992 TM-82 183 93.5 7.0
January 2, 1992 TM-82 181 92.0 9.1
January 2, 1992 TM-82 179 94.7 93
January 2, 1992 TM-83 188 97.4 8.0
January 2, 1992 TM-83 186 99.8 9.7
January 2, 1992 TM-83 184 105.4 12.1
January 2, 1992 TM-84 233 91.5 133
January 2, 1992 TM-84 231 94.7 13.2
January 2, 1992 TM-84 229 98.6 13.9
Project No. 04787-12-01
4
GRAVEL SAND
SILT OR CLAY COARSE FINE COARSE MEDIUM FINE SILT OR CLAY
U. S. STANDARD SIEVE SIZE
3" 1-1/2" 3/4" 3/8"
188
10 1 0,1
GRAIN SIZE IN MILLIMETERS
SAMPLE Depth (ft) CLASSIFICATION NAT WC LL PL PI
• BMl-3 6.0 (SM) F-M, Silty SAND
IS BMl-14 51.0 (CL) Sandy CLAY 49 18 31
• BM14-2 5.0 (CH) Sandy CLAY 26.5 57 14 43
GRADATION CURVE
1 RANCHO CARRILLO - MAJOR ROADS
SAN DIEGO, CALIFORNIA
CROR Figure B-l
Project No. 04787-12-01
GRAVEL SAND
SILT OR CLAY COARSE FINE COARSE MEDIUM FINE SILT OR CLAY
U. S. STANDARD SIEVE SIZE
8 16 30 SO
10 I 20 40 60 100 200
1 0.1
GRAIN SIZE IN MILLIMETERS
e.ei e.eei
SAMPLE Depth (ft) CLASSIFICATION NAT WC LL PL PI
• BM20-7 26.0 (CL) Sandy CLAY
IS BM30-3 7.0 (SM) Silty, fine SAND
• BM33-6 14.0 (CL-CH) CLAY w/ some fine sand
GRADATION CURVE
ii RANCHO CARRILLO - MAJOR ROADS
SAN DIEGO, CALIFORNIA
CROR Figure B-2
Projeci No. 04787-12-01
•
GRAVEL SAND
SILT OR CLAY COARSE FINE COARSE MEDIUM FINE SILT OR CLAY
3" 1-1/2" 3/4" 3/8
U. S. STANDARD SIEVE SIZE
8 16 30 SO
10 1 0.1
GRAIN SIZE IN MILLIMETERS
e.ei 0.001
SAMPLE Depth (ft) CLASSIFICATION NAT WC LL PL PI
• BM35-4 11.0 (SM) Silly, fine SAND
SBM4-2 10.0 (SC-CL) Sandy CLAY/Clayey SAND
A SBM5-2 5.0 (CL) Sandy CLAY
GRADATION CURVE
RANCHO CARRILLO - MAJOR ROADS
SAN DIEGO, CALIFORNIA
CROR Figure B-3
Projeci No. 04787-12-01
GRAVEL SAND
SILT OR CLAY COARSE FINE COARSE MEDIUM FINE SILT OR CLAY
U. S. STANDARD SIEVE SIZE
8 16 30 SO
i
10 1 0.1
GRAIN SIZE IN MILLIMETERS
e.ei 0.001
SAMPLE Depth (ft) CLASSIFICATION NAT WC LL PL PI
• SBM5-5 20.0 (SP-SC) Slightiy Clayey, fine SAND 25.1
GD SBM8-6 30.0 (SC) Clayey, fine SAND
A SBM9-6 30.0 (CL) Fine Sandy CLAY
GRADATION CURVE
RANCHO CARRILLO - MAJOR ROADS
SAN DIEGO, CALIFORNIA
CROR Figure B-4
Project No. 04787-12-01
GRAVEL SAND
SILT OR CLAY COARSE FINE COARSE MEDIUM FINE SILT OR CLAY
3" 1-1/2" 3/4" 3/8"
U. S. STANDARD SIEVE SIZE
8 16 30 50
10 1 0.1
GRAIN SIZE IN MILLIMETERS
0. 01 0.001
SAMPLE Depth (ft) CLASSIFICATION NAT WC LL PL PI
• SBM 10-5 25.0 (SP-SC) Slightly Clayey, F-M SAND
TM2-1 1.0 (CH) Sandy CLAY 55 15 40
A TM19-1 5.0 (CH) Slightly Sandy CLAY 56 17 39
GRADATION CURVE
RANCHO CARRILLO - MAJOR ROADS
SAN DIEGO, CALIFORNIA
CROR Figure B-5
Project No. 04787-12-01
SAMPLE NO. BM4-11
z o H F-<I O H J O Vt z o o
t-z ilJ o Q: itj
Q.
-4f
0.1 100
APPLIED PRESSURE (ksf)
Initial Dry Density (pcf) 112.4
Initial Water Content (%) 16.8
Initial Saturation (%) 90
Sample Saturated at (ksf) 0.5
CONSOLIDATION CURVE
RANCHO CARRILLO - MAJOR ROADS
SAN DIEGO, CALIFORNIA
CROR Figure B-6
Projeci No. 04787-12-01
SAMPLE NO. BM20-5
-4,
-2
10
12
14
16
18
20
22l
0.1 10 100
APPLIED PRESSURE (ksO
Initial Dry Density (pcf) 110.2
Initial Water Content {%) 19.6
Initial Saturation (%) 98
Sample Saturated at (ksf) 0.5
CONSOLIDATION CURVE
RANCHO CARRILLO - MAJOR ROADS
SAN DIEGO, CALIFORNIA
CROR Figure B-7
Project No. 04787-12-01
SAMPLE NO. BM33-7
0.1 100
APPLIED PRESSURE (ksf)
Initial Dry Density (pcf) 111.6
Initial Water Conleni (%) 20.0
Initial Saturation (%) 95
Sample Saturated at (ksf) 0.5
CONSOLIDATION CURVE
RANCHO CARRILLO - MAJOR ROADS
SAN DIEGO, CALIFORNIA
CROR Figure B-8
Project No. 04787-12-01
SAMPLE NO. BM35-5
0.1 100
APPLIED PRESSURE (ksO
Initial Dry Density (pcf) 100.6
Initial Water Conleni (%) 10.7
Initial Saturation (%) 43
Sample Saturated at (ksf) 0.5
CONSOLIDATION CURVE
RANCHO CARRILLO - MAJOR ROADS
SAN DIEGO, CALIFORNIA
CROR Figure B-9
Projeci No. 04787-12-01
SAMPLE NO. BM38-7A
0.1 100
APPLIED PRESSURE (ksf)
Initial Dry Density (pcf) 109.0
Initial Water Content (%) 21.4
Initial Saturation (%) 97
Sample Saturated at (ksf) 0.5
CONSOLIDATION CURVE
RANCHO CARRILLO - MAJOR ROADS
SAN DIEGO, CALIFORNIA
CROR Figure B-10
Project No. 04787-12-01
4 SAMPLE NO. BM38-7B
-4i
-2
10
12
14
16
18
20
221
0.1 10 100
APPLIED PRESSURE (ksf)
Initial Dry Density (pcf) 105.9
Initial Water Conleni (%) 22.1
Initial Saturation (%) 96
Sample Saturated at (ksf) 0.5
CONSOLIDATION CURVE
1 CROR
RANCHO CARRILLO - MAJOR ROADS
SAN DIEGO, CALIFORNIA
Figure B-11
Project No. 04787-12-01
SAMPLE NO. SBMi-2
0.1 100
APPLIED PRESSURE (ksQ
Initial Dry Density (pcf) 112.7
Initial Water Content (%) 18.7
Initial Saturation (%) 96
Sample Saturated at (ksf) 0.5
CONSOLIDATION CURVE
RANCHO CARRILLO - MAJOR ROADS
SAN DIEGO, CALIFORNIA
CROR Figure B-12
Project No. 04787-12-01
SAMPLE NO. SBM2-4
100
APPLIED PRESSURE (ksQ
Initial Dry Density (pcf) 112.4
Initial Water Content (%) 17.9
Initial Saturation (%) 91
Sample Saturated at (ksf) 0.5
CONSOLIDATION CURVE
RANCHO CARRILLO - MAJOR ROADS
SAN DIEGO, CALIFORNIA
CROR Figure B-13
Project No. 04787-12-01
4 SAMPLE NO. SBM4-1
0.1 100
APPLIED PRESSURE (ksf)
Initial Dry Density (pcf) 108.3
Initial Water Content (%) 22.8
Initial Saturation (%) 100
Sample Saturated at (ksf) 0.5
CONSOLIDATION CURVE
1
RANCHO CARRILLO - MAJOR ROADS
SAN DIEGO, CALIFORNIA
CROR Figure B-14
Project No. 04787-12-01
4 SAMPLE NO. SBM5-3
10
12
14
16
18
20
22l
0.1 10 100
APPLIED PRESSURE (ksf)
Initial Dry Density (pcf) 108.1
Initial Water Conleni (%) 22.4
Initial Saturation (%) 100
Sample Saturated at (ksf) 0.5
CONSOLIDATION CURVE
1
RANCHO CARRILLO - MAJOR ROADS
SAN DIEGO, CALIFORNIA
CROR Figure B-15
Projeci No. 04787-12-01
4 SAMPLE NO. SBM7-2
-4\
-2
10
12
14
16
18
20
22l
0.1 10 100
APPLIED PRESSURE (ksf)
Initial Dry Density (pcf) 117.1
Initial Water Conleni (%) 12.2
Initial Saturation (%) 70
Sample Saturated at (ksf) 0.5
CONSOLIDATION CURVE
1
CROR
RANCHO CARRILLO - MAJOR ROADS
SAN DIEGO, CALIFORNIA
Figure B-16
Project No. 04787-12-01
SAMPLE NO. SBM8-1
100
APPLIED PRESSURE (ksQ
Initial Dry Density (pcf) 91.8
Initial Water Content (%) 33.7
Initial Saturation (%) 100
Sample Saturated at (ksf) 0.5
CONSOLIDATION CURVE
1
RANCHO CARRILLO - MAJOR ROADS
SAN DIEGO, CALIFORNIA
CROR Figure B-l7
Projeci No. 04787-12-01
SAMPLE NO. SBM8-5
-2
0.1 100
APPLIED PRESSURE (ksQ
Initial Dry Density (pcf) 793
Initial Water Content (%) 44.4
Initial Saturation (%) 100
Sample Saturated at (ksf) 0.5
CONSOLIDATION CURVE
RANCHO CARRILLO - MAJOR ROADS
SAN DIEGO, CALIFORNIA
CROR Figure B-18
Project No. 04787-12-01
4
z o H H <I Q H J o vt z o u
H z UJ u
Ul
a
SAMPLE NO. SBM9-3
0.1 100
APPLIED PRESSURE (ksQ
Initial Dry Density (pcf) 102.7
Initial Water Conleni (%) 26.4
Initial Saturation (%) 100
Sample Saturated at (ksf) 0.5
CONSOLIDATION CURVE
1
RANCHO CARRILLO - MAJOR ROADS
SAN DIEGO, CALIFORNIA
CROR Figure B-19
Project No. 04787-12-01
tf SAMPLE NO. SBMlO-2
-4
-2
10
12
14
16
18
20
22l
0.1 10
APPLIED PRESSURE (ksf)
Initial Dry Density (pcf) 120.4
Initial Water Content (%) 17.1
lee
Initial Saturation (%) IOO
Sample Saturated at (ksf) 0.5
CONSOLIDATION CURVE
CROR
RANCHO CARRILLO - MAJOR ROADS
SAN DIEGO, CALIFORNIA
Figure B-20
Project No. 04787-12-01
tf SAMPLE NO. SBMl 1-3
10
12
14
16
18
20
22l
0.1 10
APPLIED PRESSURE (ksf)
Initial Dry Density (pcf) 105.1
Initial Water Content (%) 26.1
100
Initial Saturation (%) 100
Sample Saturated at (ksf) 0.5
CONSOLIDATION CURVE
1 CROR
RANCHO CARRILLO - MAJOR ROADS
SAN DIEGO, CALIFORNIA
Figure B-21
Project No. 04787-12-01
SAMPLE NO. S8M4-I APPLIED PRESSURE I (ksf)
2300
SAMPLE NO. SBM5-3
TIME in MINUTES
APPLIED PRESSURE ? (jtjf)
TIME in MINUTES
TTME RATE OF SETTLEMENT CURVE
RANCHO CARRILLO PROJECT - MAJOR ROADS
CARLSBAD, CALIFORNIA
Figure B-22
Project No. 04787-12-01
SAMPLE NO. SBM8-t APPLIED PRESSURE 2 (kaf)
3000
5
3100
m
z
a <
UJ
« 3200
<
3300
is
5
5:
SAMPLE NO. SBM8-I
V TIME in MINUTES
APPLIED PRESSURE ± (ksf)
YTIME in MINUTES
10 12
TTME RATE OF SETTLEMENT CURVE
RANCHO CARRILLO PROJECT - MAJOR ROADS
CARLSBAD, CALIFORNIA
Figure B-23
Project No. 04787-12-01
SAMPLE NO. SBM8-5 APPLIED PRESSURE -_2_(ksf )
1400.
