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HomeMy WebLinkAboutB9700310 - Soils1 Lai 1rr Hoag Memorial Hospital Prabytrian-Geotechtticalltmttigation May 21, 1996 Law/Crandall Project 70131-6-0171.0001 Table E64 (ontinued): List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 I® of the Site (CAL TECH DATA NOVEMBER, 1932-JUNE, 1996) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 03-11-1933 08:32:00 33.75 N 118.08 W C 20 .0 4.2 03-11-1933 08:37:00 33.75 N 118.08 W C 20 .0 4.0 03-11-1933 08:54:57 33.70 N 118.07 W C 15 .0 5.1 03-11-1933 09:10:00 33.75 N 118.08 W C 20 .0 5.1 03-11..1933 09:11:00 33.75 N 118.03 W C 20 .0 4.4 03-11-1933 09:26:00 33.75 N 118.08 W C 20 .0 4.1 03-11-1933 10:25:00 33.75 N 118.08 W C 20 .0 4.0 03-11-1933 10:45:00 33.75 N 118.08 W C 20 .0 4.0 03-11-1933 11:00:00 33.75 N 118.08 W C 20 .0 4.0 03-11-1933 11:04:00 33.75 N 118.13 W C 23 .0 4.6 03-11-1933 11:29:00 33.75 N 118.08 W C 20 .0 4.0 03-11-1933 11:38:00 33.75 N 118.08 W C 20 .0 4.0 03-11-1933 11:41:00 33.75 N 118.08 W C 20 .0 4.2 03-11-1933 11:47:00 33.75 N 118.08 W C 20 .0 4.4 03-11-1933 12:50:00 33.68 b 118.05 W C 13 .0 4.4 03-11-1933 13:50:00 33.73 N 118.10 W C 20 .0 4 4 03-11-1933 13:57:00 33.75 N 118.08 W C 20 .0 4.0 03-11-1933 14:25:00 33.85 N 118.27 W C 40 .0 5.0 03-11-1933 14:47:00 33.73 N 118.10 W C 20 .0 4.4 03-11-1933 14:57:00 33.88 N 118.32 W C 46 .0 4.9 03-11-1933 15:09:00 33.73 N 118.10 W C 20 .0 4.4 03-11-1933 15:47:00 33.75 N 118.08 W C 20 .0 4.0 03-11-1933 16:53:00 33.75 N 118.00 W C 20 .0 4.8 03-11-1933 19:44:00 33.75 N 118.00 W C 20 .0 4.0 03-11-1933 19:56:00 33.75 N 118.08 W C 20 .0 4.2 03-11-1933 22:00:00 33.75 N 118.08 W C 20 .0 4.4 03-11-1933 22:31:00 33.75 N 118.08 W C 20 .0 4.4 03-11-1933 22:32:00 33.75 N 118.08 W C 20 .0 4.1 03-11-1933 22:40:00 33.75 N 118.08 W C 20 .0 4.4 03-11-1933 23:05:00 33.75 N 118.08 W C 20 .0 4.2 03-12-1933 00:27:00 33.75 N 118.08 W C 20 .0 4.4 03-12-1933 00:34:00 33.75 N 118.08 W C 20 .0 4.0 03-12-1933 04:48:00 33.75 N 118.08 W C 20 .0 4.0 03-12-1933 05:46:00 33.75 N 118.08 W C 20 .0 4.4 03-12-1933 06:01:00 33.75 N 116.08 W C 20 .0 4.2 ^3-12-1933 06:16:00 33.75 N 118.08 W C 2!' .0 4.6 12-1933 07:40:00 33.75 N 118.08 W C 20 .0 4.2 03-12-1933 08:35:00 33.75 N 118.08 W C 20 .0 4.2 03-12-1933 15:02:00 33.75 N 118.08 W C 20 .0 4.2 03-12-1933 16:51:00 33.75 N 118.08 W c 20 .0 4.0 03-12-1933 17:38:00 33.75 N 118.08 W C 20 .0 4.5 03-12-1933 18:25:00 33.75 N 118.08 W C 20 .0 4.1 NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION A . +- 1 km horizontal distance; +- 2 km depth E . +- 2 km horizontal distance; +- 5 km depth C . +- 5 km horizontal distance; no depth restriction D . +- 5 km horizontal distance Event qualities are highly suspect prior to 1990. Many of these event qualities are based an incomplete information according to Caltech. B-11 spry y'.:m.x.r...... Hoag Memorial Hospital PretbyIrian-Geotechnical lmYstigafon May 11, 1996 Lcw/Crandall Protect 70131-6-0171.0001 Table B-4 (continued): List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 LTn of the Site (CAL TECH DATA NOVEMBER, 1932-JUNE, 1996) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 03-12-1933 21:28:00 33.75 N 118.08 W C 20 .0 4.1 03-12-1933 23:54:00 33.75 N 118.08 W C 20 .0 4.5 03-13-1933 03:43:00 33.75 N 118.08 W C 20 .0 4.1 03-13-1933 04:32:J0 33.75 N 118.08 W C 20 .0 4.7 03-13-1933 06:17:00 33.75 N 118.08 W C 20 .0 4.0 03-13-1933 13:18:28 33.75 N 118.08 W C 20 .0 5.3 03-13-1933 15:32:00 33.75 N 118.08 W C 20 .0 4.1 03-13-1933 19:29:00 33.75 N 118.08 W C 20 .0 4.2 03-14-1933 00:36:00 33.75 N 118.08 W C 20 .0 4.2 03-14-1933 12:19:00 33.75 N 118.08 W C 20 .0 4.5 03-14-1933 19:01:50 33.62 N 118.02 W C 8 .0 5.1 03-14-1933 22:42:00 33.75 N 118.08 W C 20 .0 4.1 03-15-1933 02:08:00 33.75 N 118.08 W C 20 .0 4.1 03-15-1933 04:32:00 33.75 N 118.08 W C 20 .0 4.1 03-15-1933 05:40:00 33.75 N 118.08 W C 20 .0 4.2 03-15-1933 11:13:32 33.62 N 118.02 W C 8 .0 4.9 03-16-1933 14:56:00 33.75 N 118.08 W C 20 .0 4.0 03-16-1933 15:29:00 33.75 N 118.08 W C 20 .0 4.2 03-16-1933 15:30:00 33.75 N 118.08 W C 20 .0 4.1 03-17-1933 16:51:00 33.75 N 118.08 W C 20 .0 4.1 03-18-1933 20:52:00 33.75 N 118.08 W C 20 .0 4.2 03-19-1933 21:23:00 33.75 N 118.08 W C 20 .0 4.2 03-20-1933 13:58:00 33.75 N 118.08 W C 20 .0 4.1 03-21-1933 03:26:00 33.75 N 118.08 W C 20 .0 4.1 03-23-1933 08:40:00 33.75 N 118.08 W C 20 .0 4.1 03-23-1933 18:31:00 33.75 N 118.08 W C 20 .0 4.1 03-25-1933 13:46:00 33.75 N 118.08 W C 20 .0 4.1 03-30-1933 12:25:00 33.75 N 118.08 W C 20 .0 4.4 03-31-1933 10:49:00 33.75 N 118.08 W C 20 .0 4.1 04-01-1933 06:42:00 33.75 N 118.08 W C 20 .0 4.2 04-02-1933 08:00:00 33.75 N 118.08 W C 20 .0 4.0 04-02-1933 15:36:00 33.75 N 118.08 W C 20 .0 4.0 05-16-1933 20:58:55 33.75 N 118.17 W C 26 .0 4.0 08-04-1933 04:17:48 33.75 N 118.18 W C 27 .0 4.0 10-02-1933 09:10:17 33.78 N 118.13 W A 26 .0 5.4 10-02-1933 13:26:01 33.62 N 118.02 W C 8 .0 4.0 10-25-1933 07:00:46 33.95 N 118.13 W C 41 .0 4.3 11-13-1933 21:28:00 33.87 N 118.20 W C 37 .0 4.0 11-20-1933 10:32:00 33.78 N 118.13 W H 26 .0 4.0 01-09-1934 14:10:00 34.10 N 117.68 W A 58 .0 4.5 01-18-1934 02:14:00 34.10 N 117.68 W A 58 .0 4.0 01-20-1934 21:17:00 33.62 N 118.12 W 8 17 .0 4.5 NOTE: Q I5 A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION A . +- 1 km horizontal distance; +- 2 km depth B .. +- 2 km horizontal distance; +- 5 km depth C s +- 5 km horizontal distance; no depth restriction D . >+- 5 km horizontal distance Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech. B-12 r.: LE Li Hoag Memorial Hospital Presbytrian-Geotechntcal Investigation May 21, 1996 Law/Crandall Project 70131-6-0171,0001 Table B-4 (continued): Idst of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 km of the Slie (CAL TECH DATA NOVEMBER, 1932-JUNE, 1995) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 04-17-1934 18:33:00 33.57 N 117.58 W C 8 .0 4.0 10-17-1934 09:38:00 33.63 N 118.40 W B 43 .0 4.0 11-16-1934 21:26:00 33.75 N 118.00 W 3 15 .0 4.0 06-07-1935 16:33:00 33.27 N 117.02 W B 94 .0 4.0 06-19-1935 11:17:00 33.72 N 117.52 W B 40 .0 4.0 07-13-1935 10:54:1G 34.20 N 117.90 W A 64 .0 4.7 09-03-1935 06:47:00 34.03 N 117.32 W B 73 .0 4.5 11-04-1935 03:55:00 33.50 N 116.92 W B 95 .0 4.5 12-25-1935 17:15:00 33.60 N 118.02 W B 8 .0 4.5 02-23-1936 22:20:42 34.13 N 117.34 W A 79 10.0 4.5 02-26-1936 09:33:27 34.14 N 117.34 W A 80 10.0 4.0 07-29-1936 14:22:52 33.45 N 116.90 W C 98 10.0 4.0 08-22-1936 05:21:00 33.77 N 117.82 W B 19 .0 4.0 01-15-1937 18:35:47 33.56 N 118.06 W B 13 10.0 4.0 03-19-1937 01:23:38 34.11 N 117.43 W A 72 10.0 4.0 07-07-1937 11:12:00 33.57 N 117.98 W B 8 .0 4.0 09-01-1937 13:48:08 34.21 N 117.53 W A 75 10.0 4.5 09-01-1937 16:35:33 34.18 N 117.55 W A 72 10.0 4.5 09-13-1937 22:14:39 33.04 N 118.73 W C 98 10.0 4.0 05-21-1938 09:44:00 33.62 N 118.03 W B 9 .0 4.0 05-31-1938 08:34:55 33.70 N 117.51 W B 40 10.0 5.2 06-16-1938 05:59:16 33.46 N 116.90 W B 98 10.0 4.0 07-05-1938 18:06:55 33.68 N 117.55 W A 36 10.0 4.5 08-06-1938 22:00:55 33.72 N 117.51 W B 41 10.0 4.0 08-31-1938 03:18:14 33.76 N 118.25 W A 33 10.0 4.5 11-29-1938 19:21:15 33.90 N 118.43 W A 56 10.0 4.0 12-07-1938 03:38:00 34.00 N 118.42 W B 61 .0 4.0 12-27-1938 10:09:28 34.13 N 117.52 W B ;4 10.0 4.0 04-03-1939 02:50:44 34.04 N 117.23 W A 80 10.0 4.0 06-25-1939 01:49:00 32.75 N 118.20 W C 100 .0 4.5 11-04-1939 21:41:00 33.77 N 118.12 W B 23 .0 4.0 11-07-1935 18:52:08 34.00 N 117.28 W A 74 .0 4.7 12-27-1939 19:28:49 33.78 N 118.20 W A 30 .0 4.7 01-13-1940 07:49:07 33.76 N 118.13 W B 26 .0 4.0 02-08-1940 16:56:17 33.70 N 118.07 W B 15 .0 4.0 02-11-1940 19:24:10 33.98 N 118.30 W B 52 .0 4.0 02-19-1940 12:06:55 34.02 N 117.05 W A 93 .0 4.6 04-18-1940 18:43:43 34.03 N 117.35 W A 71 .0 4.4 06-05-1940 08:27:27 33.83 N 117.40 W B 55 .0 4.0 07-20-1940 04:01:13 33.70 N 118.07 W 3 15 .0 4.0 10-11-1940 05:57:12 33.77 N 118.45 W A 50 .0 4.7 10-12-1940 00:24:00 33.78 N 118.42 W B 48 .0 4.0 NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION A n +- 1 km horizontal distance; +- 2 km depth B +- 2 km horizontal distance; +- 5 km depth C - +- 5 km horizontal distance; no depth restriction D - >+- 5 km horizontal distance Event qualities are highly suspect prior to 1990. Many of these event qualities are hawed on incomplete information according to Caltech. B-13 Hoag Memorial Hospital Pr.sbytrian-Geoteci nical Investigation May 21, 1996 Law/Crandall Project 70131.6-0171.0001 Nam Table 164 (continued): List of lilstoric Earthquakes of Magtdtude 4.0 or GreateF Within 1001rm of the Site (CAL TECH DATA NOVEMBER, 1932-JUNE, 1996) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 10-14-1940 20:51:11 33.78 N 118.42 W B 48 .0 4.0 11-01-1940 07:25:03 33.78 N 118.42 W B 48 .0 4.0 11-01-1940 20:00:46 33.63 N 118.20 W B 25 .0 4.0 11-02-1940 02:58:20 33.78 N 118.42 W B 48 .0 4.0 01-30-1941 01:34:46 33.97 N 118.05 W A 40 .0 4.1 03-22-1941 06:22:40 33.52 N 118.10 W B 19 .0 4.0 03-25-1941 23:43:41 34.22 N 117.47 W B 79 .0 4.0 04-11-1941 01:20:24 33.95 N 117.58 W B 49 .0 4.0 10-22-1941 06:57:18 33.82 N 118.22 W A 34 .0 4.8 11-14-1941 08:41:36 33.76 N 118.25 W A 34 .0 4.8 01-24-1942 21:41:48 32.80 N 117.83 W B 92 .0 4.0 04-16-1942 07:28:33 33.37 N 118.15 W C 35 .0 4.0 02-23-1943 09:21:12 32.85 N 117.48 W C 95 .0 4.0 10-24-1943 00:29:21 33.93 N 117.37 W C 63 .0 4.0 06-19-1944 00:03:33 33.87 N 118.22 W B 38 .0 4.5 06-19-1944 03:06:07 33.87 N 118.22 W C 38 .0 4.4 02-24-1946 06:07:52 34.40 N 117.80 W C 87 .0 4.1 03-01-1948 08:12:13 34.17 N 117.53 W B 71 .0 4.7 10-03-1948 02:46:28 34.18 N 117.58 W A 70 .0 4.0 01-11-1950 21:41:35 33.94 N 118.20 W A 43 .4 4.1 09-22-1951 OB:22:39 34.12 N 117.34 W A 78 11.9 4.3 12-26-1951 00:46:54 32.82 N 118.35 W B 97 .0 5.9 02-13-1952 15:13:37 32.87 N 118.25 W C 89 .0 4.7 02-17-1952 12:36:58 34.00 N 117.27 W A 74 16.0 4.5 10-26-1954 16:22:26 33.73 N 117.47 W B 45 .0 4.1 05-15-1955 17:03:25 34.12 N 117.48 W A 70 7.6 4.0 01-03-1956 00:25:48 33.72 N 117.50 W B 42 13.7 4.7 06-28-1960 20:00:48 34.12 N 117.47 W A 69 12.0 4.1 10-04-1961 02:21:31 33.85 N 117.75 W