o
- 2000
o z
a <
Ul
(T 2100
<
2200
:5;:
SAMPLE NO. SBM8-5
V TIME in MINUTES
APPLIED PRESSURE ± (ksf)
10 12
YTIME in MINUTES
TIME RATE OF SETTLEMENT CURVE
RANCHO CARRILLO PROJECT - MAJOR ROADS
CARLSBAD, CALIFORNTA
Figure B-24
Project No. 04787-12-01
SAMPLE NO. SBM9-3 APPLIED PRESSURE _2_[k8f )
2300
SAMPLE NO. SBM 10-2
V TIME In MINUTES
APPLIED PRESSURE I (ksf)
YTIME in MINUTES
TIME RATE OF SETTLEMENT CURVE
RANCHO CARRILLO PROJECT - MAJOR ROADS
CARLSBAD, CALIFORNL\
Figure B-25
Project No. 04787-12-01
J
SAMPLE NO.SBMM-3 APPLIED PRESSURE 1 (ksf)
23SO
SAMPLE NO.
(9 Z
o <
Ul
K
<
a
TIME in MINUTES
APPLIED PRESSURE .(ksf)
YTIME in MINUTES
10 12
TTME RATE OF SETTLEMENT CURVE
RANCHO CARRILLO PROJECT - MAJOR ROADS
CARLSBAD, CALIFORNL\
Figure B-26
v..
REPORT
Established 1928
. LABORATORY
l^^hona (619) 425-1993
.CLAR'KSON LABORATORY AND SUP,? t.,Y .1 N
350 Trousdale Dr. Chula Vista, Ca. 91910 [
ANALYTICAL AND CONSULTING G
Date: January 15, 1992
Purciiase Order Number: 478T-42-01
1^ Sales Order Number: 31326
^ Account Number: GEO
To:
•X .
A Geocon Inc.
6960 Flanders Drive
San Diego, CA. 92121-2974
c Attention: Quality Control
s T s
"Laboratory Number: SO-2980 Customers Phone No: 695-2880
Sample Designation:
Four soil samples marked Carillo Ranch recefved on,
1-8-92 iharked as follows:
lYSIS:
Sample No. 1:
#1 BM 1-16
Sultate (SO^)
V Sample No. 2:
ii,#2 BH 2-4
: Sulfate (SO.)
L^Sample No . 3:
#3 TM 10-1
Sulfate (S0«)
Sample No. 4:
i#4 TM 36-1
Sulfate (SO,)
9br B. Stead
PBS/rtm
0.124
0.034 y
0.006
0.045
• i
Figure B-27
APPENDIX C
APPENDIX C
SLOPE STABILITY ANALYSIS
Project No. 04 787-12-01
CD Th <
LD 1
• c <
-rH
II JZ c
•
-p o DO •r-\ -H
• 3: -P
LL u
c CD
o m
o -M
C\J -P
+ (U
CO -M •
CVJ TJ me u
• (D _ TN d nt in CD CD
TD E
• •r-i J:Z
UJ l-H C
> cn m
<
c E
UJ cu LU
c/o _i
o >^
cr CD
_i
UJ
•
•
l-H
<
1
oo'oot7 oo'oae oo'OVE OQ'09\ oo'oa
(^^) SIXV - A
o o
o
ID
O
O
O LD
in
o o
o cn
o o
o o
o o
0
o o
o
Ol
o o
o
LD
O
O
o
CO
o
-M
CD
o
m <
X
X
F i gur^e C-1
** PCSTABL6 **
by
Purdue University
modified by
Peter J. Bosscher
University of Wisconsin-Madison
—Slope Stability Analysis—
Simplified Janbu, Simplified Bishop
or Spencer*s Method of Slices
PROBLEM DESCRIPTION: MELROSE AVE. STN. 123+20
Alternative 1: Landslide Remediation Within
The Roadway Embankment; Cross-Section A-A*
BOUNDARY COORDINATES
7 Top Boundaries
22 Total Boundaries
Boundary X-Left Y-Left X-Right Y-Right Soil '
No. (ft) (ft) (ft) (ft) Below
1 0.00 85.00 25.00 90.00 1
2 25.00 90.00 28.00 91.00 4
3 28.00 91.00 150.00 120.00 2
4 150.00 120.00 420.00 145.00 2
5 420.00 145.00 520.00 155.00 2
6 520.00 155.00 560.00 170.00 3
7 560.00 170.00 640.00 170.00 3
8 520.00 155.00 520.00 150.00 2
9 520.00 150.00 555.00 112.00 2
10 555.00 112.00 555.00 111.00 4
11 555.00 111.00 585.00 111.00 1
12 585.00 111.00 640.00 170.00 1
13 28.00 91.00 170.00 94.50 4
14 170.00 94.50 466.00 102.00 4
15 466.00 102.00 520.00 107.00 4
16 520.00 107.00 535.00 109.00 4
17 535.00 109.00 555.00 112.00 4
18 28.00 90.00 170,00 93.50 1
19 170.00 93.50 466.00 101.00 1
20 466.00 101.00 520.00 106.00 1
21 520.00 106.00 535.00 108.00 1
22 535.00 108.00 555.00 111.00 1
ISOTROPIC SOIL PARAMETERS
4 Type(s) of Soil
Soil Total Saturated Cohesion Friction Pore Pressure Piez.
Type Unit Wt . Unit Wt. Intercept Angle Pressure Constant Surface
No. (pcf) (pcf) (psf) (deg) Param. (psf) No.
1 130.0 130.0 500.0 32.0 0.00 0.0 1
2 130.0 130.0 200.0 20.0 0.00 0.0 1
3 125.0 125.0 250.0 30.0 0.00 0.0 1
4 120.0 120-0 50.0 7.0 0.00 0.0 1
A Critical Failure Surface Searching Method, Using A Random
Technique For Generating Sliding Block Surfaces, Has Been
Specified.
The Active And Passive Portions Of The Sliding Surfaces
Are Generated According To The Rankine Theory.
50 Trial Surfaces Have Been Generated.
4 Boxes Specified For Generation Of Central Block Base
Length Of Line Segments For Active And Passive Portions Of
Sliding Block Is 5.0
Box
No.
1
X-Left Y-Left X-Right Y-Right Height
(ft) (ft) (ft) (ft) (ft)
30.00 90.50 50.00 91.00 0.00
2 170.00 94.00 170.00 94.00 0.00
3 466.00 101.50 466.00 101.50 0.00
4 520.00 106.50 565.00 114.50 0.00
Following Is Displayed The Most Critical Of The Trial
Failure Surfaces Examined.
* * Safety Factors Are Calculated By The Modified Janbu Method * *
Failure Surface Specified By 24 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 32.03 91.96
2 33.21 91.13
3 33.81 90,60
4 170.00 94.00
5 466.00 101.50
6 524.29 107.26
7 524.60 107.61
8 527.47 111.71
9 530.34 115.81
10 533.21 119.90
11 536.07 124.00
12 538.94 128.09
13 539.48 128,85
14 542.34 132.95
15 545.21 137.05
16 548.08 141.14
17 550.95 145.24
18 553.82 149.33
19 556.68 153.43
20 559.55 157.53
21 562.42 161.62
22 565.29 165.72
23 568.15 169.81
24 568.29 170.00
1.552 ***
Pn oject No. 04787-12-0 1
CD
II c • o cn •H
•
-p
LL CD
cn -H <
O -P 1
OJ <
+ m c OJ CD o
ID
-H -p
•
r-H u CO CD
1— 01
cn c CD cn • -\ tn
UJ o
> c_
< u cu
LD
cn -
O -P
d
_J <
LU
o o
o o
o in
CM
UD
O
O
in ru in
o in
n
o o
o Ln
CM
UD
ru
o o
in
o in
M
X o
cn <
X
OS • LZ'7 00 • OGE OS " 592 00 ' 09' ^8
(T^) SIXV - A
0 o
Figure C-2
PROBLEM DESCJRIPTION: MELROSE AVE. STN. 123+20
Alternative 2: Landslide Mitigation; Cross-
Section A-A'
BOUNDARY COORDINATES
7 Top Boundaries
31 Total Boundaries
Boundary X-Left Y-Left X-Right Y-Right Soil 1
No. (ft) (ft) (ft) (ft) Below
1 0.00 85.00 25.00 90.00 1
2 25.00 90.00 28.00 91.00 4
3 28.00 91.00 210.00 120-00 2
4 210.00 120.00 410.00 120.00 2
5 410.00 120.00 445.00 120.00 3
6 445.00 120.00 560.00 170.00 3
7 560.00 170.00 700.00 170.00 3
8 410.00 120.00 435.00 101.00 2
9 435.00 101.00 435.00 100.00 4
10 435.00 100.00 435.00 99.00 1
11 435.00 99.00 535.00 99.00 1
12 535.00 99.00 545.00 111.00 1
13 545.00 111.00 546.00 112.00 4
14 546.00 112.00 595.00 160.00 2
15 595.00 160.00 625.00 160.00 2
16 625.00 160.00 626.00 160.00 4
17 626.00 160.00 700.00 160.00 1
18 28.00 91.00 170.00 94-00 4
19 170.00 94.00 435.00 101.00 4
20 546.00 112.00 565.00 115.00 4
21 565.00 115.00 585.00 125.00 4
22 585.00 125.00 600.00 133.00 4
23 600.00 133.00 610.00 140.00 4
24 610.00 140.00 625.00 160.00 4
25 25.00 90.00 170.00 93.00 1
26 170.00 93-00 435.00 100.00 1
27 545.00 111.00 565.00 114.00 1
28 565.00 114.00 585.00 124.00 1
29 585.00 124.00 600.00 132.00 1
30 600.00 132.00 610.00 139.00 1
31 610.00 139.00 626.00 160.00 1
ISOTROPIC SOIL PARAMETERS
4 Type(s) of Soil
Soil Total Saturated Cohesion Friction Pore Pressure Piez.
Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface
No. (pcf) (pcf) (psf) (deg) Param. (psf) No.
1 130.0 130.0 500.0 32.0 0.00 0.0 1
2 130.0 130.0 200.0 20-0 0.00 0.0 1
3 125.0 125.0 250.0 30.0 0.00 0.0 1
4 120.0 120.0 50.0 7.0 0.00 0,0 1
A Critical Failure Surface Searching Method, Using A Random
Technique For Generating Sliding Block Surfaces, Has Been
Specified.
The Active And Passive Portions Of The Sliding Surfaces
Are Generated According To The Rankine Theory.
50 Trial Surfaces Have Been Generated.
7 Boxes Specified For Generation Of Central Block Base
Length Of Line Segments For Active And Passive Portions Of
Sliding Block Is 5.0
Box X-Left Y-Left X-Right Y-Right Height
No. (ft) (ft) (ft) (ft) (ft)
1 450.00 106.50 546.00 111.50 0.00
2 549.00 112.00 549.00 112.00 0.00
3 565.00 114.50 565.00 114.50 0.00
4 585.00 124.50 585.00 124.50 0.00
5 600.00 132.50 600.00 132.50 0.00
6 610.00 139.50 610.00 139-50 0-00
7 625.50 160.00 625.50 160-00 0.00
Following Is Displayed The Most Critical Of The Trial
Failure Surfaces Examined-
* * Safety Factors Are Calculated By The Modified Janbu Method * *
Failure Surface Specified By 17 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 440.23 120.00
2 440.84 119.65
3 445.17 117.15
4 449.50 114.65
5 453.83 112.15
6 458.16 109.65
7 462.49 107.15
8 549-00 112.00
9 565.00 114.50
10 585-00 124.50
11 600-00 132.50
12 610.00 139.50
13 625.50 160.00
14 625.50 160.00
15 628.00 164.33
16 630.50 168.66
17 631.27 170.00
*** 1.590 ***
Project No. 04787-12-01
CQ
CD I
iZ CD
1—
|\ C
• c a
OJ -H -rH
II JZ 4-'
• -P u
cn -H (D • 'X cn u.. c cn o cn
o -H •
+j c
+ CD CJ
LD O)
^ -r-i it r-H
•
c TN CD o
cn TD -p
-H c
•
1—i CD
LU cn E
> TJ
< c c CTD m LU _J xn cn E
o LU LR >>
UJ ra -
-p
l-H
TD
CD
< Ro 29 • 025 OS • 9^ t7 LE'EIZ SB ' 802 2T • t^O T
(^^) SIXV - A
o o
m rn
CO
1^ m
CO
CM
in
CM
UD
CM UD
O
rvj
in
o in
CD
1^ cn
CM
m
in
CM
CO
o
CM
CM
o
-p
cn
M
X
<
X
0
Figure C-3
PROBLEM DESCRIPTION: MELROSE AVE. STN. 115+70
Alternative 1: Landslide Mitigation Within The
Roadway Embankment Only; Cross-Section B-B«
BOUNDARY COORDINATES
10 Top Boundaries
33 Total Boundaries
Boundary X-Left Y-Left X-Right Y-Right Soil 1
No. (ft) (ft) (ft) (ft) Below
1 0.00 93.00 170.00 109.00 1
2 170.00 109.00 173.00 110.00 4
3 173.00 110.00 360.00 137.00 2
4 360.00 137.00 435.00 150.00 2
5 435.00 150.00 505.00 165.00 2
6 505.00 165.00 510.00 165.00 2
7 510.00 165.00 635.00 165.00 3
8 635.00 165.00 740.00 165.00 2
9 740.00 165.00 830.00 190.00 2
10 830.00 190.00 833.00 191.00 4
11 510.00 165.00 550.00 130.00 2
12 550.00 130.00 551.00 129-00 4
13 551.00 129.00 555.00 125.00 1
14 555.00 125.00 585.00 125.00 1
15 585.00 125.00 597.00 134.00 1
16 597.00 134,00 598.00 135.00 4
17 598.00 135.00 635.00 165.00 2
18 170.00 110.00 415.00 120.00 4
19 415.00 120.00 495.00 125.00 4
20 495.00 125.00 550.00 130,00 4
21 598.00 135.00 720.00 140.00 4
22 720.00 140.00 770.00 150-00 4
23 770.00 150.00 795.00 155.00 4
24 795.00 155.00 810.00 165.00 4
25 810.00 165-00 830.00 190.00 4
26 170.00 109.00 415.00 119.00 1
27 415.00 119.00 495.00 124.00 1
28 495.00 124.00 551.00 129.00 1
29 597.00 134.00 720.00 139.00 1
30 720.00 139-00 770.00 149-00 1
31 770.00 149.00 795.00 154.00 1
32 795-00 154.00 810.00 164.00 1
33 810.00 164.00 833.00 191.00 1
ISOTROPIC SOIL PARAMETERS
4 Type(s) of Soil
Soil Total Saturated Cohesion Friction Pore Pressure Piez.
Type Unit Wt Unit Wt. Intercept Angle Pressure Constant Surface
No. (pcf) (pcf) (psf) (deg) Param. (psf) No.
1 130a0 130-0 500.0 32-0 0.00 0.0 1
2 130.0 130-0 200.0 20.0 0.00 0.0 1
3 125.0 125.0 250.0 30.0 0.00 0.0 1
4 120,0 120.0 50.0 7.0 0.00 0.0 1
A Critical Failure Surface Searching Method, Using A Random
Technique For Generating Sliding Block Surfaces, Has Been
Specified.
The Active And Passive Portions Of The Sliding Surfaces
Are Generated According To The Rankine Theory.
50 Trial Surfaces Have Been Generated.
8 Boxes Specified For Generation Of Central Block Base
Length Of Line Segments For Active And Passive Portions Of
Sliding Block Is 5.0
Box X-Left Y-Left X-Right Y-Right Height
No. (ft) (ft) (ft) (ft) (ft)
1 175.00 109.50 451.00 119.50 0.00
2 550.00 129.50 550.00 129.50 0.00
3 598.00 134.50 598.00 134.50 0.00
4 720.00 139.50 720.00 139.50 0-00
5 770-00 149.50 770.00 149.50 0.00
6 795.00 154.50 795.00 154.50 0.00
7 810.00 164.50 810.00 164.50 0.00
8 831.00 190.00 831.00 190.00 0.00
Following Is Displayed The Most Critical Of The Trial
Failure Surfaces Examined.