B 31 4.3 4.1 10-20-1961 19:49:50 33.65 N 117.99 W B 7 4.6 4.3 10-20-1961 20:07:14 33.66 N 117.98 W B 6 6.1 4.0 10-20-1961 21:42:40 33.67 N 117.98 W B 6 7.2 4.0 10-20-1961 22:35:34 33.67 N 118.01 W B 9 5.6 4.1 11-20-1961 08:53:34 33.68 N 117.99 W B 8 4.4 4.0 04-27-1962 09:12:32 33.14 N 117.19 W B 71 5.7 4.1 09-14-1963 03:51:16 33.54 N 118.34 W B 39 2.2 4.2 09-23-1963 14:41:52 33.71 N 116.93 W B 94 16.5 5.1 08-30-1964 22:57:37 34.27 N 118.44 W B 86 15.4 4.0 01-01-1965 08:04:18 34.14 N 117.52 W B 69 5.9 4.4 04-15-1965 20:08:33 34.13 N 117.43 W B 74 5.5 4.5 01-08-1967 07:37:30 33.63 N 118.47 W B 49 11.4 4.0 01-ob-1967 07:38:05 33.66 N 118.41 W C 45 17.7 4.0 NOTE: Q I5 A SACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION A . +- 1 km horizontal distance; +- 2 km depth e ▪ +- 2 km horizontal distance; +- 5 km depth C . +- 5 km horizontal distance; no depth restriction D . >+- 5 lan horizontal distance Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech. B-14 Hoag Memorial Hospital Presbytrkan-Geotechnica! Investigation Law/Crandall Project 70131-6.0171.0001 Table B-4 (continued): List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 km of the Site (CAL TECH DATA NOVEMBER, 1932-QUNE, 1996) May 21,1996 DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 06-15-1967 04:58:05 34.00 N 117.97 W B 42 10.0 4.1 05-05-1969 16:02:09 34.30 N 117.57 W 8 83 8.8 4.4 10-27-1969 13:16:02 33.55 N 117.81 W B 15 6.5 4.5 09-12-1970 14:10:11 34.27 N 117.52 W A 81 8.0 4.1 09-12-1970 14:30:52 34.27 N 117.54 W A 81 8.0 5.2 09-13-1970 04:47:48 34.28 N 117.55 W A 81 8.0 4.4 02-09-1971 14:00:41 34.41 N 118.40 W B 98 8.4 6.6 02-09-1971 14:01:08 34.41 N 118.40 W D 98 8.0 5.8 02-09-1971 14:01:33 34.41 N 118.40 W D 98 8.0 4.2 02-09-1971 14:01:40 34.41 N 118.40 W D 98 8.0 4.1 02-09-1971 14:01:50 34.41 N 118.40 W D 98 8.0 4.5 02-09-1971 14:01:54 34.41 N 118.40 W D 98 8.0 4.2 02-09-1971 14:01:59 34.41 N 118.40 W D 98 8.0 4.1 02-09-1971 14:02:03 34.41 N 118.40 W D 98 8.0 4.1 02-09-1971 14:02:30 34.41 N 118.40 W D 98 8.0 4.3 02-09-1971 14:02:31 34.41 N 118.40 W D 98 8.0 4.7 02-09-1971 14:02:44 34.41 N 118.40 W D 98 8.0 5.8 02-09-1971 14:03:25 34.41 N 118.40 W D 98 8.0 4.4 02-09-1971 14:03:46 34.41 N 118.40 W D 98 8.0 4.1 02-09-1971 14:04:07 34.41 N 118.40 W D 98 8.0 4.1 02-09-1971 14:04:34 34.41 N 118.40 W C 98 8.0 4.2 02-09-1971 14:04:39 31.41 N 118.40 W D 98 8.0 4.1 02-09-1971 14:04:44 34.41 N 118.40 W D 98 8.0 4.1 02-09-1971 14:04:46 34.41 N 118.40 W D 98 8.0 4.2 02-09-1971 14:05:41 34.41 N 118.40 W D 98 8.0 4.1 02-09-1971 14:05:50 34.41 N 118.40 W D 98 8.0 4.1 02-09-1971 14:07:10 34.41 N 118.40 W D 98 8.0 4.0 02-09-1971 14:07:30 34.41 N 118.40 W D 98 8.0 4.0 02-09-1971 14:07:45 34.41 N 118.40 W D 98 8.0 4.5 02-09-1971 14:08:04 34.41 N 118.40 W D 98 8.0 4.0 02-09-1971 14:08:07 34.41 N 118.40 W D 98 8.0 4.2 02-09-1971 14:08:38 34.41 N 118.40 W D 98 8.0 4.5 02-09-1971 14:08:53 34.41 N 118.40 W D 98 8.0 4.6 02-09-1971 14:10:21 34.36 N 118.31 W B 89 5.0 4.7 02-09-1971 14:10:28 34.41 N 118.40 W D 98 8.0 5.3 02-09-1971 14:16:12 34.34 N 118.33 W C 88 11.1 4.1 02-09-1971 14:19:50 34.36 N 118.41 W B 93 11.8 4.0 02-09-1971 14:39:17 34.39 N 118.36 W C 94 -1.6 4.0 02-09-1971 14:40:17 34.43 N 118.40 W C 100 -2.0 4.1 02-09-1971 14:43:46 34.31 N 118.45 W B 90 6.2 5.2 02-09-1971 15:58:20 34.33 N 118.33 W B 87 14.2 4.8 02-10-1971 03:12:12 34.37 N 118.30 W B 90 .8 4.0 NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION A - +- 1 km horizontal distance; +- 2 km depth B - +- 2 km horizontal distance; +- 5 km depth C - +- 5 km horizontal distance; no depth restriction D - a+- 5 km horizontal distance Event qualities are highly suspect prior to 1990. Many of these event qualities are based an incomplete information according to Caltech. B-15 rig w1 Z i•1 tr f 1 • Hoag Memorial Hospital Presbytrian.Ceotechnical Investigation May 21, 1996 Law/Crandall Project 70131-6-0171.0(201 Table B-4 (continued): List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 km of the Site (CAL TECH DATA NOVEMBER, 1932-.TUNE, 1996) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 02-10-1971 05:06:36 34.41 N 118.:.3 W A 95 4.7 4.3 02-10-1971 05:18:07 34.43 N 118.41 W A 100 5.8 4.5 02-10-1972 11:31:34 34.38 N 118.46 W A 97 6.0 4.2 02-10-1971 13:45:53 34.40 N 110.42 W A 97 9.7 4.3 02-10-1971 14:35:26 34.36 N 110.49 W A 97 4.4 4.2 02-10-1971 17:38:55 34.40 N 118.37 W A 95 6.2 4.2 02-21-1971 05:50:52 34.40 N 118.44 W A 98 6.9 4.7 02-21-1971 07:15:11 34.39 N 118.43 W A 97 7.2 4.5 03-07-1971 01:33:40 34.35 N 118.46 W A 94 3.3 4.5 03-25-1971 22:54:09 34.36 N 118.47 W A 96 4.6 4.2 03-30-1971 08:54:43 34.30 N 118.46 W A 89 2.6 4.1 03-31-1971 14:52:22 34.29 N 118.51 W A 91 2.1 4.6 04-01-1971 15:03:03 34.43 N 118.41 W A 100 8.0 4.1 04-02-1971 05:40:25 34.28 N 118.53 W A 92 3.0 4.0 04-15-1971 11:14:32 34.26 N 118.58 W B 93 4.2 4.2 04-25-1971 14:48:06 34.37 N 118.31 W B 90 -2.0 4.0 06-21-1971 16:01:08 34.27 N 118.53 W B 91 4.1 4.0 06-22-1971 10:41:19 33.75 N 117.48 W B 45 8.0 4.2 03-09-1s74 00:54:31 34.40 N 118.47 W C 100 24.4 4.7 08-14-1974 14:45:55 34.43 N 118.37 W A 98 8.2 4.2 01-12-1975 21:22:14 32.76 N 117.99 W C 96 15.3 4.7 01-01-1976 17:20:12 33.97 N 117.89 W A 38 6.2 4.2 10-18-1976 17:27:53 32.76 N 117.91 W P 96 13.8 4.2 08-12-1977 02:19:26 34.38 N 118.46 W B 97 9.5 4.5 01-01-1979 23:14:38 33.94 N 118.68 W B 78 11.3 5.2 10-17-1979 20:52:37 33.93 N 118.67 W C 76 5.5 4.2 10-19-1979 12:22:37 34.21 N 117.53 W B 75 4.9 4.1 10-23-1981 17:28:17 33.64 N 119.01 W C 99 6.0 4.6 02-09-1982 23:41:17 33.85 N 116.96 W D 94 6.0 4.1 05-25-1982 13:44:30 33.65 N 118.21 W A 27 12.6 4.3 01-08-1983 07:19:30 34.13 N 117.45 W A 72 7.8 4.1 02-22-1983 02:10:30 33.03 N 117.94 W D 65 10.0 4.3 02-27-1984 10:18:15 33.47 N 118.06 W C 20 6.0 4.0 09-07-1984 11:03:13 32.94 N 117.81 W C 76 6.0 4.3 10-02-1985 23:44:12 34.02 N 117.25 W A 78 15.2 4.8 07-13-1986 13:47:08 32.97 N 117.87 W C 73 6.0 5.4 07-13-1986 14:01:33 32.99 N 117.84 W C 70 6.0 4.3 07-14-1986 00:32:46 32.96 N 117.82 W C 74 6.0 4.1 07-29-1986 08:17:41 32.95 N 117.83 W C 75 6.0 4.3 07-30-1986 22:51:13 32.99 N 117.80 W C 72 6.0 4.0 07-31-1986 01:06:19 32.97 N 117.83 W C 73 6.0 4.1 09-30-1986 09:52:11 32.99 N 117.80 W C 71 6.0 4.1 NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION A = +- 1 km horizontal distance; +- 2 km depth B = +- 2 km horizontal distance; +- 5 km depth C = +- 5 km horizontal distance; no depth restriction D = >+- 5 km horizontal distance Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech. B-16 ui 1 ut Hong Memorial Hospital Prest nrian-Geoteci niaal Investigation May 21. 1996 Law/Crandall Project 70131-60171.0001 Table k4 (cuntieued): List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 kin of the Site (CAL TECH DATA NOVEMEER, 1932-JUNE, 1996) DATE TIME LATITUDE LONGITUDE 0 DIST DEPTH MAGNITUDE 02-21-1987 23:15:29 34.13 N 117.45 W A 72 8.5 4.0 10-01-1987 14:42:20 34.06 N 118.08 W A 51 9.5 5.9 10-01-1987 14:45:41 34.05 N 118.10 W A 50 13.6 4.7 10-01-1987 14:48:03 34.08 N 118.09 W A 52 11.7 4.1 10-01-1987 14:49:05 34.06 N 118.10 W A 51 11.7 4.7 10-01-1987 15:12:31 34.05 N 118.09 W A 50 10.8 4.7 10-01-1987 15:59:53 34.05 N 118.09 W A 50 10.4 4.0 10-04-1987 10:59:38 34.07 N 11.8.10 W A 52 8.3 5.3 02-11-1988 1S:25:55 34.08 N 118.05 W A 52 12.5 4.7 06-26-1988 15:04:58 34.14 N 117.71 W A 61 7.9 4.7. 11-20-1988 05:39:28 33.51 N 118.07 W C 18 6.0 4.9 12-03-1988 11:38:26 34.15 N /18.13 W A 61 14.3 5.0 01-15-1989 15:39:55 32.95 N 117.74 W C 77 6.0 4.3 01-19-1989 0,5:53:28 33.92 N 118.63 W A 72 11.9 5.0 02-18-1989 07:17:04 34.01 N 117.74 W A 46 3.3 4.1 04-07-1989 20:07:30 33.62 N 117.90 W A 3 12.9 4.7 06-12-1989 16:57:18 34.03 N 118.18 W A 50 15.6 4.6 06-12-1989 17:22:25 34.02 N 118.18 W A 50 15.5 4.4 12-28-1989 09:41:08 34.19 N 117.39 W A 81 14.6 4.3 02-28-1990 23:43:36 34.14 N 117.70 W A 62 4.5 S.4 03-01-1990 00:34:57 34.13 N 117.70 W A 60 4.4 4.0 03-01-1990 03:23:03 34.15 N 117.72 W A 62 11.4 4.7 03-02-1990 17:26:25 34.15 N 117.69 W A 62 5.6 4.7 04-04-1990 08:54:39 32.97 N 117.81 W C 73 6.0 4.3 04-17-1990 22:32:27 34.11 N 117.72 W A 57 3.6 4.8 06-28-1991 14:43:54 34.26 N 118.00 W A 71 10.5 5.4 06-28-1991 17:00:55 34.25 N 117.99 W A 70 9.5 4.3 01-17-1994 12:30:55 34.21 N 118.54 W A 86 18.4 6.7 01-17-1994 12:30:55 34.22 N 118.54 W A 86 17.4 6.6 01-17-1994 12:31:57 34.28 N 118.47 W A 88 .0 5.9 01-17-1994 12:34:18 34.30 N 118.50 W D 92 10.0 4.4 01-17-1994 12:39:39 34.26 N 118.53 W A 90 14.8 4.9 01-17-1994 12:40:09 34.32 N 118.50 W C 94 3.9 4.8 01-17-1994 12:54:33 34.31 N 118.45 W A 90 1.0 4.0 01-17-1994 12:55:46 34.27 N 118.58 W 2 93 16.5 4.1 01-17-1994 13:06:27 34.25 N 118.54 W A 90 .0 4.6 01-17-1994 13:26:44 34.32 N 118.45 W C 91 2.3 4.7 01-17-1994 13:28:13 34.27 N 118.58 W 3 93 .0 4.0 01-17-1994 13:56:02 34.28 N 118.62 W A 97 19.4 4.4 01-17-1994 14:14:30 34.33 N 118.44 W A 92 1.9 4.5 01-17-1994 15:07:03 34.30 N 118.47 W A 91 2.6 4.2 01-17-1994 15:07:35 34.31 N 118.47 W A 91 1.6 4.1 NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTR::L DETERMINATION A . +- 1 km horizontal distance; +- 2 km depth H . +- 2 km horizontal distance; +- 5 km depth C . +- 5 km horizontal distance; no depth restriction D . a+- 5 km horizontal distance Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech. B-17 Hoag Memorial Hospital Presbytrian-Geotechnical Investigation May 21. 