* * Safety Factors Are Calculated By The Modified Janbu Method * *
Failure Surface Specified By 18 Coordinate Points
Point x-Surf Y-surf
No. (ft) (ft)
1 366.40 138.11
2 368.94 136,33
3 373.03 133,46
4 377.13 130.59
5 381.23 127.73
6 385.32 124.86
7 389.42 121.99
8 393.51 119.12
9 394.59 118.17
10 395.80 117.50
11 550.00 129.50
12 598.00 134.50
13 720.00 139.50
14 770.00 149.50
15 795.00 154.50
16 810.00 164.50
17 831.00 190.00
18 831a42 190.47
2a712 ***
Project No. 04787-12-01
O
o
cn m
CO
LD
11 c • o cn -H
• -P
u_ CD
U) -
•r-i CD
o -P 1
•ri CQ
+ ^
in c
CU o TD •ri
-H +->
•
1—1 U
cn CD
1— ID CO
cn c CD cn • cn
UJ o
> c < u OJ
LU cn •
O -P a: ^
_j <
UJ
CD
03
CM
in
CM
UD
CM
UD
O
CM
in
o in
LD
cn
ru
m
in ru
CO o
CM
ru
o
-p
cn
M
X
<
X
29'02S OS'gTt^- LE'EIZ S5'802 ST't^OT
(^^) SIXV - A
0 o
Figure C-4
PROBLEM DESCRIPTION: MELROSE AVE. STN. 115+70
Alternative 2: Landslide Mitigation; Cross-
Section B-B»
BOUNDARY COORDINATES
10 Top Boundaries
33 Total Boundaries
Boundary X-Left Y-Left X-Right Y-Right Soii •]
No. (ft) (ft) (ft) (ft) Below
1 0,00 93.00 170.00 109 a 00 1
2 170,00 109.00 173.00 110 a 00 4
3 173-00 110.00 390.00 140.00 2
4 390.00 140-00 397.00 137.00 2
5 397-00 137.00 450.00 137.00 3
6 450-00 137.00 510.00 165.00 3
7 510.00 165.00 515.00 165.00 3
8 515.00 165.00 740.00 165.00 2
9 740.00 165.00 830.00 190.00 2
10 830.00 190.00 833.00 191.00 4
11 397.00 137.00 415.00 120-00 2
12 415.00 120.00 416-00 119-00 4
13 416.00 119.00 420.00 115.00 1
14 420.00 115.00 470.00 115.00 1
15 470.00 115.00 475-00 123-00 1
16 475.00 123.00 476-00 124.00 4
17 476.00 124.00 525.00 165-00 2
18 170.00 110.00 415.00 120,00 4
19 476.00 124.00 550.00 130.00 4
20 550.00 130-00 598.00 135.00 4
21 598.00 135.00 720.00 140-00 4
22 720.00 140.00 770.00 150-00 4
23 770-00 150-00 795.00 155.00 4
24 795.00 155.00 810.00 165.00 4
25 810.00 165.00 830.00 190.00 4
26 170.00 109.00 416.00 119.00 1
27 475.00 123a00 550.00 129.00 1
28 550.00 129.00 598.00 134.00 1
29 598.00 134.00 720.00 139.00 1
30 720.00 139.00 770.00 149.00 1
31 770.00 149a00 795.00 154.00 1
32 795.00 154.00 810.00 164.00 1
33 810.00 164.00 833.00 191.00 1
ISOTROPIC SOIL PARAMETERS
4 Type(s) of Soil
Soil Total Saturated Cohesion Friction Pore Pressure Piez.
Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface
No. (pcf) (pcf) (psf) (deg) Param. (psf) No.
1 130,0 130.0 500.0 32.0 0.00 0.0 1
2 130.0 130.0 200.0 20.0 0.00 0.0 1
3 125.0 125.0 250.0 30aO O.OO 0.0 1
4 120.0 120,0 50-0 7.0 0.00 OaO 1
A Critical Failure Surface Searching Method, Using A Random
Technique For Generating Sliding Block Surfaces, Has Been
Specified.
The Active And Passive Portions Of The Sliding Surfaces
Are Generated According To The Rankine Theory.
50 Trial Surfaces Have Been Generated.
8 Boxes Specified For Generation Of Central Block Base
Length Of Line Segments For Active And Passive Portions Of
Sliding Block Is 5.0
Box X-Left Y-Left X-Right Y-Right Height
No. (ft) (ft) (ft) (ft) (ft)
1 420.00 123.50 476.00 123.50 0.00
2 550.00 129.50 550.00 129.50 0.00
3 598,00 134.50 598.00 134.50 0.00
4 720.00 139,50 720,00 139.50 0.00
5 770.00 149.50 770.00 149.50 0.00
6 795.00 154.50 795.00 154.50 0.00
7 810.00 164.50 810.00 164.50 0.00
8 831.00 190.00 831.00 190.00 0.00
Following Is Displayed The Most Critical Of The Trial
Failure Surfaces Examined.
* * Safety Factors Are Calculated By The Modified Janbu Method * *
Failure Surface Specified By 15 Coordinate Points
Point X-Surf Y-surf
No. (ft) (ft)
1 446.89 137.00
2 448.62 136.00
3 452.95 133.50
4 457-28 131.00
5 461.61 128.50
6 465.94 126.00
7 470.27 123.50
8 550.00 129.50
9 598.00 134.50
10 720.00 139.50
11 770.00 149.50
12 795.00 154.50
13 810.00 164-50
14 831.00 190.00
15 831.42 190.47
*** 1.509
Project No. 04787-12-01
O
O
O
\n
LD
11 c • o cn •H
• -P
LL CD
cn -H u O -P 1
-ri u
+ c O CD o XD •ri
-H +-> • l-H u cn CD
1— TD cn
cn C
CD cn cn
< o L.
U LO IL •: f-H
oc <
<
u
9/-' B9t7 00 • S2 • TBS OS ' LQX 9L ' £6
(^^) SIXV - A
in
CM
UD
in
UD
o in
CM UD
in
in 1^
CO CD
O
o
in
m
in
CM
CO
ru
o in
1^
CO
v-l
in
cn
cn
M
X
<
X
0
Figure C—5
PROBLEM DESCnilPTION: CARRILLO WAY STN. 107+70
Alternative 1: Landslide Mitigation; Cross-
Section C-c»
BOUNDARY COORDINATES
10 Top Boundaries
30 Total Boundaries
Boundary X-Left Y-Left X-Right Y-Right Soil 1
No. (ft) (ft) (ft) (ft) Below
1 0.00 233.00 35.00 236-00 2
2 35.00 236.00 75.00 243.00 3
3 75.00 243.00 137.00 272.00 3
4 137.00 272.00 242.00 272.00 3
5 242.00 272.00 255.00 266.00 3
6 255.00 266.00 344.00 283.00 2
7 344.00 283.00 470-00 303.00 2
8 470.00 303.00 548.00 312.00 2
9 548.00 312,00 549.00 312-00 4
10 549a00 312.00 750.00 345.00 1
11 35.00 236.00 50.00 221.00 2
12 50.00 221.00 55.00 216-00 1
13 55.00 216.00 135,00 216.00 1
14 135.00 216.00 143.00 224.00 1
15 143.00 224.00 144.00 225.00 4
16 144a00 225.00 172.00 253.00 2
17 172.00 253.00 255.00 266-00 2
18 144.00 225.00 344.00 233.00 4
19 344.00 233.00 470.00 238.00 4
20 470.00 238.00 505.00 245.00 4
21 505.00 245.00 530.00 270.00 4
22 530.00 270.00 545.00 300.00 4
23 545.00 300.00 548-00 312.00 4
24 143.00 224.00 344.00 232.00 1
25 344.00 232.00 470.00 237.00 1
26 470-00 237.00 505.00 244.00 1
27 505-00 244.00 530-00 269.00 1
28 530.00 269.00 545.00 299.00 1
29 545.00 299.00 549.00 312.00 1
30 0.00 220.00 50-00 221.00 1
ISOTROPIC SOIL PARAMETERS
4 Type(s) of Soil
Soil Total Saturated Cohesion Friction Pore Pressure Piez.
Type Unit Wt , Unit Wt. Intercept Angle Pressure Constant Surface
No. (pcf) (pcf) (psf) (deg) Param. (psf) No.
1 130,0 130.0 500.0 32aO 0.00 OaO 1
2 130.0 130.0 200.0 20.0 O.OO 0.0 1
3 125.0 125.0 250.0 30-0 0.00 0.0 1
4 120.0 120.0 50.0 7.0 0.00 0.0 1
1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED
Unit Weight of Water = 62.40
Piezometric Surface No. 1 Specified by 6 Coordinate Points
Point X-Water Y-Water
No. (ft) (ft)
1 144.00 225.00
2 344.00 233.00
3 470.00 238.00
4 505.00 245.00
5 530.00 270-00
6 545.00 300-00
A Critical Failure Surface Searching Method, Using A Random
Technique For Generating Sliding Block Surfaces, Has Been
Specified-
The Active And Passive Portions Of The Sliding Surfaces
Are Generated According To The Rankine Theory.
100 Trial Surfaces Have Been Generated-
7 Boxes Specified For Generation Of Central Block Base
Length Of Line Segments For Active And Passive Portions Of
Sliding Block Is 5.0
Box X-Left Y-Left X-Right Y-Right Height
No-(ft) (ft) (ft) (ft) (ft)
1 65-00 221.40 160.00 225.20 0.00
2 344.00 232-50 344.00 232.50 0.00
3 470.00 237-50 470.00 237.50 0.00
4 505.00 244.50 505.00 244.50 0.00
5 530.00 269.50 530.00 269.50 0-00
6 545.00 299.50 545.00 299.50 0.00
7 548.00 312.00 548.00 312,00 0.00
Following Is Displayed The Most Critical Of The Trial
Failure Surfaces Examined.
* * Safety Factors Are Calculated By The Modified Janbu Method * *
Failure Surface Specified By 15 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 57.55 239-95
2 57.76 239-82
3 62.09 237.32
4 66.42 234.82
5 70.75 232.32
6 75.08 229.82
7 79.41 227-32
8 83.74 224.82
9 88.07 222.32
10 344.00 232.50
11 470.00 237.50
12 505.00 244.50
13 530.00 269.50
14 545.00 299.50
15 548.00 312-00
*** 1.516
Pro j ect No. 0 4787-12-01
H u • -P 1
-rH CJ
II :^
•
c
cn c o • o •rl
u_ -H -P
-P u CD cu o CD cn
-rH
+ -P cn
-ri cn
o :z o
tz
CD CJ
•
XD
z -ri
h-1—1 zn cn cn c
TJ •H
> c TJ
< CD ro c CD
o _j 'D
_i OJ
l-H CD
•C -cn CE m
< 1—1 rH
CJ < r-H
•ri
>
S^"89t7 00"S^E S2'T82 OS'^BT 9L'E5
{^^] SIXV - A
0
o o
o in
in
CM
UD
in
UD o
in
CM
UD
in
in
••
UD
O
o
in
cn
in
CM
CO
CM
O
in
CO
in
cn
CD!
o
-p
cn
I—I
X
<
X
Figure C-S
PROBLEM DESCRIPTION: CARRILLO WAY STN- 107+70
Alternative 2: Landslide Mitigation
Village J Grading; Cross-Section C-C«
With
BOUNDARY COORDINATES
14 Top Boundaries
33 Total Boundaries
Boundary X-Left Y-Left X-Right Y-Right Soil '
No-(ft) (ft) (ft) (ft) Below
1 0.00 233.00 35.00 236.00 2
2 35.00 236-00 75-00 243.00 3
3 75.00 243.00 137-00 272.00 3
4 137.00 272.00 242-00 272.00 3
5 242.00 272.00 262.00 285.00 3
6 262.00 285.00 355.00 285.00 3
7 355.00 285.00 380.00 280.00 2
8 380-00 280-00 435.00 280.00 2
9 435.00 280.00 460.00 295.00 2
10 460-00 295.00 540.00 295-00 2
11 540.00 295.00 544-00 297.00 2
12 544.00 297.00 545a00 297.00 4
13 545.00 297.00 590.00 320.00 1
14 590.00 320.00 750.00 345.00 1
15 35.00 236.00 50.00 221.00 2
16 50a00 221.00 55.00 216.00 1
17 55.00 216.00 105.00 216.00 1
18 105.00 216-00 111.00 222a80 1
19 111.00 222.80 112.00 223-80 4
20 112.00 223.80 138.00 249-00 2
21 138.00 249.00 255.00 266.00 2
22 255-00 266-00 355.00 285.00 2
23 112.00 223.80 344.00 233.00 4
24 344.00 233.00 470a00 238.00 4
25 470.00 238.00 505.00 245,00 4
26 505.00 245.00 530.00 270.00 4
27 530-00 270.00 544.00 297.00 4
28 111.00 222.80 344.00 232.00 1
29 344.00 232.00 470.00 237.00 1
30 470.00 237.00 505-00 244.00 1
31 505-00 244.00 530.00 269.00 1
32 530.00 269.00 545.00 297.00 1
33 0.00 220.00 50.00 221.00 1
ISOTROPIC SOIL PARAMETERS
4 Type(s) of Soil
Soil Total Saturated Cohesion Friction Pore Pressure Piez.
Type Unit Wt . unit Wt-Intercept Angle Pressure Constant Surface
No. (pcf) (pcf) (psf) (deg) Paraun. (psf) No,
1 130.0 130.0 500-0 32.0 0.00 0.0 1
2 130.0 130.0 200.0 20.0 0.00 0.0 1
3 125.0 125.0 250.0 30.0 0.00 0.0 1
4 120.0 120.0 50.0 7.0 0.00 0.0 1
1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED
Unit Weight of Water = 62.40
Piezometric Surface No, 1 Specified by 6 Coordinate Points
Point X-Water Y-Water
No. (ft) (ft)
1 112 a 00 223.80
2 344-00 233.00
3 470-00 238.00
4 505.00 245.00
5 530-00 270.00
6 544.00 297.00
A Critical Failure Surface Searching Method, Using A Random
Technique For Generating Sliding Block Surfaces, Has Been
Specified.
The Active And Passive Portions Of The Sliding Surfaces
Are Generated According To The Rankine Theory.
100 Trial Surfaces Have Been Generated.
6 Boxes Specified For Generation Of Central Block Base
Length Of Line Segments For Active And Passive Portions Of
Sliding Block Is 5.0
Box X-Left Y-Left X-Right Y-Right Height
No. (ft) (ft) (ft) (ft) (ft)
1 65.00 221.40 142.00 224.50 0.00
2 344.00 232.50 344.00 232.50 0.00
3 470.00 237.50 470.00 237.50 0.00
4 505.00 244.50 505.00 244.50 0.00
5 530.00 269.50 530.00 269.50 0.00
6 544.50 297.00 544.50 297.00 0.00
Following Is Displayed The Most Critical Of The Trial
Failure Surfaces Examined.
* * Safety Factors Are Calculated By The Modified Janbu Method * *
Failure Surface Specified By 13 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 56.41 239.75
2 60.69 237.27
3 65.02 234.77
4 69.35 232.27
5 73.68 229.77
6 78.01 227.27
7 82.34 224.77
8 86-67 222.27
9 344.00 232.50
10 470.00 237.50
11 505.00 244.50
12 530.00 269,50
13 544.50 297.00
*** 1.730 ***
Project No. 04787-12-01
O
O
O
UD
m
CO
o o
in
•<r-|
m
cn
LL CD
ZL •
O Q
O rH I f\ cn Q +
CD -P
cn
CD
CO
-ri
cn
c
o
+->
u
CD
cn
tn cn o
(Z
cn cn
• CD
UJ (Z
> 4->
< +J u
D
UJ CQ
01
O
CC
_J
UJ
o o
o
CM
o o
in
CM
CM
o o
o o
in rn
•<rt
O
O
O CJ)
o o
in
-P
cn
o
^ <
X
X
00 • S52 00 ' OQl 00 ' 9£l 00 "06 00 ' St?
(^^) SIXV - A
0
Figure C-7
PROBLEM DESCRIPTION: MELROSE AVE. STN. 136+70
Buttress - West Slope; Cross-Section D-D«
BOUNDARY COORDINATES
6 Top Boundaries
12 Total Boundaries
Boundary X-Left Y-Left X-Right Y-Right Soil Type
No. (ft) (ft) (ft) (ft) Below Bnd
1 0.00 20.00 20.00 20.00 1
2 20.00 20.00 110.00 65.00 1
3 110.00 65.00 185.00 100.00 2
4 185.00 100.00 200.00 100,00 1
5 200.00 100.00 270.00 105.00 1
6 270.00 105.00 360.00 95.00 1
7 110.00 65.00 140.00 64.00 1
8 140,00 64.00 145.00 69.00 1
9 145a00 69.00 146.00 70.00 3
10 146a00 70.00 185.00 100.00 1
11 146.00 70.00 360.00 83.00 3
12 145.00 69.00 360.00 82.00 1
ISOTROPIC SOIL PARAMETERS
3 Type(s) of Soil
Soil Total Saturated Cohesion Friction
Angle
Pore Pressure Piez.
Pressure Constant Surface
No. (pcf) (pcf) (psf) (deg) Param. (psf) No
1 130.0 130.0 500.0 32.0 0.00 0.0 1
2 125.0 125 a 0 250.0 30.0 0.00 0.0 1
3 129 a 0 120.0 60.0 8.0 0.00 0.0 1
A Critical Failure Surface Searching Method, Using A Random
Technique For Generating Sliding Block Surfaces, Has Been
Specified.
The Active And Passive Portions Of The Sliding Surfaces
Are Generated According To The Rankine Theory.
50 Trial Surfaces Have Been Generated.
2 Boxes Specified For Generation Of Central Block Base
Length Of Line Segments For Active And Passive Portions Of
Sliding Block Is 5.0
Box X-Left Y-Left X-Right Y-Right Height
No. (ft) (ft) (ft) (ft) (ft)
1 146.00 69.50 151.00 69.50 0.00
2 165,00 70.50 250.00 76.00 0.00
Following Is Displayed The Most Critical Of The Trial
Failure Surfaces Examined.
* * Safety Factors Are Calculated By The Modified Janbu Method * *
Failure Surface Specified By 16 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 134.91 76-62
2 137.50 75.13
3 141.83 72.63
4 146.16 70-13
5 146.35 70.02
6 146.95 69.50
7 182.82 71.65
8 183.36 72-27
9 186.64 76.04
10 189.92 79-82
11 193.20 83-59
12 196.48 87.36
13 199.76 91.14
14 203.04 94.91
15 206.32 98.68
16 207.96 100.57
*** la815 ***
Project No. 04787-12-01
(J)
W
cn
LL CD
a -
o Q
O 1—1 1
cn Q
+ LD -p C
m cn O
-^TH (D •ri
LU +-)
•
u
z I CD
1— cn
cn cn
cn cn • CD cn LU C o
> -p c
< ut CJ
LU CD cn o
Q:
_i
UJ
sz'89P oo'sei; 9^'\oi os'^g S^'EE
(^^) SIXV - A
o o
o
CM
in
CM
UD
n
CM o in
CM o
CM
in
00
ID
O
O
in m
in
CM
o in
1^
UD
in
cn cn
-P
cn
M
X
<
X
0
Figure C-S
PROBLEM DESCRIPTION: MELROSE AVE. STN. 136+70
Buttress - East Slope; Cross-Section D-D'
BOUNDARY COORDINATES
5 Top Boundaries
11 Total Boundaries
Boundary X-Left Y-Left X-Right Y-Right Soil Type
No. (ft) (ft) (ft) (ft) Below Bnd
1 O.OO 20-00 20.00 20.00 1
2 20a00 20-00 110.00 65.00 1
3 110.00 65.00 185.00 100.00 2
4 185.00 100.00 200-00 100.00 1
5 200.00 100.00 270.00 100.00 1
6 110-00 65.00 140.00 64 a 00 1
7 140.00 64.00 145-00 69.00 1
8 145.00 69.00 146a00 70.00 3
9 146-00 70-00 185.00 100-00 1
10 146-00 70-00 270.00 75-50 3
11 145-00 69.00 270.00 75.50 1
ISOTROPIC SOIL PARAMETERS
3 Type(s) Of Soil
Soil Total Saturated Cohesion Friction Pore Pressure Piez-
Type Unit Wt Unit Wt. Intercept Angle Pressure Constant Surface
No-(pcf) (pcf) (psf) (deg) Param. (psf) No.
1 130.0 130-0 500-0 32.0 0.00 0.0 1
2 125.0 125.0 250.0 30-0 0-00 0.0 1
3 120-0 120-0 60.0 8,0 0-00 0.0 1
A Critical Failure Surface Searching Method, Using A Random
Technique For Generating Sliding Block Surfaces, Has Been
Specified.
The Active And Passive Portions Of The Sliding Surfaces
Are Generated According To The Rankine Theory.
50 Trial Surfaces Have Been Generated.
2 Boxes Specified For Generation Of Central Block Base
Length Of Line Segments For Active And Passive Portions Of
Sliding Block Is 5.0
Box X-Left Y-Left X-Right Y-Right Height
No. (ft) (ft) (ft) (ft) (ft)
1 146-00 69 a 50 151.00 69.50 0.00
2 165.00 70.50 250.00 74.50 0.00
Following Is Displayed The Most Critical Of The Trial
Failure Surfaces Examined.