1996 Law/Crandall Project 70131-6-0171.0001 Table B-4 (continued): List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 I® of the Site (CAL TEES DATA NOVEMBER, 1932-DUNE, 1996) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 01-17-1994 17:56:08 34.23 N 118.57 W A 90 19.2 4.6 01-17-1994 19:35:34 34.31 N 118.46 W A 90 2.1 4.0 01-17-1994 20:46:02 34.30 N 118.57 W A 95 9.5 4.9 01-17-1994 22:31:53 34.34 N 118.44 W A 93 .0 4.1 01-18-1994 11:35:09 34.22 N 118.61 W A 91 12.1 4.2 01-18-1994 13:24:44 34.32 N 118.56 W A 97 1.7 4.3 01-19-1994 14:09:14 34.22 N 118.51 W A 85 17.5 4.5 01-21-1994 18:39:15 34.30 N 118.47 W A 90 10.6 4.5 01-21-1994 18:39:47 34.30 N 118.48 W A 90 11.9 4.0 01-21-1994 18:42:28 34.31 N 118.47 W A 91 7.9 4.2 01-21-1994 18:52:44 34.30 N 118.45 W A 89 7.6 4.3 01-21-1994 18:53:44 34.30 N 118.46 W A 89 7.7 4.3 01-23-1994 08:55:08 34.30 N 118.43 W A 88 6.0 4.1 01-24-1994 04:15:18 34.35 N 118.55 W A 99 6.5 4.6 01-27-1994 17:19:58 34.27 N 118.56 W A 93 14.9 4.6 01-28-1994 20:09:53 34.38 N 118.49 W A 98 .7 4.2 01-29-1994 11:20:35 34.31 N 118.58 W A 97 1.1 5.1 01-29-1994 12:16:56 34.28 N 118.61 W A 96 2.7 4.3 02-03-1994 16:23:35 34.30 N 118.44 W A 89 9.0 4.0 02-06-1994 13:19:27 34.29 N 118.48 W A 90 9.3 4.1 02-25-1994 12:59:12 34.36 N 118.48 W A 96 1.2 4.0 03-20-1994 21:20:12 34.23 N 118.47 W A 84 13.1 5.2 05-25-1994 12:56:57 34.31 N 118.39 W A 88 7.0 4.4 06-15-1994 05:59:48 34.31 N 118.40 W A 88 7.4 4.1 12-06-1994 03:48:34 34.29 N 118.39 W A 86 9.0 4.5 06-21-1995 21:17:36 32.98 N 117.82 W C 72 6.0 4.3 NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICENTRAL DETERMINATION A . +- 1 km horizontal distance; +- 2 km depth B . +- 2 km horizontal distance; +- 5 km depth C . +- 5 km horizontal distance; no depth restriction D . .+- 5 km horizontal distance Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech. - Hoag Memorial Hospital PresbyMan-Geotechniea! Investigation May 21, 1996 Law/Crandall Project 70131-6-0171.0001 Table B-4 (continued): List of Historic Earthquakes of Magnitude 4.0 or Greater Within 1001® of the Site (CAL TECH DATA NOVEMBER, 1932-JUNE, 1996) SEARCH OF EARTHQUAKE DATA FILE' SITE: Hoag Hospital - Newport Beach COORDINATES OF SITE 33.6220 N 117.9350 W DISTANCE PER DEGREE 110.9 KM-N 92.8 KM-W MAGNITUDE LIMITS 4.0 - 8.5 TEMPORAL LIMITS 1932 - 1996 SEARCH RADIUS (KM) 100 NUMBER OF YEARS OF DATA 64.16 NUMBER OF EARTHQUAKES IN FILE 3887 NUMBER OF EARTHQUAKES IN AREA 363 LAW / C R A N D A L L B-19 Hoag Memorial Hospital Presbytrian-Geotechnical Investigation May 21. 1996 Law/Crandall Project 70131-6-0171.0001 Table B-4 (continued): List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 i® of the Site (RICHTER DATA 1906-1931) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 05-15-1910 15:47:00 33.70 N 117.40 W D 50 .0 6.0 04-21-1918 22:32:25 33.75 N 117.00 W D 88 .0 6.8 07-23-1923 07:30:26 34.00 N 117.25 W D 76 .0 6.3 SEARCH OF EARTHQUAKE DATA FILE 2 SITE: Hoag Hospital - Newport Beach COORDINATES OF SITE 33.6220 N 117.9350 W DISTANCE PER DEGREE 110.9 KM-N 92.8 KM-W MAGNITUDE LIMITS 6.0 - 8.5 TEMPORAL LIMITS 1906 - 1931 SEARCH RADIUS (KM) 100 NUMBER OF YEARS OF DATA 26.00 NUMBER OF EARTHQUAKES IN FILE 35 NUMBER OF EARTHQUAKES IN AREA 3 LAW / C R A N D A L L Hoag Memorial Hospital Presbyfrian-Geotechnical Investigation Law/Crandall Project 70131-6-0171.0001 Table B-4 (continued): List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 km of the Site (HOAR/cDMG DATA 1812-1905) 02-09-1890 04:06:00 34.00 N 117.50 W D 58 Ai Hoag Memorial Hospital Presbytrian-Geotechnical Investigation May 21, 1996 Law/Crandall Project 70131-6-0171.0001 .1 f .ii r Table B-4 (continued): List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 km of the Site SUMMARY OF E A R T H Q U A I& $ FZARCM NUMBER OF HISTORIC EARTHQUAKES WITHIN 100 At. MAGNITUDE RANGE NO'.h 7' 9.0 - 4.5 24:• 9.5 - 5.0 86 5.0 - 5.5 25 5.5 - 6.0 6 6.0 - 6.5 3 6.5 - 7.0 4 7.0 - 7.5 1 7.5 - 8.0 0 8.0 - 8.5 0 LAW / C R A N D A L L B-22 • I . Po l 1 Hoag Memorial Hospital PnsbyMan-Geotechnical Investigation May 21, 1996 Law/Crandall Project 70131-64171.0001 Table B-4 (continued): List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 km of the Site COMPUTATION OF RECURRENCE CURVE BIN MAGNITUDE RANGE NO/YR (N) 1 4.00 4.00 - 8.50 5.58 2 4.50 4.50 - 8.50 1.84 3 5.00 5.00 - 8.50 .537 4 5.50 5.50 - 8.50 .153 5 6.00 6.00 - 8.50 .604E-01 6 6.50 6.50 - 8.50 .494E-01 7 7.00 7.00 - B.50 .541E-02 NU B 7.50 7.50 - 8.50 .000 9 8.00 8.00 - 8.50 .000 A .929 B . .5276 (NORMALIZED) A . 4.148 B . .8726 SIGMA .162 LAW / C R A N D A L L Hoag Memorial Hospital Presbytrian-Geotechnical Investigation May 21. 1996 Law/Crandall Project 70131-6-0171.0001 Table B-4 (continued): List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 km of the Site COMPUTATION OF DESIGN MAGNITUDE CONSTANT AREA TABLE OF DESIGN MAGNITUDES RETURN PERIOD (YEARS) DESIGN MAGNITUDE DESIGN LIFE (YEARS) 25 50 75 100 25 50 75 100 .01 2487 4974 7462 9949 8.23 8.35 8.40 8.42 487 974 1462 1949 7.73 7.98 8.10 8.18 237 474 711 949 7.43 7.72 7.87 7.97 112 224 336 448 7.08 7.40 7.58 7.69 70 140 210 280 6.86 7.19 7.37 7.50 36 72 108 144 6.54 6.87 7.07 7.20 20 41 62 83 6.27 6.61 6.80 6.94 10 21 32 43 .. 5.95 6.29 6.49 6.63 MMIN - 4.00 MAX - 8.50 MU . 4.54 BETA • 2.009 LAW / C R A N D A L L PRELIMINARY GEOCHEMICAL SITE EVALUATION OF EXISTING RELIEF WELLS, GASEOUS FLARE, SOIL, WATER AND AIR ON A PORTION OF HOAG MEMORIAL HOSPITAL PRESBYTERIAN PROPERTY NEWPORT BEACH, CALIFORNIA 22 APRIL 1992 PREPARED FOR: ISA ASSOCIATES INC. IRVINE, CALIFORNIA PREPARED BY: GEOSCIENCE ANALYTICAL, INC. 4454 INDUSTRIAL STREET SIMI VALLEY, CA 93063 THE INFORMATION CONTAINED HEREIN IS SUBMITTED FOR THE SOLE AND EXCLUSIVE USE OF LSA ASSOCIATES INC. AND THE CITY OF NEWPORT BEACH AND SHALL NOT BE DISCLOSED OR FURNISHED TO ANY OTHER ENTITY, CORPORATION, OR THIRD PARTY, FOR PURPOSES OUTSIDE THE SPECIFIC SCOPE AND INTENT OF THIS CONTRACT, WITHOUT THE EXPRESS WRITTEN CONSENT OF GEOSCIENCE ANALYTICAL, INC. ANY UNAUTHORIZED DISSEMINATION OR REUSE OF THIS DOCUMENT WILL BE AT THE USER'S SOLE RISK AND WITH THE CONDITION THAT GEOSCIENCE ANALYTICAL, INC. BE HELD HARMLESS FROM ANY AND ALL CLAIMS FOR LOSSES OR DAMAGES AND EXPENSES ARISING OUT OF OR RESULTING FROM SUCH UNAUTHORIZED DISCLOSURE OR REUSE. THE ENVIRONMENTAL SERVICES OUTLINED IN THIS REPORT HAVE BEEN . CONDUCTED IN ACCORDANCE WITH CURRENT PRACTICE AND THE STANDARD OF CARE EXERCISED BY ENVIRONMENTAL CONSULTANTS PERFORMING SIMILAR TASKS IN THE SOUTHERN CALIFORNIA AREA. ONLY. LIMITED SAMPLING AND CHEMICAL ANALYSES WERE INCLUDED IN THIS ASSESSMENT. IN THE EVENT ANY CONDITIONS DIFFERING FROM, OR ADDITIONAL TO, THOSE DESCRIBED IN THIS ASSESSMENT ARE ENCOUNTERED AT A LATER TIME, GEOSCIENCE ANALYTICAL, INC. RESERVES THE RIGHT TO REVIEW SUCH CONDITIONS AND TO MODIFY, AS APPROPRIATE, THE ASSESSMENTS AND ANY CONCLUSIONS PROVIDED IN THIS REPORT. Fleet E. Rust, Ph.D. Registered Environmental Assessor - 3 CONTENTS 1.0 Contractor's Disclaimer 2.0 Summary 3.0 Field Sampling Procedure 4.0 Analytical Methods 5.0 Results and Discussion 6.0 Appendices 6.A. 6.B. 6.C. 6.D. 6.E. 6.F. 6.G. Table Figure 1: Figure 2: Table 1: Table 2: Table 3: Table 4: 5: Hydrogen Sulfide and Dioxide in Gas S.H. Table 6: 6.I. Table 6.J. 6.K. 6.L. 7: Aromatic Hydrocarbons in Gas Appendix B: Appendix C: Appendix D: Site Plan Flare Thermal Gradient . Sampling Site Locations Cl-C4 Hydrocarbons in Gas C5-C7 Hydrocarbons in Gas CO2, 02 and N2 in Gas . Sulfur Corrosivity of Water and Soil Health and Safety Plan . Chain -of -Custody Records . . Laboratory Results . 4 6 10 13 16 21 22 23 24 31 34 37 41 43 44 46 69 77 Y• • -4- 1.0 CONTRACTOR'S DISCLAIMER • PROFESSIONAL SERVICES HAVE BEEN PERFORMED BY GEOSCIENCE ANALYTICAL, INC. USING THAT DEGREE OF CARE AND SKILL ORDINARILY EXERCISED, UNDER SIMILAR CIRCUMSTANCES, BY REPUTABLE GEOCHEMISTS PRACTICING IN SOUTHERN CALIFORNIA. NO OTHER WARRANTY, EXPRESSED OR IMPLIED, IS MADE AS TO THE INFORMATION AND ADVICE INCLUDED IN THIS REPORT. WE HAVE NOT INSPECTED OR PASSED JUDGMENT UPON THE WORK OF ANY OIL COMPANY, THEIR CONTRACTORS OR THEIR SUBCONTRACTORS, IN CAPPING OIL OR GAS WELLS LOCATED ON THE SUBJECT PROPERTIES WHICH ARE IDENTIFIED IN THIS REPORT. WE HAVE NOT REVIEWED ANY PUBLIC OR PRIVATg RECORDS, IN SEARCH OF THE EXISTENCE OR LOCATION OF OTHER OIL OR GAS WELLS, HIDDEN, VISIBLE, OLD OR INADEQUATELY CAPPED, WHICH MIGHT BE LOCATED ON OR NEAR THE SUBJECT PROPERTY, WHETHER SUCH WELLS.MIGHT BE KNOWN OR UNKNOWN TO THE CALIFORNIA DIVISION OF OIL AND GAS. WITHOUT IN ANY WAY LIMITING OR QUALIFYING THE FOREGOING, BY REQUESTING OR RELYING UPON THIS REPORT, YOU WILL BE DEEMED TO ACKNOWLEDGE: (1) WE ARE NOT TO BE HELD LIABLE BY YOU, OR ANY PARTY CLAIMING THROUGH YOU, OR ANY PERSON INJURED UPON THE PROPERTY, FOR ANY LOSS, COST, LIABILITY, EXPENSE, ATTORNEYS FEES AND COSTS, OR CONSEQUENTIAL DAMAGES OCCURRING AS A RESULT OF ERRORS OR OMISSIONS ON THE PART OF THE STATE OF CALIFORNIA, THE CITY OF NEWPORT BEACH, THE REDEVELOPMENT AGENCY OF THE CITY OF NEWPORT BEACH, OR ANY OIL COMPANY, OR THEIR CONTRACTORS OR SUBCONTRACTORS IN CAPPING THE OIL OR GAS WELL(S) IDENTIFIED IN THIS REPORT, OR: (2) AS A RESULT OF BREAKAGE OF OR SEEPAGE FROM UNDER THOSE OIL OR GAS WELL CAPS, OR AS A RESULT OF THE MIGRATION AND SUBSEQUENT EXPLOSION OF BIOGENIC GAS, AS A RESULT OF EARTH -SHAKING ASSOCIATED WITH EARTHQUAKES, EXPLOSIONS, EXCAVATION, DEMOLITION, SEISMIC VELOCITY TESTING, SOIL TESTING, WELL DRILLING OR THE LIKE; AND (3) WE HAVE DISCLOSED TO YOU THAT, IN OUR OPINION AS PROFESSIONAL GEOCHEMISTS, IT IS UNWISE TO BUILD STRUCTURES OR PAVED SURFACES OVER ABANDONED OIL OR GAS WELLS, OR WITHIN A HIGH POTENTIAL METHANE ZONE, GIVEN THE RISKS DESCRIBED IN (2) ABOVE, WITHOUT SATISFACTORY MITIGATION. 