* * Safety Factors Are Calculated By The Modified Janbu Method * *
Failure Surface Specified By 16 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 134.80 76.57
2 137.42 75-06
3 141.75 72.56
4 146.08 70.06
5 146.17 70.01
6 146.76 69.50
7 174.19 70.93
8 174.48 71-26
9 177.76 75.04
10 181-04 78.81
11 184.32 82.58
12 187.60 86.36
13 190.88 90,13
14 194.16 93.90
15 197-44 97.68
16 199.46 100-00
*** 1.858 ***
Project No. 04787-12-01
09'LSI 00'09l OS'Sn OO'SZ
(^^) SIXV -
OS
o
Q
O
o cn
o in
CM
LD
CM
O
o
in
CM
OJ
O
in
CO
o o
o in
o
in
ru
o o
in
o
tn
m
o
_p
cn
I—I
X
<
X
A
Figure C-9
PROBLEM DESCRIPTION: MELROSE AVE- STN- 86+70
Buttress - North Slope; Cross-Section E-E'
BOUNDARY COORDINATES
4 Top Boundaries
18 Total Boundaries
Boundary X-Left Y-Left X-Right Y-Right Soil '
No-(ft) (ft) (ft) (ft) Below
1 0.00 25.00 63.00 60.00 1
2 63.00 60.00 190.00 125.00 2
3 190.00 125a00 191-00 125.00 2
4 191.00 125.00 300.00 120.00 1
5 63.00 60.00 118.00 57.00 1
6 118.00 57.00 123.00 62.00 1
7 123-00 62.00 124.00 63.00 3
8 124.00 63.00 143.00 80.00 1
9 143.00 80.00 144.00 81.00 3
10 144.00 81.00 154.00 90.00 1
11 154.00 90a00 155.00 91,00 3
12 155.00 91.00 191 a 00 125.00 1
13 155-00 91-00 300.00 91.00 3
14 154-00 90.00 300.00 90.00 1
15 144.00 81-00 300.00 81-00 3
16 143.00 80a00 300.00 80,00 1
17 124-00 63-00 300aOO 72 a 00 3
18 123.00 62.00 300.00 71-00 1
ISOTROPIC SOIL PARAMETERS
3 Type(s) of Soil
Soil Total Saturated Cohesion Friction Pore Pressure Piez.
Type Unit Wt . Unit Wt. Intercept Angle Pressure Constant Surface
No. (pcf) (pcf) (psf) (deg) Param-(psf) No.
1 130.0 130.0 500.0 32.0 0.00 0.0 1
2 125.0 125.0 250.0 30.0 0.00 0.0 1
3 120-0 120-0 60.0 8-0 0.00 0.0 1
A Critical Failure Surface Searching Method, Using A Random
Techni^e For Generating Sliding Block Surfaces, Has Been
Specified-
The Active And Passive Portions Of The Sliding Surfaces
Are Generated According To The Rankine Theory.
50 Trial Surfaces Have Been Generated.
2 Boxes Specified For Generation Of Central Block Base
Length Of Line Segments For Active And Passive Portions Of
Sliding Block Is 5.0
Box X-Left Y-Left X-Right Y-Right Height
No. (ft) (ft) (ft) (ft) (ft)
1 120.00 62.50 125.00 62.70 0.00
2 150.00 64.00 250,00 69.00 0.00
Following Is Displayed The Most Critical Of The Trial
Failure Surfaces Examined.
* * Safety Factors Are Calculated By The Modified Janbu Method * *
Failure Surface Specified By 26 Coordinate Points
Point X-Surf Y-Surf
No, (ft) (ft)
1 95-73 76.75
2 98.74 75-02
3 103.07 72.52
4 107.40 70.02
5 111-73 67-52
6 116.06 65.02
7 120.39 62.52
8 179,27 65.46
9 179.60 65.84
10 182.02 70-22
11 184.44 74.59
12 186,87 78.96
13 187,44 80.00
14 188,31 81-00
15 190.74 85.37
16 193.16 89.75
17 193.30 90.00
18 194.17 91.00
19 196.60 95.37
20 199.02 99.75
21 201.44 104-12
22 203.87 108.49
23 206.29 112.87
24 208.72 117.24
25 211.14 121a61
26 212-47 124-02
1.509 ***
Project No. 04787-12-01
o
cn
c
CO -ri -
-TD LU
CD 1
II (Z UJ
•
CD
cn C
• C o u_ O -ri
TD u o CD CD
cn cn
+ CD
CD CD cn
00 cn o • CD z
z a CJ
1— o cn 1—1
cn fO
• cu LU iZ z > _p <
< c o _p
LU z c
cn CD
o 1 u
Q: CD
_i cn • 1—t
LU CO "•
CD <
c
-p
_p
D
LiXl
00'0S2 OO'OOS OO'OSi; OO'OOT OO'OS
(^^) SIXV - A
0
o o
o o
o o
o in m
o o
o o m
o o
o in
CM
O
o
o o cu
o o
o in
o o
o o
o o
o in
o
-P
cn
M
X
<
X
Figure C-10
PROBLEM DESCRIPTION: MELROSE AVE. STN. 86+70
Buttress - North Slope; Based On Grading Of
Adjacent Area; Cross-Section E-E'
BOUNDARY COORDINATES
5 Top Boundaries
11 Total Boundaries
Boundary X-Left Y-Left X-Right Y-Right Soil Type
No. (ft) (ft) (ft) (ft) Below Bnd
1 0.00 20.00 63.00 20.00 1
2 63.00 20-00 125-00 45,00 1
3 125.00 45.00 210.00 80.00 2
4 210.00 80.00 211.00 80.00 2
5 211.00 80-00 400.00 80.00 1
6 125.00 45-00 155.00 40-00 1
7 155.00 40-00 160.00 44.00 1
8 160.00 44.00 161-00 45-00 3
9 161.00 45.00 211.00 80-00 1
10 161.00 45.00 400.00 57.00 3
11 160-00 44-00 400-00 56.00 1
ISOTROPIC SOIL PARAMETERS
3 Type(s) of Soil
Soil Total Saturated Cohesion Friction Pore Pressure Piez.
Angle Pressure Constant Surface Type Unit Wt. Unit Wt. Intercept
No. (pcf) (pcf) (psf)
1 130.0
2 125.0
3 120.0
130.0
125.0
120.0
500.0
250,0
60.0
(deg)
32.0
30.0
8.0
Paraun.
0.00
0.00
0.00
(psf)
0-0
0.0
0.0
No.
1
1
A Critical Failure Surface Searching Method, Using A Random
Technique For Generating Sliding Block Surfaces, Has Been
Specified.
The Active And Passive Portions Of The Sliding Surfaces
Are Generated According To The Rankine Theory.
50 Trial Surfaces Have Been Generated.
2 Boxes Specified For Generation Of Central Block Base
Length Of Line Segments For Active And Passive Portions Of
Sliding Block Is 5.0
Box X-Left Y-Left X-Right Y-Right Height
NO. (ft) (ft) (ft) (ft) (ft)
1 161.00 44.50 166.00 45.00 0.00
2 200.00 46.00 300.00 51.30 0.00
Following Is Displayed The Most Critical Of The Trial
Failure Surfaces Examined.
* * Safety Factors Are Calculated By The Modified Janbu Method * *
Failure Surface Specified By 18 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 146.17 53.72
2 148 a 13 52-59
3 152.46 50.09
4 156.79 47.59
5 161.12 45-09
6 161.26 45.01
7 161.76 44.58
8 210.81 46-57
9 211.65 47.54
10 214.93 51.32
11 218-21 55.09
12 221.49 58-86
13 224.77 62.64
14 228.05 66.41
15 231.33 70-18
16 234.61 73.96
17 237.90 77.73
18 239-87 80-00
*** 1-883 ***
Project No. 04787-12-01
ID
TTi
II
cn
LL -
LU
1 O UJ
|\ CD
+ ZL c CD O o CO l-H -rl
cn +-)
• U
z JZ CD
1— 4J cn cn D
O cn
•
cn cn UJ o > z < CJ
UJ cn o
•:
_j
LU
o o
o o
o o
o in cn
o o
o o cn
o o
o in
ru
o o
o o cu
o o
o in
o o
o o
o o
o in
-p
cn
M
X
<
X
OO'OSS 00"002 OO'OSIP OO'OOT 00"OS
(^^) SIXV - A
0
F igure C-11
PROBLEM DESCailPTION: MELROSE AVE. STN. 86+70
South Slope; Cross-Section E-E'
BOUNDARY COORDINATES
5 Top Boundaries
7 Total Boundaries
mdary X-Left Y-Left X-Right Y-Right Soil Type
No. (ft) (ft) (ft) (ft) Below Bnd
1 0.00 25.00 60.00 25a00 1
2 60.00 25.00 114.00 52 a 00 1
3 114.00 52.00 116.00 53a00 2
4 116.00 53.00 190.00 85.00 1
5 190.00 85.00 400.00 85.00 1
6 116.00 53.00 400a00 53.00 2
7 114.00 52.00 400.00 52.00 1
ISOTROPIC SOIL PARAMETERS
2 Type(s) of Soil
Soil Total Saturated Cohesion Friction Pore Pressure Piez.
Angle Pressure Constant Surface
No. (pcf) (pcf) (psf) (deg) Param. (psf) No
1 130.0 130.0 500.0 32.0 0.00 0-0 1
2 120.0 120.0 60.0 8.0 0.00 0.0 1
A Critical Failure Surface Searching Method, Using A Random
Technique For Generating Sliding Block Surfaces, Has Been
Specified.
The Active And Passive Portions Of The Sliding Surfaces
Are Generated According To The Rankine Theory-
50 Trial Surfaces Have Been Generated-
2 Boxes Specified For Generation Of Central Block Base
Length Of Line Segments For Active And Passive Portions Of
Sliding Block Is 5.0
Box X-Left Y-Left X-Right Y-Right Height
No. (ft) (ft) (ft) (ft) (ft)
1 120.00 52.50 125.00 52.50 0.00
2 150.00 52.50 300.00 52.50 0.00
Following Is Displayed The Most Critical Of The Trial
Failure Surfaces Examined.
* * Safety Factors Are Calculated By The Modified Janbu Method * *
Failure Surface Specified By 13 Coordinate Points
Point X-surf Y-Surf
No-(ft) (ft)
1 118.46 54.06
2 120.38 53.00
3 120.95 52.50
4 181.45 52.50
5 181.88 53.00
6 184.31 57,37
7 186.73 61.75
8 189.16 66.12
9 191.58 70.49
10 194.00 74.87
11 196.43 79.24
12 198.85 83a61
13 199.62 85.00
*** 1.522 ***
API>E1SIDIX D
APPENDIX D
RECOMMENDED GRADING SPECLFICATIONS
FOR
RANCHO CARRILLO PROJECT - MAJOR ROADS
C:ARLSBAD, CALIFORNIA
PROJECT NO. 04787-12-01
RECOMMENDED GRADING SPECIHCATIONS
1 GENERAL
1.1 These Recommended Grading Specifications shall be used in conjunction with the
Geotechnical Report for the project prepared by Geocon Incorporated. The
recommendations contained in the text of the Geotechnical Report are a part of
the earthwork and grading specifications and shall supersede the provisions
contained hereinafter in the case of conflict.