2.0 SUMMARY Hoag Memorial Hospital Presbyterian (Hoag Hospital) has submitted an applicati.n for development which is the subject of a Draft Environmental Impact Report dated October 1991 that is currently undergoing review by the City of Newport Beach. Part of that Master Plan addresses future development of the "Lower Campus": a parcel of land immediately to the north of West Coast Highway, east of Superior Avenue and below the Newport Bluffs which is the site of Villa Balboa and Sea Faire Condominiums. Concerns have been raised about possible adverse affects soil gas conditions on the Lower Campus may have during construction . of new facilities and further into the future. In order to address those concerns GeoScience Analytical, Inc. was retained by LSA Associates, Inc. to undertake a preliminary soil, surface water and atmospheric gases sampling and analytical program. Neither LSA Associates, Inc. as Client, nor Hoag Hospital, as property owner, placed any constraints on the Contractor, nor did they suggest any interpretation of the data which were generated prior to completion of this report. On account of the preliminary nature of this study and the limited number of locations sampled hereunder, individual results may vary due to wind velocity, wind direction, barometric pressure, air temperature, and other variables. Three gas extraction wells currently exist on the Lower Campus site which are removing approximately 5,000 MCF of subterranean gas per month from well depths as great as 100 feet below grade (Ninyo & Moore, "Assessment of Hydrogen Sulfide and Methane Gas Hoag Hospital Master Plan", January 14, 1992). Currently this gas is being flared. Before combustion, the gas contains approximately 4,000 ppm (v/v) of hydrogen sulfide and is 46.0% by volume methane along with carbon dioxide (14.0%), nitrogen and oxygen. The nitrogen and oxygen are thought to be derived from ambient air. The oxygen concentration has been significantly depleted as a result of bacterial methane oxidation. The gas was extremely "dry" in that it contained only trace levels of heavier homologues of methane indicative of an early diagenetia production and/or in situ biodegradation. After flaring, preliminary results indicate that the methane is reduced to background levels and hydrogen sulfide is below the limits of detection in the air (0.1 ppm v/v). The combustion product of hydrogen sulfide, sulfur dioxide, is also beneath the limits of detection (0.1 ppm v/v) in all samples analyzed. Air samples collected from both the building interiors and roof vents of subterranean vent systems beneath the Child Care and Cancer Centers contained only background concentrations of methane with hydrogen sulfide below the limits of detection. Soil gas samples collected from the area of the wetlands and surrounding near surface soils contained methane concentrations from 8.1 ppm to 3,360 ppm or 6.3% of the lower explosive limit. - 8 Prior to the installation of gas remediation systems along West Coast Highway and within the Newport Beach Townhomes, this same area of the wetlands and surrounding soils contained concentrations of methane as high as 536,000 ppm (GeoScience Analytical, Inc., "Geochemical Investigation of near Surface Hydrocarbon Gas Accumulatlions in Soil on a Portion of Newport Beach Townhomes and 43rd and 44th Streets", March 22, 1990). With installation of two passive gas extraction systems, however, the surficial combustible gas concentrations have been reduced by more than 99.0% from 536,000 ppm to a high of 4,762 ppm. Carbon dioxide (CO2) concentrations within the Child Care Center and Cancer Center interior air spaces and outside in the open atmosphere were determined. Within the Child Care Center and Cancer Center the carbon dioxide concentration ranged from 1,800 to 3,000 ppm v/v and outside ambient air at 4' above ground level was 1,200 ppm. Samples recovered from the roof elevations downwind of the flare contained approximately 6,000 ppm v/v of carbon dioxide. Interior carbon dioxide concentrations were below levels of concern according to applicable Federal governmental standards (Occupational Safety & Health Administration, "Limits for Air Contaminants", July 1989, Table Z-1-A). Measurements were made for the presence of benzene, toluene, ethylbenzene and xylenes in samples recovered from within the Child Care Center and Cancer Center as well as ambient air 9 and subslab vents. In all cases concentrations were less than the limit of detection of 0.5 ppm v/v. Flare feedstock was also analyzed for these aromatic hydrocarbons. Feedstock gas contained less than the detection limits of benzene, toluene and ethylbenzene. Xylenes were present at less than 2.0 ppm v/v in the feedstock gas. The absence of these compounds is in agreement with an immature shallow source for the gas which is produced by early diagenetic reactions at low temperature. Samples collected from the wetlands contained no aromatic hydrocarbons above the limits of detection. Soil and water corrosivities were determined on samples taken from the wetlands. All pH.measurements were within the neutral range being neither acidic nor basic. A comprehensive Health and Safety Plan, attached herewith as Appenuix B, assured all aspects of site safety during all sampling activities. Anticipated elevated levels of hydrogen sulfide and methane were of primary importance. - 10 - 3.0 FIELD SAMPLING PROCEDURES Applicable EPA protocol was adhered to during all phases of the sampling activities (U.S. Environmental Protection Agency, "Test Methods for Evaluating Solid Wastes", Third Addition, 1986, SW-846; California Dept. of Health Services, "California Site Mitigation Decision Tree Manual", 1986). Chain -of -Custody records were maintained and are included herewith as Appendix C. A comprehensive Health and Safety Plan, attached herewith as Appendix B, assured all aspects of site safety during all sampling activities. Anticipated elevated levels of hydrogen sulfide and methane were of primary importance. Gaseous samples were of two types: those collected in 1 liter Tedlar bags and those collected in 250 cc glass containers sealed with inert teflon stoppers. Tedlar bags (SKC Type 232-01 equipped with a polypropylene valve) were filled with an oiless Dayton Speedaire pump model 2Z866. Connections between the pump and the Tedlar bag were made with 1/8" O.D. teflon tubing type TD2-03420. For sampling in remote areas such as roof vents, teflon tubing was used for the intake. For air sampling in accessible spaces such as rooms, ground level atmosphere or open space on roofs the pump intake was directly open to the atmosphere. All Tedlar bag samples, once collected, were stored in the dark. Glass sampling vessels were filled with distilled water and stoppered with a teflon septum leaving no headspace gas. Gas sampling was accomplished with a gas tight syringe and samples were stored in the glass vessels by water displacement. No atmospheric contamination or outgassing of the teflon occurs with this method. In some cases, ambient atmosphere was sampled by opening the vessel and draining the water. The container was then stoppered with a sample of ambient air within. Soil gas samples were collected by driving a four (4) foot probe into the soil with a slide hammer. A 1/8" teflon tube, described above, attached lowered 4' into the probe affixed to the uphole end to a thin stainless steel rod was then hole. An air tight 60cc syringe was of the tubing and one sample withdrawn to flush the tubing. Samples were withdrawn and injected into glass containers described previously. Soil samples were collected for pH measurements by removing the top 6" of soil with a spade. The soil was further disaggregated with a spatula and approximately 400 grams of soil removed with a teflon spatula and placed in a precleaned jar. The jar was sealed with ten (10) degrees Celsius in a collected in 200cc precleaned a teflon lined lid and stored at cooler. Water samples were containers by simple submergence, and were also stored at ten (10) degrees Celsius. Extraction well gas is pumped at a pressure higher than atmospheric. Therefore secondary pumping. was utilized to connect gas well samples required no use of tedlar bag samples, a 1/8" teflon tube the well valve on the high pressure side - 12 - of the pump to the polypropylene valve on the tedlar bag. The well pump valve was "cracked" open to flush the teflon tubing of atmospheric contamination and then the inlet of the polypropylene valve on the tedlar bag was affixed to the teflon tubing and opened, allowing the bag to fill. The valve was then closed and the tedlar bag stored in the dark. The glass containers were inverted over the teflon tubing and the incoming gas simply displaced the water. The tubing was then removed and the containers stoppered. A composite sample of all the wells was obtained in this fashion. Individual wells were sampled by isolating two (2) wells and letting the in line compressor operate for five (5) minutes to flush all composite gas from the lines. Samples were then taken as described above. Temperature measurements of the flare and thermal plume were also' taken. Since the flame is approximately 20' above ground surface, the thermocouple was attached to, but insulated from, a 20' long metal pole. The thermocouple was moved to various locations within the flame and plume. At each position of a desired temperature measurement, the thermocouple was held in place until the voltage measurement stabilized. 4.0 ANALYTICAL METHODS Samples were analyzed by Certified Testing Laboratories, an independent testing laboratory certified by numerous California governmental agencies in addition to the Environmental Protection Agency. Chain -of -Custody forms were maintained during all aspects of the program and are made a part of the record as Appendix C, attached. Analyses were performed according to applicable EPA protocol (U.S. Environmental Protection Agency, "Test Methods for Evaluating Solid Wastes", Third Addition, 1986, SW-846) or ASTM Methods where no EPA protocol has been established. Hydrogen Sulfide/Sulfur Dioxide Tedlar bag samples were analyzed for their H2S and/or SO2 content with a gas chromatograph equipped with a Hall detector according to EPA Method 15(mod.). All samples were analyzed within 72 hours of collection. Results are reported as parts -per -million (ppm) volume/volume. Applicable QA/QC protocol was followed including standardization, blanks and replicate analyses. BenzenejToluene.Ethylbenzene/Xvlenes (BTXE) Tedlar bag samples were analyzed for their applicable aromatic hydrocarbon content by gas chromatography using a photo - ionization detector according to EPA Method 8020. Results are reported as parts -per -million (ppm) volume/volume. Applicable QA/QC protocol was followed including standardization, blanks and replicate analyses. Corrosivity (pH) The corrosivity of the soil and water samples was measured according to EPA Method 9040 using a calibrated electrode. Results are reported as standard pH units. Applicable QA/QC protocol was followed including standardization, blanks and replicate analyses. Carbon Dioxide. Oxygen and Nitrogen Samples were analyzed according to ASTM Method D1946. Gas container samples were analyzed for their CO2, 02 and N2 content using a Carle Model 8700 gas chromatograph equipped with a thermal conductivity detector. The carrier gas is helium at a flow rate of 30 cc/min. Two stainless steel 1/8" O.D. packed columns in tandem are used for the separation: an 8.0, 50/80 mesh mixture of 80% PPN/20% PPQ porapack followed by a 6.0' molecular sieve 5A 60/80 mesh. Quantitation is with an HP Model 3390A electronic integrator. Results are reported as parts -per -million (ppm) volume/volume. Applicable QA/QC protocol was followed including standardization, blanks and replicate analyses. C1-C7 Hydrocarbons Glass container samples were analyzed for their methane, ethane, • • - 15 - ethylene, propane, propylene, isobutane, n-butane, isopentane, n-pentane, isohexane, n-hexane, isoheptane and n-heptane content using a model 2400 dual column Varian gas chromatograph equipped with flame ionization detectors. The separation is achieved with an 8.0' stainless steel 1/8" O.D. column packed with 100/120 mesh alumina. Temperature programming occurs from 70 - 240 degrees Celsius at 15 degrees per minute. Quantitation is with an HP 3390A electronic integrator. Results are reported as parts -per -million (ppm) volume/volume. Applicable QA/QC protocol was followed including standardization, blanks and replicate analyses. Flame Temperature The flame and thermal gradient plume was measured with an Omega Engineering Inc. Type K nickel -chromium alloy/ nickel -aluminum alloy thermocouple (Cromel-Alumel) affixed to a 20' steel tube. The voltage output was measured with a Model 9176 Varian strip chart recorder set at 50 mV full scale deflection. Power for the recorder was supplied by a 3500 watt generator. Results are reported as degrees Celsius. Calibration was performed before, during, and following field measurments. - 16 - 5.0 RESULTS AND DISCUSSION Hoag Memorial Hospital Presbyterian (Hoag Hospital) has submitted a Master Plan development application which is the subject of a Draft Environmental Impact Report dated October 1991 that is currently undergoing review by the City of Newport Beach. Part of that Master Plan addresses future development of the "Lower Campus", a parcel of land immediately to the north of West Coast Highway, east of Superior Avenue and below the Newport Bluffs which is the site of Villa Balboa and Sea Faire Condominiums. Seventy-three (73) samples were collected from the soil and air of the subject property as part of the current study. Sample types and locations are identified in Table 1. The gas being supplied to the existing flare contains 46.0% methane (TAB. 2) and approximately 4,000 ppm of hydrogen sulfide (TAB. 5). These values, measured on four (4) distinct samples of flare feedstock, are in good agreement with previous studies of the well gas. The flare is currently combusting approximately 50 lbs. of sulfur, as hydrogen sulfide, per day from the production of the shallow gas extraction wells. This effluent is not creating any detectable levels of hydrogen sulfide or sulfur dioxide in the ambient air. Anticipated scrubbing of the feedstock to remove hydrogen sulfide will reduce the possibility of future atmospheric pollution due to sulfur from the extraction wells. Air samples taken at the Child Care Center and the Cancer Center, as well as samples from throughout the site did not detect hydrogen sulfide or sulfur dioxide above the limits of detection (TAB. 5). Only trace levels of methane are present on the subject site, except for the area of the wetlands and in decaying surface vegetation. Four (4) samples taken from the roof and interior of the Child Care Center and Cancer Center were analyzed for an expected combustion product of methane, carbon dioxide, and a hydrogen sulfide combustion product, sulfur dioxide, and aromatic hydrocarbons. The background concentration of carbon dioxide in the atmosphere is approximately 350 ppm v/v in pristine environments ("Handbook of Chemistry & Physics", 53rd Addition, CRC Press). Automobiles, power plants and sewage decay are known large producers of carbon dioxide. Five (5) air samples taken at an elevation of approximately 15 - 35 feet above grade contained carbon dioxide concentrations of approximately 5,500 ppm v/v (TAB. 4). The existing flare effluent was calculated to contain roughly 600,000 ppm v/v of carbon dioxide which is apparently undergoing dilution by a factor of 100 in the ambient air downwind of the flare. Nine (9) samples were analyzed for sulfur dioxide and did not contain SO2 above the level of detection of 0.1 ppm v/v which suggests that the SO2 reacted by conversion to sulfate (TAB. 5). Five (5) air samples which were collected from subslab vents did not contain levels of methane or other hydrocarbons above background. Carbon dioxide concentrations were similar to that found in the surrounding air. No sulfur dioxide or hydrogen sulfide were detected in the vent gases above the limit of detection of 0.1 ppm v/v (TAB. 5). The maximum temperature of the flare was measured at approximately 600 degrees Celsius (FIG. 2) which means that the gas density is about one half its normal atmospheric value. Therefore,•the flare plume rises very quickly thereby mitigating any negative adverse impact on neighboring on -site buildings. The relatively low combustion temperature of the flare is caused by the very low BTU content of the gas (less than 500 BTU) which means that the formation of oxides of nitrogen is highly unlikely. The thermal gradient has been measured and is schematically represented in Figure 2. Sixteen (16) gas samples were collected at ground level throughout the Upper and Lower Campus areas and contained carbon dioxide concentrations ranging as high as 1,800 ppm v/v in a few cases during periods of reduced sea breezes (TAB. 4). These levels are the probable result of automobile exhaust and other combustion processes and do not pose a health risk. Existing governmental standards identify threshholds of 5,000 - 20,000 ppm v/v as levels of concern over extended periods of time within enclosed spaces. Five (5) representative gas samples were collected at shallow depths throughout the wetlands and surrounding areas. No samples contained hydrogen sulfide and/or sulfur dioxide at • levels above the detection limit of 0.1 ppm v/v. Methane in the air samples was less than 10.0 ppm v/v and methane in soil samples was less than 100 ppm v/v in most cases. At the far west end of the wetlands near the toe of the bluff a concentration of 3,360 ppm v/v methane was observed in the shallow soil gas and in the median of West Coast Highway across from the east gate of Newport Beach Townhomes a concentration of 4,762 ppm v/v of methane was observed. Two years ago, shallow methane soil gas concentrations in this area were found to be 536,000 ppm by volume. At that time two methane mitigation systems were installed that have reduced the soil gas concentrations of methane by more than 99.0%. Both systems were financed as the result of funds appropriated through the actions of State Senator Marian Bergeson. One system was installed on the north side of West Coast Highway by Merrill Wright and the other system by GeoScience Analytical, Inc. on property owned by Newport Beach Townhomes. One gas sample was taken in a pile of composting grass clippings and contained 2,317.0 ppm v/v of methane (TAB. 2). Carbon dioxide was present at a concentration of almost 81,000 ppm v/v (TAB. 4). The grass pile was noticably warm and emitted an. organic odor typically associated with composting vegetation. Decaying vegetation is a potent source of methane and carbon dioxide found in and around the wetlands. It is possible that the wetlands contribute substantially.to near surface methane found in the surficial soils and atmosphere. - 20 - Carbon dioxide concentration of the wetlands airspace, measured at seven (7) locations, was somewhat elevated over background levels of 350 ppm v/v. The carbon dioxide in the grass clippings would indicate that some comes from decaying vegetation in the wetlands. The balance may be from urban activities such as automobile exhaust, home heating, commercial heating, etc. as suggestee by the elevated levels along West Coast Highway and within parking lots of the Upper Campus (TAB. 4). Of seven (7) locations sampled, no ambient air samples or shallow soil gas samples contained benzene, toluene, ethylbenzene or xylenes at levels greater than the detection limit (TAB. 7). The flare feedstock was also void of these compounds with the exception of trace levels of xylene far below levels of concern: OSHA standards for xylene in the work place are from 100.0 - 150.0 ppm v/v while the flare feedstock contains less than 2.0 ppm v/v. Hydrocarbons are all flammable and are consumed by the flare. There is no detectable release of aromatic hydrocarbons on the site nor has a source been identified. The pH of three (3) soil and four (4) water samples recovered from the wetlands was measured (TAB. 6). Soil samples were retrieved from a depth of 6" below grade and water was taken from the surface. All samples were neutral. In no case was an acidic or alkaline soil or water identified on the subject site. WIND DIRECTION BURNER AIR INTAKE PILOT FROM COMPRESSOR/VACUUM PUMP - 23 - FIGURE 2 FLARE EFFLUENT TEMPERATURE GRADIF.NT • • O • to • 600° C 500° C 400° C 300° C 200° C 100° C 0 TEMPERATURE MEASUREMENT LOCATION • 1 5.0 ft. TABLE 1 SAMPLING SITE LOCATIONS Location Date Time 92-04-04-1337-1 Bottle Child Care Center Roof April 4, 1992 1000 Subslab Vent Pipe 43.5' N of S Wall of Building 53' E of W Wall of Building 92-04-04-1337-2 Tedlar Child Caro Center Roof April 4, 1992 1015 Subslab Vent Pipe 43.5' N of S Wall of Building 53' E of