1.2 Prior to the commencement of grading, a geotechnicai consultant (Consultant)
shall be employed for the purpose of observing earthwork procedures and testing
the fills for substantial conformance with the recommendations of the Geotech-
nical Report and these specifications. It will be necessary that the Consultant
provide adequate testing and observation services so that he may determine that,
in his opinion, the work was performed in substantial conformance with these
specifications. It shall be the responsibility of the Contractor to assist the
Consultant and keep him apprised of work schedules and changes so that
personnel may be scheduled accordingly.
1.3 It shall be the sole responsibility of the Contractor to provide adequate equipment
and methods to accomplish the work in accordance with applicable grading codes
Or agency ordinances, these specifications and the approved grading plans. If, in
the opinion of the Consultant, unsatisfactory conditions such as questionable soil
materials, poor moisture condition, inadequate compaction, adverse weather, and
so forth, result in a quality of work not in conformance with these specifications,
the Consultant will be empowered to reject the work and recommend to the
Owner that construction be stopped until the unacceptable conditions are
corrected.
DEFINITIONS
2.1 Owner shall refer to the owner of the property or the entity on whose behalf the
grading work is being performed and who has contracted with the Contractor to
have grading performed.
2.2 C^ontractor shall refer to the Contractor performing the site grading work.
2.3 Civil Engineer or Engineer of Work shall refer to the Califomia licensed Civil
Engineer or consulting firm responsible for preparation of the grading plans,
surveying and verifying as-graded topography.
2.4 Consultant shall refer to the soU engineering and engineering geology
consulting firm retained to provide geotechnical services for the project.
2.5 Soil Engineer shall refer to a Califomia licensed Civil Engineer retained by the
Owner, who is experienced in the practice of geotechnical engineering. The Soil
Engineer shall be responsible for having qualified representatives on-site to
observe and test the Contractor's work for conformance with these specifications.
2.6 Engineering Geologist shall refer to a CaUfomia licensed Engineering Geologist
retained by the Owner to provide geologic observations and recommendations
during the site grading.
2.7 Geotechnical Report shall refer to a soil report (including all addendums) which
may include a geologic reconnaissance or geologic investigation that was prepared
specifically for the development of the project for which these Recommended
Grading Specifications are intended to apply.
MATERIALS
3.1 Materials for compacted fill shall consist of any soil excavated from the cut areas
or imported to the site that, in the opinion of the Consultant, is suitable for use
in construction of fills. In general, fill materials can be classified as soU fills,
soil-rock fills or rock fills, as defined below.
3.1.1 Soil fills are defined as fills containing no rocks or hard lumps greater than
12 inches in maximum dimension and containing at least 40 percent by
weight of material smaller than 3/4 inch in size.
3.1.2 Soil-rock fills are defined as fills containing no rocks or hard lumps larger
than 4 feet in maximum dimension and containing a sufficient matrix ofsoU
fill to allow for proper compaction oisoU fill around the rock fragments or
hard lumps as specified in Paragraph 6.2. Oversize rock is defined as
material greater than 12 inches.
3.1.3 Rock fills are defined as fills containing no rocks or hard lumps larger than
3 feet in maximum dimension and containing little or no fines. Fines are
defined as material smaller than 3/4 inch in maximum dimension. The
quantity of fines shall be less than approximately 20 percent of the rock fill
quantity.
3.2 Material of a perishable, spongy, or otherwise unsuitable nature as determined by
the Consultant shall not be used in fills.
33 Materials used for fill, either imported or on-site, shall not contain hazardous
materials as defined by the Califonua Code of Regulations, Title 22, Division 4.
Chapter 30, Articles 9 and 10; 40CFR; and any other applicable local, state or
federal laws. The Consultant shall not be responsible for the identification or
analysis of the potential presence of hazardous materials. However, if
observations, odors or soil discoloration cause Consultant to suspect the presence
of hazardous materials, the Consultant may request from the Owner the
termination of grading operations within the affected area. Prior to resuming
grading operations, the c5wner shall provided a written report to the Consultant
indicating that the suspected materials are not hazardous as defined by applicable
laws and regulations.
3.4 The outer 15 feet of soU-rock fill slopes, measured horizontally, should be
composed of properly compacted soil fill materials approved by the Consultant.
Rock fill may extend to the slope face, provided that the slope is not steeper than
2:1 (horizontal:vertical) and a soil layer no thicker than 12 inches is track-walked
onto the face for landscaping purposes. This procedure may be utilized, provided
it is acceptable to the goveming agency, Owner and Consultant.
3.5 Representative samples of soil materials to be used for fill shaU be tested in the
laboratory by the Consultant to detennine the maximum density, optimum
moisture content, and, where appropriate, shear strength, expansion, and gradation
characteristics of the soil
3.6 During grading, soil or groundwater conditions other than those identified in the
Geotechnical Report may be encountered by the Contractor. The Consultant shall
be notified immediately to evaluate the significance ofthe unanticipated condition.
4 CLEARING AND PREPARING AREAS TO BE FILLED
4.1 Areas to be excavated and filled shall be cleared and grubbed. Clearing shall
consist of complete removal above the ground surface of trees, stumps, brush,
vegetation, man-made structures and similar debris. Gmbbing shall consist of
removal of stumps, roots, buried logs and other unsuitable material and shall be
performed in areas to be graded. Roots and other projections exceeding 1-1/2
inches in diameter shall be removed to a depth of 3 feet below the surface of the
ground. Borrow areas shall be gmbbed to the extent necessary to provide suitable
fill materials.
4.2 Any asphalt pavement material removed during clearing operafions should be
properly disposed at an approved off-site facility. Concrete fragments which are
free of reinforcing steel may be placed in fills, provided they are placed in
accordance with Section 6.2 or 63 of this document.
4.3 After clearing and gmbbing of organic matter or other unsuitable material, loose
or porous soils shall be removed to the depth recommended in the Geotechnical
Report The depth of removal and compaction shall be observed and approved
by a representative of the Consultant. The exposed surface shall then be plowed
or scarified to a minimum depth of 6 inches and until the surface is free from
uneven features that would tend to prevent uniform compaction by the equipment
to be used.
4.4 Where the slope ratio of the original ground is steeper than 6:1
(horizontal:vertical), or where recommended by the Consultant, the original
ground should be benched in accordance with the following illustration.
TYPICAL BENCHING DETAIL
FINISH GRADE
FINISH SLOPE SURFACE
nCMOVe AS RCCOMWENOeO
ay soit. iwuMttn
SLOPf TO BE SUCH TH4T
SLOUCMNC OR SLiOlNa -
OOCS MOT OCCUR
^'^^ —. B "
NOTC i HOTE Z '
NO SCALE
NOTES: (1) Key width "B" should be a minimum of 10 feet wide, or
sufficiently wide to permit complete coverage with the
compaction equipment used. The base of the key should be
graded horizontal, or inclined slightly into the natural slope.
(2) The outside of the bottom key should be below the topsoil
or unsuitable surficial material and at least 2 feet into dense
formational material. Where hard rock is exposed in the bottom
of the key, the depth and configuration of the key may be
modified as approved by the Consultant.
4.5 After areas to receive fill have been cleared, plowed or scarified, the surface
should be disced or bladed by the Contractor until it is unifonn and free from
large clods. The area should then be moisture condifioned to achieve the proper
moisture content, and compacted as recommended in Section 6.0 of these
specifications.
COMPACTION EQUIPMENT
5.1 Compacfion of soU or soil-rock fill shall be accompUshed by sheepsfoot or
segmented-steel wheeled rollers, vibratory rollers, multiple-wheel pneumatic-tired
rollers, or other types of acceptable compaction equipment. Equipment shaU be
of such a design that it wiU be capable of compacting the soU or soil-rock fill to the
specified relative compaction at the ^ecified moisture content.
5.2 Compaction of rock fills shall be performed in accordance with Section 6.3.
6 PLACING, SPREADING AND COMPACTION OF FILL MATEIUAL
6.1 SoU fill, as defined in Paragraph 3.1.1, shall be placed by the Contractor in
accordance with the foUowing recommendations:
6.1.1 SoU fiU shaU be placed by the Contractor in layers that, when compacted,
shouid generaUy not exceed 8 inches. Each layer shaU be spread evenly and
shaU be thoroughly mixed during spreading to obtain uniformity of material
and moisture in each layer. The entire fiU shaU be constmcted as a unit in
nearly level lifts. Rock materials greater than 12 inches in maximum
dimension shaU be placed in accordance with Section 6.2 or 63 of these
specifications.
6.1.2 In general, i)\QsoU fiU shaU be compacted at a moisture content at or above
the optimum moisture content as determined by ASTM D1557-78.
6.13 When the moisture content of soU fiU is below that specified by the
Consultant, water shaU be added by the Contractor untU the moisture
content is in the range specified.
6.1.4 When the moisture content of the soil fiU is above the range specified by
the Consultant or too wet to achieve proper compaction, the soU fiU shall
be aerated by the Contractor by blading/mixing, or other satisfactory
methods untU the moisture content is within the range specified.
6.1.5 After each layer has been placed, mixed, and spread evenly, it shaU be
thoroughly compacted by the Contractor to a relative compaction of at least
90 percent. Relative compaction is defined as the ratio (expressed in
percent) of the in-place dry density of the compacted fiU to the maximum
laboratory dry density as determined in accordance with ASTM D1557-78.
Compaction shaU be continuous over the entire area, and compaction
equipment shaU make sufficient passes so that the ^ecified minimum
density has been achieved throughout the entire fill
6.1.6 Soils having an Expansion Index of greater than 50 may be used in fiUs if
placed at least 3 feet below finish pad grade and should be compacted at
a moisture content generaUy 2 to 4 percent greater than the optimum
moisture content for the material.
6.1.7 Properiy compacted soU fiU shaU extend to the design surface of fiU slopes.
To achieve proper compaction, it is reconmiended that fiU slopes be over-
buUt by at least 3 feet and then cut to the design grade. This procedure is
considered preferable to track-walking of slopes, as descrUjed m the
foUowing paragraph.
6.1.8 As an altemative to over-buUding of slopes, slope faces may be back-roUed
with a heavy-duty loaded sheepsfoot or vibratory roUer at maximum 4-foot
fiU height intervals. Upon completion, slopes should then be track-waUced
with a D-8 dozer or similar equipment, such that a dozer track covers aU
slope surfaces at least twice.