W Wall of Building 92-04-04-1337-3 Tedlar Child Care Center Roof April 4, 1992 1021 Subslab Vent Pipe 43.5' N of S Wall of Building 53' E of W Wall of Building 92-04-04-1337-4 Bottle Child Care Center Roof April 4, 1992 1046 Subslab Vent Pipe 8' S of 8 Wall of Building 26' W of E Wall of Building Roof Elevation of 12.5' Above Grade 92-04-04-1337-5 Tedlar Child Care Center Roof April 4, 1992 1059 Subslab Vent Pipe 8' S of N Wall of Building 26' W of E Welt of Building Roof Elevation of 12.5' Above Grade 92-04-04-1337-6 Tether Child Care Center Roof April 4, 1902 1120 Subslab Vent Pipe 8' S of N Wall of Building 26' W of E Wall of Building Roof Elevation of 12.5' Above Grade 92-04-04-1337-7 Bottle Child Care Center Roof April 4, 1992 1140 Atmosphere 4' Above Roof 21'S of N Wall of Building 15' E of W Well of Building 92-04-04-1337-8 Tedlar Child Care Center Roof April 4, 1992 1143 Atmosphere 4' Above Roof 21'S of N Wall of Building 15' E of W Wall of Building 92-04-04-1337-9 Tcdler Child Care Center Roof April 4, 1992 1155 Atmosphere 4' Above Roof 21'S of N Wall of Building 15' E of W Wall of Building 92-04-04-1337-10 Bottle Cancer Center Roof April 4, 1992 1220 Subslab Vent Pipe 18' NE of SU Wall 17' NW of SE Wall Roof Elevation of 29' Above Grade Semple No. Sample Type TABLE 1 (cont.) SAMPLING SITE LOCATIONS Location Date Time 92.04704.1337-11 Bottle Cancer Center Roof April 4, 1992 1225 Subsleb Vent Pipe 76' W of E Wall 40' N of S Wall 92-04-04-1337-12 Bottle Cancer Center Roof April 4, 1992 1245 Subsist) Vent Pipe 2' S of N Wall 11' W of E Well 92-04-04-1337-13 Tedlar Cancer Center Roof April 4, 1992 1300 Substab Vent Pipe 76' W of E Wall 40' N of S Wall 92-04-04-1337-14 Tedlar Cancer Center Roof April 4, 1992 1312 Subslab Vent Pipe 76' W of E Wall 40' N of S Wall 92-04-04-1337-15 Bottle Cancer Center April 4, 1992 1315 East End Elevator Shaft 92-04-04-1337-16 Tedlar Cancer Center April 4, 1992 1330 East End Elevator Shaft • 92-04-04-1337-17 Tedlar Cancer Center April 4, 1992 1345 East End Elevator Shaft • 92.04-04-1337-18 Bottle Child Care Center April 4, 1992 1403 Interior Air Space Preschool 1 Room 92-04-04-1337-19 'Tedlar Child Care Center Interior Air Space Preschool 1 Room 92-04-04-1337-20 Tedlar Child Care Center Interior Air Space Preschool 1 Roam 92-04-04-1337-21 Bottle Relief Well Gas Composite of All Wells 92-04.04-1337-22 Tedler Relief Well Gas Composite of All Wells 92-04-04-1337-23 Tedlar Relief Well Gas Composite of All Wells 92-04-04-1337-24 Bottle Relief Well Gas Well 05 April 4, 1992 1410 April 4, 1992 1415 April 4, 1992 1445 April 4, 1992 1450 April 4, 1992 1455 April 4, 1992 1459 s. Semple No. Sample Type -26- TABLE 1 (cont.) SAMPLING SITE LOCATIONS Location Date Time 92-04.04-1337-25 Tedlar Relief Well Gas April 4, 1992 1505 Well 6 92-04-04-1337-26 Tedlar Relief Well Ges April 4, 1992 1508 Well 6 92-04-04-1337-27 Bottle Relief Well Gas April 4, 1992 1510 Well N6 92-04-04-1337-28 Tedlar Relief Well Gas April 4, 1992 1515 Well N6 92-04-04-1337-29 Tedlar Relief Well Ges April 4, 1992 1518 Well N6 92-04-04-1337-30 Bottle Relief Well Gas April 4, 1992 1520 Well N7 92-04-04-1337-31 Tedlar Relief Well Gas April 4, 1992 1532 Well N7 92-04-04-1337-32 Tedlar Relief Well Gas April 4, 1992 1540 Well 17 92-04-04-1337-33 Bottle Flare Plume April 4, 1992 1545 Air Sample 24' Above Grade 21' Down Wind from Flare 92-04-04-1337-34 Tedlar Flare Plume April 4, 1992 1549 Air Sample 24' Above Grade 21' Downwind from Flare 92-04.04-1337-35 Tedlar Flare Ptume April 4, 1992 1555 Air Sample 24' Above Grade 21' Downwind from Flare 92-04-04-1337-36 Bottle Flare Plume April 4, 1992 1610 Air Sample 24' Above Grade 41' Downwind from Flare 92-04-04-1337-37 Tedlar Flare Plume April 4, 1992 1632 Air Sample 24' Above Grade 41' Downwind fran Flare . n • Sample No. Semple Type - 27 - TABLE 1 (cont.) SAMPLING SITE LOCATIONS Location Date Time 92-04-04-1337-38 Tedlar Flare Plume April 4, 1992 1645 AirSemple 24' Above Grade 41' Downwind from Flare 92-04.04.1337-39 Bottle Flare Plume April 4, 1992 - 1655 Air Sample 24' Above Grade 20' Upwind from Flare 92-04-04-1337-40 Tedlar Flare Plume April 4, 1992 1710 Air Semple 24' Above Grade 20' Upwind from Flare 92-04-04-1337-41 Tedlar Flare Plume April 4, 1992 1720 Air Sample 24' Above Grade 20' Upwind from Flare 92-04-04-1337-42 Bottle Flare Plume April 4, 1992 1735 Air Sample 24' Above Grade 40' Upwind from Flare 92.04.04-1337-43 Tedlar Flare Plume April 4, 1992 1745 Air Sample 24' Above Grade 40' Upwind from Flare 92-04-04-1337-44 Tedlar Flare Plume April 4, 1992 1759 Air Sample 24' Above Grade 40' Upwind from Flare 92-04-04-1337-45 Bottte Grass Cuttings in Pile April 4, 1992 1810 60' S of Flare on Ground 6" Inside of Pile 92-04-04-1337-46 Bottle Wetlands Soil April 4, 1992 1815 6" Below Grade 78' N of Well 7 130' W of Well 7 92-04-04-1337-47 Bottle Wetlands Water April 4, 1992 1826 78' N of Well 7 130' W of Well 7 • I 92-04-04-1337-48 Bottle Wetlands Soil Probe Gas April 4, 1992 1835 4' Below Grade 78' N of Weil 7 130' W of Well 7 Sample No. Sample Type - 28 - TABLE 1 (cont.) SAMPLING SITE LOCATIONS Location Date Time 9244-04.1337-49 Bottle Wetlands Water April 4, 1992 1841 100' N of West Coast Highway 300' W of Well 7 92-04-04-1337-50 Bottle Wetlands Soil Probe Gas April 4, 1992 1849 4' Below Grade 100' N of West Coast Highway 300' W of Well.7 92-04-04-1337-51 Bottle Wetlands Soil April 4, 1992 1855 6" Below Grade 100' N of West Coast Highway 300' W of Well 7 92-04-04-1337-52 Bottle Wetlands Water April 4, 1992 1901 . 40' N of West Coast Highway Directly N of Newport Townhomes' East Gate 92-04-04-1337-53 Bottle Wetlands Soil April 4, 1992 . 1905 6" Below Grade 40' N of West Coast Highway Directly N of Newport Townhomes' East Gate 92-04-04-1337-54 Bottle Wetlands Soil Probe Gas April 4, 1992 1909 4' Below Grade 40' N of West Coast Highway Directly N of Newport Townhomes' East Gate 92-04-04-1337-55 Tedlar Wetlands Atmosphere April 4, 1992 1915 4' Above Grade 40' N of West Coast Highway Directly N of Newport Townhomes' East Gate 92-04-04-1337-56 Tedlar Wetlands Atmosphere April 4, 1992 1921 4' Above Grade 40' N of West Coast Highway Directly N of Newport Townhomes' East Gate 92.04-04-1337-57 Tedlar Wetlands Soil Probe Gas April 4, 1992 1928 4' Below Grade 40' N of West Coast Highway Directly N of Newport Townhomes' East Gate Semple No. Sample Type - 29 - TABLE 1 (cont.) SAMPLING SITE LOCATIONS Location Date Time • 92-04-04-1337-58 Bottle Wetlands Atmosphere April 4, 1992 1935 4' Above Grade 40' N of West Coast Highway Directly N of Newport Townhomes' East Gate 92-04-04-1337-59 Bottle Wetlands Soil Probe Gas April 4, 1992 1942 4' Below Grade 70' W of Existing Gas Vent 25' N of West Coast Highway Toe of Bluff at W End 92-04-04-1337-60 Bottle Wetlands Water April 4, 1992 1950 65' W of Existing Gas Vent 40' N of West Coast Highway Toe of Bluff at W End 92-04-04-1 7-61 Bottle Soil Probe Gas April 4, 1992 1956 4' Below Grade Median on West Coast Highway S of Existing Gas Vent Directly N of Newport Townhomes' East Gate 92-04-06-1337-1 Bottle Atmosphere April 6, 1992 1600 4' Above Grade Base of Flare 92-04-06-1337-2 Bottle Atmosphere April 6, 1992 1610 4' Above Grade Base of Flare 50' Upwind of Flare 92-04-06-1337-3 Bottle Atmosphere April 6, 1992 4' Above Grade on Bike Trail Directly N of Flare 92-04-06-1337-4 Bottle Atmosphere April 6, 1992 4' Above Grade on Bike Trail 300' E of Flare 92-04-06-1337.5 Bottle Atmosphere April 6, 1992 Child Care Center Playground 4' Above Grade 92-04-06-1337-6 Bottle Atmosphere April 6, 1992 Child Care Center Employee Lounge Roam Interior 4' Above Grade 1618 1622 1634 1640 Sample No. Semple Type - 30 - TABLE 1 (cont.) SAMPLING SITE LOCATIONS Location Date Time 92.04-06-1337-7 Bottle Atmosphere April 6, 1992 1648 4, Above Grade on Bike Trail Terminus with Main Hospital Visitor Perking Road 92-04-06-1337-8 Bottle Atmosphere April 6, 1992 1655 4, Above Grade Upper Campus Fishbeck Building Parking Lot 92-04-06-1337-9 Bottle Atmosphere April 6, 1992 1659 4, Above Grade Upper Carpus Entrance to Emergency Room Parking Lot 92.04-06.1337-10 Bottle Atmosphere April 6, 1992 1705 4, Above Grade Cancer Center Entrance 92-04-06-1337-11 Bottle Atmosphere April 6, 1992 1710 4, Above Grade Child Care Center E End of Parking Lot 92-04-06-1337-12 Bottle Atmosphere 4, Above Grade Cancer Center N End of Staff Parking Lot April 6, 19S. Semple No. Location - 31 - TABLE 2 C1-C4 HYDROCARBONS IN GAS SAMPLE (ppm) Cl C2 C2: C3 C3: iso-C4 n-C4 92-04-04-1337-4 92-04.04-1337-7 92-04-04-1337-10 92-04-04-1337-11 92-04-04-1337-12 92-04-04-1337-15 92-04-04-1337-18 Child Care Center Roof Subslab Vent Pipe 43.5/ N of S Wall of Building 531 E of W Wall of Building Child Care Center Roof Subslab Vent Pipe 81 S of N Wall of Building 261 W of E Well of Building Roof Elevation of 12.51 Above Grade Child Care Center Roof Atmosphere 41 Above Roof 21'5 of N Wall of Building 151 E of W Wall of Building Cancer Center Roof Subslab Vent Pipe 181 NE of SW Wall 171 NW of SE Wall Roof Elevation of 291 Above Grade Cancer Center Roof Subslab Vent Pipe 761 W of E Wall 401 N of S Wall Cancer Center Roof Subslab Vent Pipe 21 S of N Wall 111 W of E Wall Cancer Center East End Elevator Shaft Child Care Center Interior Air Space Preschool 1 Room 92-04-04-1337-21 Relief Well Gas Composite of All Wells 92-04-04-1337-24 Relief Well Gas Well 05 92-04-04-1337-27 Relief Well Gas Well fib 1.8 50.2 1.9 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 - 1.9 <0.1 0.5 <0.1 <0.1 0.1 0.1 2.9 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 1.9 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 3.5 2.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 458,330.0 406.0 <0.5 27.9 <0.5 5.2 6.7 576,100.0 480.0 <0.5 26.5 <0.5 5.1 5.2 407,390.0 382.0 <0.5 27.6 <0.5 5.2 7.5 - 32 - TABLE 2 (cont.) C1-C4 HYDROCARBONS IN GAS SAMPLE (ppm) • Sample No. Location C1 C2 C2: C3 C3: iso-C4 n-C4 92-04-04-1337-30 Relief Well Gas 412,730.0 405.0 <0.5 29.8 <0.5 5.7 8.0 Well 17 92-04-04-1337-33 Flare Plume 13.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Air Semple 24' Above Grade 21' Downwind from Flare 92-04-04-1337-36 Flare Plume 20.7 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Air Sample 24' Above Grade 41' Downwind from Flare 92-04-04-1337-39 Flare Plume 52.2 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Air Sample 24' Above Grade 20' Upwind from Flare 92-04-04-1337-42 Flare Plume 25.7 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Air Sample 24' Above Grade' 40' Upwind from Flare 92.04-04-1337-45 Grass Cuttings in Pile 2,317.0 0.4 0.1 0.2 <0.1 <0.1 <0.1 60' S of Flare on Ground 6" Inside of Pile 92-04-04-1337.48 Wetlands Soil Probe Gas 4' Below Grade 78' N of Well 7 130' W of Well 7 92-04-04-1337-50 Wetlands Soil Probe Gas 4' Below Grade 100' N of West Coast Highway 300' W of Well 7 92-04-04-1337-54 Wetlands Soil Probe Gas 4' Below Grade 40' N of West Coast Highway Directly N of Newport Townhomes' East Gate 92-04-04-1337-58 Wetlands Atmosphere 4' Above Grade 40' N of West Coast Highway Direetly N of Newport Townhones' 8.1 0.3 0.1 0.2 <0.1 <0.1 •<0.1 30.5 91.3 3.2 0.2 0.1 <0.1 <0.1 0.5 <0.1 0.2 <0.1 <0.1 <0.1 <0.1 <0.1 • <0.1 <0.1 <0.1 <0.1 <0.1 0.4 Iry - 33 - TABLE 2 (cont.) C1-C4 HYDROCARBONS IN GAS SAMPLE (pp") Semple No. Location C1 C2 C2: C3 C3: iso-C4 n-C4 92.04-04.1337-59 92-04-04-1337-61 Wetlands Soil Probe Gas 4' Below Grade 70' W of Existing Gas Vent 25' N of West Coast Highway Toe of Bluff at W End Soil Probe Gas 4' Below Grade Median on West Coast Highway S of Existing Gas Vent •Directly N of Newport Townhomes' East Gate 3,360.0 4,762.0 2.7 0.4 <0.1 <0.1 1.7 0.2 <0.1 <0.1 0.3 0.4 <0.1 <0.1 - 34 - TABLE 3 C5-C7 HYDROCARBONS IN GAS SAMPLE (ppn) Sample No. Location Iso-05 N-05 Iso-C6 N-C6 Iso-C7 N-C7 92-04-04-1337-1 Child Care Center Roof Subslab Vent Pipe 43.51 N of S Wall of Building 531 E of W Well of Building <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 92-04-04-1337-4 Child Care Center Roof <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Subslab Vent Pipe 81 S of N Wall of Building 261 W of E Wall of Building Roof Elevation of 12.51 Above Grade 92-04-04-1337-7 92.04-04-1337-1G Child Care Center'Roof Atmosphere 40 Above Roof 21'5 of N Wall of Building 151 E of W Wall of Building • Cancer Center Roof Subslab Vent Pipe 181 NE of SW Wall 171 NW of SE Wall Roof Elevation of 291 Above Grade 92-04-04-1337-11 Cancer Center Roof Subslab Vent Pipe 761 W of E Wall 401 N of S Wall 92-04.04-1337-12 Cancer Center Roof Subslab Vent Pipe 21 S of N Wall 111 W of E Walt 92-04-04-1337-15 Cancer Center East End Elevator Shaft 92.04.04-1337-18 Child Care Center Interior Air Space Preschool 1 Room <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 2.7. <0.1 5.9 <0.1 3.7 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 92-04-04-1337-21 Relief Well Gas 2.8 1.9 6.9 <0.5 3.3 <0.5 Composite of All Wells 92-04-04-1337-24 Relief Well Gas 2.2 1.5 3.2 <0.5 <0.5 <0.5 Well 05 92-04-04-1337-27 Relief Well Gas 3.0 2.2 , 7.2 1.0 0.9 <0.5 Well 06 -35- TABLE 3 (cont.) CS-C7 HYDROCARBONS IN GAS SAMPLE (ppm) Sample No: Location Iso-CS N-05 Iso-C6 N-C6 Iso-C7 N-C7 92-04-04-1337-30 Relief Well Gas Well 87 92-04-04-1337-33 Flare Plume Air Sample 24' Above Grade 21' Down.Wind from Flare 92-04-04-1337-36 Flare Plume Air Sample 24' Above Grade 41' Downwind from Flare 92-04-04-1337-39 Flare Plume Air Sample 24' Above Grade 20' Upwind from Flare 92-04-04-1337-42 Flare Plume Air Sample 24' Above Grade 40' Upwind from Flare 92-04-04-1337-45 Grass Cuttings in Pile 60' S of Flare on Ground 6" Inside of Pile 92-04-04-1337-48 Wetlands Soil Probe Gas 4' Below Grade 78' N of Well 7 130' W of Well 7 92-04-04-1337-50 Wetlands Soil Probe Gas 4' Below Grade 100' N of West Coast Highway 300' W of Well 7 92-04-04-1337-54 Wetlands Soil Probe Gas 4' Below Grade' 40' N of West Coast Highway Directly N of Newport Townhomes' East Gate 92-04-04-1337-58 Wetlands Atmosphere 4' Above Grade 40' N of West Coast Highway Directly N of Newport Townhomes' 3.3 2.3 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 5.3 0.8 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.5 <0.5 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 0.2 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 0.2 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 TABLE 3 (cont.) C5-C7 HYDROCARBONS IN GAS SAMPLE (ppm) Semple No. Location lsn-05 N-05 Iso-C6 N-C6 lso-C7 N-C7 92-04-04-1337-59 92-04-0471337-61 , Wetlands Soil Prclx• Gas 4' Below Grade 70' W of Existing Gas Vent 25' N of West Coast Highway Toe of Bluff at W End Soil Probe Gas 4' Below Grade Median on West Coast Highway S of Existing Gas Vent Directly N of Newport Townhomes' East Gate <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 - 37 - TABLE 4 CO2, 02 & M2 IN GAS SAMPLE Cr) Sample No. Location CO2 02 N2 N2/02 92-04-04-1337-1 Child Care Center Roof 6,349.0 215,910.0 768,320.0 3.6 Subslab Vent Pipe 43.5' N of S Wall of Building 53' E of W Wall of Building 92-04-04-1337-4 Child Care Center Roof 6,578.0 216,110.0 767,460.0 3.6 subslab Vent Pipe 8' S of N Wall of Building 26' W of E Wall of Building Roof Elevation of 12.5' Above Grade 92-04-04-1337-7 Child Care Center Roof 5,451.0 215,270.0 765,460.0 3.6 Atmosphere 4' Above Roof 21'S of N Wall of Building 15' E of W Wall of Building 92-04-04-1337-10 Cancer Center Roof 6,479.0 206,590.0 fl2,410.0 .3.7 Subslab Vent Pipe 18' NE of SW Wall 17' NW of SE Wall Roof Elevation of 29' Above Grade 92-04-04-1337-11 Cancer Center Roof 6,503.0 211,810.0 764,950.0 3.6 Subslab Vent Pipe 76' W of F. Wall 40' N of S Wall 92-04-04-1337.12 Cancer Center Roof 6,421.0 209,320.0 766,230.0 3.7 Subslab Vent Pipe 2' S of N Wall 11' W of E Watt 92-04-04-1337-15 Cancer Center 3,207.0 215,120.0 765,380.0 3.6 East End Elevator Shaft 92-04-04-1337.18 Child Care Center Interior Air Space Preschool 1 Room 92-04-04-1337-21 Relief Well Gas Composite of All Wells 92-04-04-1337-24 Relief Well Gas Well 05 92-04-04-1337-27 Relief Well Gas Well 06 2,929.0 217,610.0 768,520.0 3.5 137,600.0 12,690.0 338,000.0 26.6 138,640.0 7,476.0 233,670.0 31.3 142,390.0 8,254.0 381,410.0 46.2 - 38 - TABLE 4 (cont.) CO2, 02 8 N2 IN GAS SAMPLE (ppm) Sample No. Location CO2 02 N2 N2/02 92.04-04.1337-30 Relief Well Ges 141,360.0 8,811.t' 377,540.0 42.8 Well #7 92.04-04-1337-33 Flare Plume 744.0 219,630.0 763,720.0 3.5 Air Semple 24' Above Grade 21' Down Wind from Flare 92-04-04-1337-36 Flare Plume 946.0 216,580.0 752,970.0 3.5 Air Sample 24' Above Grade 41' Downwind from Flare 92-04-04-1337-39 Flare Plume 1,039.0 214,920.0 746,890.0 3.5 Air Semple 24' Above Grade 20' Upwind from Flare 92-04-04-1337-42 92.04-04-1337-45 Flare Plume Air Sample 24' Above Grade 40' Upwind from Flare Grass Cuttings in Pile 60' S of Flare on Ground 6" Inside of Pile 92-04.04-1337-48 Wetlands Soil Probe Gas 4' Below Grade 78' N of Well 7 130' W of Well 7 92-04-04-1337-50 Wetlands Soil Probe Gas 4' Below Grade 100' N of West Coast Highway 300' W of Well 7 92-04-04-1337-54 Wetlands Soil Probe Gas 4' Below Grade 40' N of'West Coast Highway Directly N of Newport Townhomes' East Gate 92-04-04-1337-58 Wetlands Atmosphere 4' Above Grade 40' N of West Coast Highway Directly N of Newport Townhomes' 783.0 219,210.0 761,520.0 3.5 80,852.0 102,340.0 796,610.0 7.8 5,879.0 211,016.0 759,970.0 t 6,847.0 211,760.0 760,370.0 3.6 7,070.0 213,810.0 757,300.0 3.5 1,207.0 215,690.0 755,290.0 3.5 - 39 - TABLE 4 (cont.) CO2, 02 & N2 IN GAS SAMPLE (ppm) Semple No. Location CO2 02 N2 N2/02 92.04-04-1337.59 92.04-04-1337-61 Wetlands Soil Probe Gas 4' Below Grade 70' W of Existing Gas Vent 25' N of West Coast Highway Toe of Bluff at W End Soil Probe Gas 4' Below Grade Median on West Coast Highway S of Existing Gas Vent Directly N of Newport Townhomes' East Gate 97,019.0 128,700.0 754,750.0 5.9 10,371.0 206,990.0 753,170.0 3.6 92.04-06-1337-1 Atmosphere 963.0 210,810.0 732,190.0 3.5 4' Above Grade Base of Flare 92-04-06-1337.2 Atmosphere 1,248.0 214,63U.0 747,960.0 3.5 4' Above Grade Base of Flare 50' Upwind of Flare 92-04-06-1337-3 Atmosphere 868.0 213,200.0 741,250.0 3.5 4' Above Grade on Bike Trail Directly N of Flare • 92.04-06-1337-4 Atmosphere 860.0 215,690.0 751,880.0 3.5 4' Above Grade on Bike Trail 300' E of Flere 92-04.06-1337-5 Atmosphere 1,114.0 213,930.0 748,0?0.0 3.5 Child Care Center Playground 4' Above Grade 92-04-06-1337-6 Atmosphere 1,846.0 210,990.0 748,130.0 3.5 Child Care Center Employee Lounge Room Interior 4' Above Grade 92-04-06-1337-7 Atmosphere 1,069.0 215,640.0 747,320.0 3.5 4' Above Grade on Bike Trail Tepmi#ws with Main Hospital Visitor Parking Hoed 92-04.06-1337-8 Atmosphere 1,321.0 208,330.0 /45,720.0 3.6 4' Above Grade Upper Carpus Fishbeek Building Parking Lot - 40 - TABLE 4 (cont.) CO2, 02 8 N2 IN GAS SAMPLE (ppm) sample No. Location CO2 02 N2 N2/02 92-04-06-1337-9 Atmosphere 878.0 213,850.0 745,900.0 3.5 40 Above Grade Upper Campus Entrance to Emergency Room Perking Lot 92-04-06.1337.10 Atmosphere 860.0 213,610.0 744,460.0 3.5 41 Above Grade Cancer Center Entrance 92-04-06-1337-11 Atmosphere 477.0 216,540.0 749,770.0 3.5 41 Above Grade Child Care Center E End of Parking Lot 92-04-06-1337.12 Atmosphere 919.0 214,480.0 747,890.0 3.5 41 Above Grade Cancer Center N End of Staff Parking Lot TABLE 5 HYDROGEN SULFIDE AND SULFUR DIOXIDE IN GAS (ppm v/v) Sample No. Location Hydrogen Sulfide Sulfur Dioxide 92-04-04-1337-2 Child Care Center Roof <0.1 n/a Subslab Vent Pipe 43.5' N of S Wall of Building 53' E of W Wall of Building 92-04-04-1337-5 Child Care Center Roof <0.1 n/a Subslab Vent Pipe 8' S of N Wall of Building 26' W of E Wall of Building Roof Elevation of 12.5' Above Grade 92-04-04-1337-8 Child Care Center Roof <0.1 <0.1 Atmosphere 4' Above Roof 21'S of N Wall of Building 15' E of W Walt of Building 92-04.04-'.337.13 Cancer Center Roof <0:1 <0.1 Subslab Vent Pipe 76' W of E Wall 40' N of S Wall 92-04-04-1337-16 Cancer Center <0.1 n/a East Etd Elevstor Shaft 92-04-04-1337-19 Child Care Center <0.1 <0.1 Interior Air Space Preschool 