6.2 SoU-rock fiU, as defined in Paragraph 3.1.2, shaU be placed by the Contractor in
accordance with the foUowing recommendations:
6.2.1 Rocks larger than 12 inches but less than 4 feet in maximum dimension
may be incorporated into the compacted soU fill, but shaU be limited to the
area measured 15 feet minimum horizontaUy from the slope face and 5 feet
below finish grade or 3 feet below the deepest utiUty, whichever is deeper.
6.2.2 Rocks or rock fragments up to 4 feet in maximum dimension may either be
individuaUy placed or placed in windrows. Under certain conditions, rocks
or rock fragments up to 10 feet in maximum dimension may be placed
using similar methods. The acceptabiUty of placing rock materials greater
than 4 feet in maximum dimension shaii be evaluated during grading, as
specific cases arise and shaU be approved by the Consultant prior to
placement.
6.23 For individual placement, sufficient space shaU be provided between rocks
to aUow for passage of compaction equipment.
6.2.4 For windrow placement, the rocks should be placed in trenches excavated
in properly compacted soU fiU. Trenches should be approximately 5 feet
wide and 4 feet deep in maximum dimension. The voids around and
beneath rocks should be fiUed with approved granular soU having a Sand
Equivalent of 30 or greater and should be compacted by flooding.
Windrows may also be placed utilizing an "open-face" method in Ueu of the
trench procedure, however, this method shouid first be approved by the
Consultant.
6.2.5 Windrows should generaUy be paraUel to each other and may be placed
either paraUel to or perpendicular to the face of the slope depending on the
site geometry. The minimum horizontal spacing for windrows shaU be
12 feet center-to-center with a 5-foot stagger or offset from lower courses
to next overlying course. The minimum vertical spacing between windrow
courses shaU be 2 feet from the top of a lower windrow to the bottom of
the next higher windrow.
6.2.6 AU rock placement, fiU placement and flooding of approved granular soU
in the windrows must be continuously observed by the Consultant or his
representative.
6.3 Rock fills, as defined in Section 3.13, shaU be placed by the Contractor in
accordance with the foUowing recommendations:
6.3.1 The base of the rock fiU shaU be placed on a sloping surface (minimum
slope of 2 percent, maximum slope of 5 percent). The surface shaU slope
toward suitable subdrainage outiet faciUties. The rock fills shaU be provided
with subdrains during constmction so that a hydrostatic pressure buUdup
does not develop. The subdrains shaU be permanently connected to
controUed drainage faciUties to control post-constmction infiltration of
water.
6.3.2 Rock fills shaU be placed in lifts not exceeding 3 feet. Placement shaU be
by rock trucks traversing previously placed lifts and dumping at the edge of
the cunentiy placed lift. Spreading of the rock fiU shaU be by dozer to
faciUtate seating of the rock. The rock fiU shaU be watered heavUy during
placement. Watering shaU consist of water tmcks traversing in front of the
current rock lift face and spraying water continuously during rock
placement. Compaction equipment with compactive energy comparable to
or greater than that of a 20-ton steel vibratory roUer or other compaction
equipment providing suitable energy to achieve the required compaction or
deflection as recommended in Paragraph 6.3.3 shaU be utilized. The number
of passes to be made wiU be detennined as described in Paragraph 6.33.
Once a rock fiU Uft has been covered with soU fill, no additional rock fiU
lifts wUl be permitted over the soU fiU.
6.3.3 Plate bearing tests, in accordance with ASTM Dl 196-64, may be performed
in both the compacted soU fiU and in the rock fiU to aid in determining the
number of passes of the compaction equipment to be performed. If
performed, a minimum of three plate bearing tests shaU be performed in
the properly compacted soU fiU (minimum relative compaction of 90
percent). Plate bearing tests shaU then be performed on areas of rock fill
having two passes, four passes and six passes of the compaction equipment,
respectively. The number of passes required for the rock fiU shaU be
determined by comparing the results of the plate bearing tests for the soU
fUl and the rock fUl and by evaluating the deflection variation with number
of passes. The required number of passes of the compaction equipment
wUl be performed as necessary untU the plate bearing deflections are equal
to or less than that determined for the properly compacted soU fill In no
case wiU the required number of passes be less than two.
6.3.4 A representative of the Consultant shaU be present during rock fiU
operations to verify that the minimum number of "passes" have been
obtained, that water is being properly appUed and that specified procedures
are being foUowed. The actual number of plate bearing tests wiU be
determined by the Consultant during grading. In general, at least one test
should be performed for each approximately 5,000 to 10,000 cubic yards of
rock fiU placed.
63.5 Test pits shaU be excavated by the Contractor so that the Consultant can
state that, in his opinion, sufficient water is present and that voids between
large rocks are properly fiUed with smaUer rock material In-piace density
testing wiU not be required in the rock fiUs.
6.3.6 To reduce the potential for "piping" of fines into the rock fiU from overiying
soU fiU material, a 2-foot layer of graded fUter material shaU be placed
above the uppermost lift of rock fUl. The need to place graded filter
material below the rock should be determined by the Consultant prior to
commencing grading. The gradation of the graded filter material wiU be
determined at the time the rock fiU is being excavated. Materials typical of
the rock fiU should be submitted to the Consultant in a timely manner, to
aUow design of the graded filter prior to the commencement of rock fill
placement.
6.3.7 AU rock fiU placement shaU be continuously observed during placement by
representatives of the Consultant.
OBSERVATION AND TESTING
7.1 The Consultant shaU be the Owners representative to observe and perform tests
during clearing, gmbbing, filling and compaction operations. In general, no more
than 2 feet in vertical elevation of soU or soil-rock fiU shaU be placed without at
least one field density test being performed within that interval. In addition, a
minimum of one field density test shaU be performed for every 2,000 cubic yards
ofsoU or soU-rock fiU placed and compacted.
7.2 The Consultant shaU perform random field density tests of the compacted soU or
soU-rock fiU to provide a basis for expressing an opinion as to whether the fiU
material is compacted as specified. Density tests shaU be performed in the
compacted materials below any disturbed surface. When these tests indicate that
the density of any layer of fiU or portion thereof is below that specified, the
particular layer or areas represented by the test shaU be reworked untU the
specified density has been achieved.
7.3 During placement of rock fiU, the Consultant shaU verify that the minimum
number of passes have been obtained per the criteria discussed in Section 6.3.3.
The Consultant shaU request the excavation of observation pits and may perform
plate bearing tests on the placed rock fills. The observation pits wUl be excavated
to provide a basis for expressing an opinion as to whether the rock fiU is properly
seated and sufficient moisture has been appUed to the material. If performed.
plate bearing tests wiU be performed randonUy on the surface of the most-recently
placed lift. Plate bearing tests wUl be performed to provide a basis for expressing
an opinion as to whedier the rock fiU is adequately seated. The maximum
deflection in the rock fiU determined in Section 6.3.3 shaU be less than the
maximimi deflection of the properly compacted soU fiU. When any of the above
criteria indicate that a layer of rock fiU or any portion thereof is below that
specified, the affected layer or area shall be reworked untU the rock fiU has been
adequately seated and sufficient moisture appUed.
7.4 A settiement monitoring program designed by the Consuhant may be conducted
in areas of rock fiU placement The specific design of the monitoring program
shaU be as recommended in the Conclusions and Recommendations section of the
project Geotechnicai Report or in the final report of testing and observation
services performed during grading.
7.5 The Consultant shaU observe the placement of subdrains, to verify that the
drainage devices have been placed and constmcted in substantial conformance
with project specifications.
7.6 Testing procedures shaU conform to the foUowing Standards as appropriate:
7.6.1 SoU and Soil-Rock Fills:
7.6.1.1 Field Density Test, ASTM D1556-82, Density of SoU In-Place By
the Sand-Cone Method.
7.6.1.2 Field Density Test, Nuclear Method, ASTM D2922-81, Density of
Soil and SoU-Aggregate In-Place by Nuclear Methods (Shallow
Depth).
7.6.1.3 Laboratory Compaction Test, ASTM D1557-78, Moisture-Density
Relations of Soils and Soil-Aggregate Mbaures Using 10-Pound
Hammer and 18-Inch Drop.
7.6.1.4 Expansion Index Test, Uniform BuUding Code Standard 29-2,
Es^ansion Index Test,
7.6.2 Rock Fills:
7.6.2.1 Field Plate Bearing Test, ASTM D1196-64 (Reapproved 1977)
Standard Method for Nonrepresentative Static Plate Load Tests of
Soils and Flexible Pavement Components, For Use in Evaluation
and Design of Airport and Highway Pavements.
8 PROTECTION OF WORK
8.1 During constmction, the Contractor shaU properly grade aU excavated surfaces to
provide positive drainage and prevent ponding of water. Drainage of surface
water shaU be controUed to avoid damage to adjoining properties or to finished
work on the site. The Contractor shaU take remedial measures to prevent erosion
of freshly graded areas untU such time as permanent drainage and erosion control
features have been instaUed. Areas subjected to erosion or sedimentation shaU
be properly prepared in accordance with the Specifications prior to placing
additional fiU or stmctures.
8.2 After completion of grading as observed and tested by the ConstUtant, no further
excavation or fiUing shaU be conducted except in conjunction with the services of
the Consultant,
CERTIFICATIONS Al^ FINAL REPORTS
9.1 Upon completion of the work. Contractor shaU fumish Owner a certification by
the CivU Engineer stating that the lots and/or buUding pads are graded to within
0.1 foot verticaUy of elevations shown on the grading plan and that aU tops and
toes of slopes are within 0.5 foot horizontaUy of the positions shown on the
grading plans. After installation of a' section of subdrain, the project CivU
Engineer should survey its location and prepare an as-buUt plan of the subdrain
location. The project CivU Engineer should verify the proper outiet for the
subdrains and the Contractor should ensure that the drain system is free of
obstmctions.
9.2 The Owner is responsible for furnishing a final as-graded soU and geologic report
satisfactory to the appropriate goveming or accepting agencies. The as-graded
report should be prepared and signed by a C^alifomia Hcensed CivU Engineer
experienced in geotechnical engineering and by a California Certified Engineering
Geologist, indicating that the geotechnical aspects of the grading were performed
in substantial conformance with the Specifications or approved changes to the
Specifications.
Geocon Incoiponted Fonn, Revisioii date: 06/04/90