1 Room 92-04-04-1337-22 Relief Well Gas 4,800.0 <0.1 Composite of All Wells 92-04-04-1337-25 Relief Well Gas 3,600.0 n/a Well 05 92-04-04-1337-28 Relief Well Gas 4,100.0 n/a Well 06 92-04-04-1337-31 Relief Well Gas 2,880.0 n/a Wall 07 92-04-04-1337-34 Flare Plume <0.1 <0.1 Air Sample 24' Above Grade 21' Downwind from Flare 92-04-04-1337-37 Flare Plume Or Sample 24' Above) Grade 41' Downwind from Flare <0.1 <0.1 �8• - 42 - TABLE 5 (cont.) HYDROGEN SULFIDE AND SULFUR DIOXIDE IN GAS (ppm v/v) Sample No. Location Hydrogen Sulfide Sulfur Dioxide 92-04-04-1337-40 Flare Plume Air Sample 241 Above Grada 201 Upwind from Flare 92-04-04-1337-43 Flare Plume Air Sample 241 Above Grade 400 Upwind from Flare 92-04-04-1337-55 Wetlands Atmosphere 4/ Above Grade 401 N of West Coast Highway Directly N of Newport Townhomes' East Gate 92-04-04-1337-57 Wetlands Soil Probe Gas 41 Below Grade 400 N of West Coast Highway Directly M of Newport Townhomes' East Gate <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 • <0.1 - 44 - TABLE 7 BENZENE, TOLUENE, ETHYLBENZENE AND XYLENES 1N GAS (PPM) Sample No. Location 92-04-04-1337-3 92-04-04-1337-6 Child Care Center Roof Subslab Vent Pipe 43.5' N of S Wall of Building 53' E of W Wall of Building Child Care Center Roof Subslab Vent Pipe 8' S of N Wall of Building 26' W of E Wall of Building Roof Elevation of 12.5' Above Grade • Benzene Toluene Ethyl Benzene Xylene (total) <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 92-04-04-1337-9 Child Care Center Roof <0.5 <0.5 <0.5 <0.5 Atmosphere 4' Above Roof 21'S of N Wall of Building 15' E of W Wall of Building 92.04-04-1337.14 Cancer Center Roof <0.5 <0.5 <0.5 <0.5 Subs(ab Vent Pipe 76' W of E Wall 40' 11 of S Wall 92-04-04-1337-17 Cancer Center <0.5 <0.5 <0.5 <0.5 East End Elevator Shaft 52-04.04.1337.20 Child Care Center <0.5 <0.5 <0.5 <0.5 Interior Air Space Preschool 1 Roam 92-04-04-1337-23 Relief Well Gas <0.5 <0.5 <0.5 1.4 Composite of All Wells 92-04-04-1337-26 Relief Well Gas <0.5 <0.5 <0.5 1.4 Well AS 92-04-04-1337-29 Relief Well Gas <0.5 <0.5 <0.5 1.4 Well *6 92-04-04-1337-32 Relief Well Gas <0.5 <0.5 <0.5 1.9 Well 17 92-G4-04-1337-35 Flare Plume <0.5 <0.5 <0,5 <0.5 Air Semple 24' Above Grade 21' Downwind from Flare Sample No. - 45 — TABLE 7 (cont.) BENZENE, TOLUENE, ETHYLBENZENE AND XYLENES IN GAS (PPM) Location Benzene Toluene Ethyl Benzene Xylene (total) 92-04-04-1337-41 Flare Plume Air Semple 240 above Grade 20/ Upwind from Flare 92-04-04-1337-44 Flare Plume Air Sample 240 Above Grade 400 Upwind from Flare 92-04-04-1337-56 Wetlands Atmosphere 41 Above Grade 401 N of West Coast Highway Directly N of Newport Townhomes' East Gate ..a <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 <0.5 7 APPENDIX C CHAIN -OF -CUSTODY RECORDS GeoScience Analytical, Inc. 4454'Industrial Street Simi Valley, CA 93063 CHAIN -OF -CUSTODY RECORD PROJECT NAME /y"cj Ale A'A/g ANALYSIS I NUMBER OF CONTAINERS I REFERENCE FPETROLEUM F NTOROCARBONS MS I PETROLEUM I HYDROCARBONS Atli O N VOLATILE ORGANICS 8010 ORGANIC Pb ..1 0 t) .J -k 4 4 ^ '' ‘1 i v COMMENTS/ CONTAINER TYPE ADDRESS SAMPLERS (SIGNATURE) ;1-+ "— :. • LABORATORY be.•Jc•.�«' /J�+� rc.c•� .1'..c SAMPLE NO. DATE TIME LOCATION 72-oy-oy-/a3n Y/r/ z, /ao CA /✓Tk./ cta, t • O///e I ' /Q/T X ! teca.- /o2/ 1 ( Y /a yG X Ac)iti/e .1" liar? , / Y !' � / ' c/ir //20 i i //Yo i /j"/1�9 ( //Y3 .... x X 1 ri/,-- 5' //ri CX;gem/ Lest i, (, / 72- or- oy-/ -io 7/Y/L /2.20 CakP,Lcer �TP4 �" X ' 10/ / /e RELINOUISS /BY ' DATE 9L 3 RELINOUISkED`Q'Y DATE ®REUNOUtSHED BY DATE /v TOTAL NUMBER OF CONTAINERS �/' 1 SIGNATURE SAMPLE CONDITIONS SIGNATURE / /^ // __Ai4 TIME RECEIVED ON ICE Y NO TI IME 2�Gt!J _TIME 12 ittf5 pRINTED NAME SEALED 0 NO PRINLTE`D NrAME n / Q &'•.klc—., /7�/Jy c PRINTED NAME Pelt COMPANY SPECIAL SHIPMENT/HANDLING COMPANY COMPANY RECEIVED BY„" `- `^/1, DATE �// /L 4 IV BY � DE 7 g RECEIVED BY (LAB) DATE OR STORAGE REQUIREMENTS: SIGNATURE SIG R 6.11 lD^L SIGNATURE G fie s_/ c ,---I TIME TIME TIME t/oo ,n 's PRINTS � �L PRINTED NAME . 6Po,'G: an-r A44- pt f ii.. t:bk.IPANY COMPANY COMPANY Science Analytical, nc. 4454 Industrial Street Simi Valley, CA 93063 CHAIN -OF -CUSTODY RECORD PROJECT NAME ffoel tea. e C4,6 ANALYSIS UMBER OF CONTAINERS 1 REFERENCE PETROLEUM HYDROCARBONS MS PETROLEUM HYDROCARBONS OBI HALOGENATED VOLATILE ORGANICS II ORGANIC Pb I y Z CONTAINER TYPE ADDRESS .. '7 SAMPLERS (SIGNATURE) LABORATORY _ v f-'f0 SAMPLE NO. DATE TIME LOCATIOND 92-ray-vy-m 7-1, y/y/% L . /2 2j- Co- c_e r (erjer ( )( 47/4 Is /300 y X L : Tdlar / Y , /31 L 1 / / /s- /3/Jr 1( .4,-,794k / 133 0 X 1 re at la -, /.6 7 it ys C°•kcer l/r en7`/ I l / IS /Yo3 Ci II Care (enf/r X I I0tlk /q *' /y/o X X / Tecar 21-W-ov- /Q7- 20 0A/ L //X f L/ a All ; [2k ' et 1 7e cl k 1. RELINQIRSNDD BX DATE /,fI I'ELI41-'UIyHED BY DATE RELINQUISHED BY DATE /U TOTAL NUMBER OF CONTAINERS ��L SIGNATURE SAMPLE CONDITIONS SIDNAURE r 6- sNfNau r �f u 1`i ladi<hUge TIME TIME RECEIVED ON ICE NO TIME ! �vz 74- lei / M 12•�� PRINTED NAME SEALED NO ZOO PRINTEDNAME �O�.,fG.`P4c P ./yf / P NTTEED'/NAMEE C �l Pk COMPANY SPECIAL SHIPMENT/HANDLING COMMNY / COMPANY 22 R I^ED A - 3DATE fl R BY DATE ID RECEIVED BY (.AO) ` DATE OR STORAGE REQUIREMENTS: V SIGNATURE L SIG uRi'' /1 SIGNATURE i ' TIME TIME TIME 6 r • P PRINTED/ ME . 00 PRI O NAME G IL- PRINTED ute e 4�� 41 A COMPANY COMPANY COMPANY GeoScience Analytical, Inc. 4454 Industrial Street Simi Valley. CA 93063 CHAIN -OF -CUSTODY RECORD PROJECT NAM ,,ecue LE ANALYSIS NUM3ER OF CONTAINERS E COMMENTS/ CONTAINER TYPE REFERENCE PETROLEUM HYOROCARBONS8O1S PETROLEUM HYDROCARBONS CHI 1 zg' ` 'v-3 o� MN _g§ ORGANIC Pb y • a ^�, o `}�l+ ADDRESS " SAMPLERS (SIGNATURE LABORATORY -12.`P4 -P nci .r../ i... c . _6p., SAMPLE NO. DATE TIME LOCATION 72-0Y-054/J3a-2/ %fy/ L /WI Pell (�, a J i (' 1 dot e a iy.ro . ) if Y i\ ( doff/ e 2. ' 117671 x c d/Gr- 26 f /.T'f ( /c L) l,f70 X 1 6 aff/e /fij' l T c/A,- 27 ' /J7j %( / 1 t-oy-cr-1.6)-3`' Yk/l- /nO PC/7 �rci (� / 4 '1>2/e RELINOUISHHU BY • 'J DATE �/ RELNQUISHED � BY I � �� DATE RELINQUISHED BY � DATE /C7' TOTAL NUMBER OF CONTAINERS /4/9L SIGNATURE SAMPLE CONDITIONS //MI_ SIGNATURE tie Atf 9talIAT 1 i C. J V, Ai1AO -l/ TIME TIME RECEIVED ON ICE NO . TIME, Ct C �i• qS PRINTED NAME SEALED YES NO -2/00 PRIIN ED NAME /� A'JG Pac(' /9ft/i Cc%. PRINTED NAME r f �' p f COMRWY SPECIAL SHIPMENT/HANDLING COMPANY , COMFMNY aRECEWED 4 BY c r, —y DATE. / - ' ' BY DATE Y�s%,SIGNATURE 0 RECEIVED BY (LAU) DATE OR STORAGE REQUIREMENTS: q, s UR d J BN^ r -- SIGNATATU c ��� / i TIME i TIME TIME C. /2 T'` PRRJTED NAME _ . )7W P •. NT NAM c/c . PRINTED NAME �CjFO :en./ gn-/Y CGl 4COMPANY COMPANY COMPANY / • GeoScience Analytical, Inc. 4454 Industrial Street Simi Valley, CA 93063 PROJECT N�it/v REFERENCE ADDRESS CHAIN -OF -CUSTODY RECORD PROJECT NO. /`33'• DATE Y/7/9 L PAGE 4 0 Bo It time ANALYSIS SAMPLERS (SIGNATURE) LABORATORY /nrc f[ C i SAMPLE NO. ( DATE 9l-vy-oy /337-3/ y/Y/ 3Z 2 3Y 36 37 TIME / 7Z /SY7 Ain 3ef 37 LOCATION Wel(6u Wvel( c. ?Arc ifilzinte Z X -4 x IRS N. J x s 0- O W m COMMENTS! CONTAINER TYPE Tc4r ( hut -We Mar4r /6/0 /63L /6 Yf /6 Si ( re car i( 0-ow/ tV° y/y sz 0/0hn! FAe %L fRELINOUISITW BY l v ,i ✓ kitty PRINTED NAME COMPANY YbAl- TIME -2/00 RECEIVED • SIGNATURE f/e 4 PRINTED NAME &cc: tL.p Aµoyf 1 COMPANY 1. DATE TIME 2100 DATE ti REL�NOUIS D BY _ aj SIONATURE rite{ e /1 kit PRINTED NAME bpi" C e ,g /7 iv ly [�{' 1LC COMPANY , FATElel RELINQUISHED BY SIGNATURE CATE ( tel/ar 42 TOTAL NUMBER OF CONTAINERS PRINTED NAME (2M TIME Pun /' �eiTE 02. COMPANY 0 RECEIVED BY (LAB) TIME PRINTED NAME SIGNATURE TIME 8 --PRINTED NAME • COMPANY �� Y DATE SAMPLE CONDITIONS RECEIVED ON ICE YES NO SEALED NO TIME SPECIAL SHIPMENTIHANDLING OR STORAGE REQUIREMENTS: GeoScience Analytical, Inc. 4454 Tndustrial Street Simi .alley, CA 93063. PROJECT NAIVE REFERENCE ADDRESS SAMPLE NO. PRINTED NAME Cfn- SIGNATURE PRINTED NAME COMPANY LOCATION art.1.3 t% lie t A.. if /2 yr Jo' it / / /I TIME 2/00 DATE TIME CHAIN-OFCUSTODY RECORD RELINQUISHED BY SIGNATURE PRINTED NAME piht COMPANY h COMPANY COMMENTS/ CONTAINER TYPE Wu/ TOTAL NUMBER OF CONTAINERS SAMPLE CONDITIONS RECEIVED ON ICE (YES NO SEALED SPECIAL SHIPMENT/HANDLING OR STORAGE REQUIREMENTS: < - - GeoScience Analytical, Inc. 4454-Industrial Street Simi Valley, CA 93063 PROJECT NAME ,4: 1 • letJ e x-• REFERENCE _ _ ADDRESS - CHAIN -OF -CUSTODY RECORD ANALYSIS 0 SAMPLERS (SIGNATURE) �/— LABORATORY KCer tec +Le 19'- tie-Y«G . SAMPLE NO. %L-oy-cY-/337-.0 J-L DATE '3 TIME /I0/ Jy ,T6 .I7 LOCATION 3 F RSS ai� Zo 51 i4$ a H 0 PROJECT O: /3-12 DATE Y;o , PAGE 0 Fes? O 0 Ale tick 1,1 X COMMENTS/ CONTAINER TYPE /f /y oJ' /fr? /7/f ( l rt /71r X 1 I 1 r/ 1 yL-12y-oY-/337- 60 /9r O j.kz7 /aH / f RELINQUISHBX DATE 7.7 ware 1, /Z PRINTED NAME 610 CoIAPANY RECEIVED BY ergS SIGNATURE At Fie e et PRINTED NAME COMPANY TIME 2/F%v TIME RELINQUISHED BY l 6a SIGNATURE ( DATE u REUNQUISHED BY V/ca. SIGNATURE PRINTED NAME be°Jc;fare Aac-17 tr1'1r.c COMPANY / PRI ✓( (fordo.- NTEDNAME Clt COMPANY 1 TIME DATE TOTAL NUMBER OF CONTAINERS PRINTED NAME Arc COMPANY TIME SAMPLE CONDITIONS l RECEIVED ON ICE NO SEALED Y Y NO DATE RECEIVED BY (LAU) /` "/£j� SIGNATURE TIME PRINTED NAME ny) DATE COMPANY TIME SPECIAL SHIPMENT/HANDLING OR STORAGE REQUIREMENTS: clence Anaiytical, nc. 4454 Industrial Street Simi Valley, CA 93063 CHAIN -OF -CUSTODY RECORD PROJECT NAME 447 !jc/ri ,° t ANALYSIS t NUMBER OF CONTAINERS ! • REFERENCE - r E 0 $ 1 G n 0 5 1 o VOuiILEE ORGANICS �a ORGANIC Pb „1 ti 'In � N.CONTAINER Q. COMMENTS! TYPE ADDRESS T a -' SAMPLERS "' a (SIGHATUR LABORATORY 7•,. /.�!,.� - /�-•.Jr „c SAMPLE NO. DATE TIME LOCATION 91-oy-cy-al2- 1/ / T .. /9-r6 ivet%_ci> )C l iotf/P • • 11 REREUNOBUISHW BY / ' IODATE //qt 3, RELIUQ I$$ BY 10 DATE Y�/L RELINQUISHED BY DATE / ( TOTAL NUMBER OF CONTAINERS SAMPLE CONDITIONS SIONMUURRE Q�)��J�1j_ SIGNATURE NM . Lo'�t / v1^,/�' tFN�f TIME RECEIVED ON ICE • NO (" ��� �) SEALED I NO / l . V TIME TIME PRINTED NAME C /�q y/� ,1 � � I2 it() PRINTED NAME COMPANY / / IR COMPANY SPECIAL SHIPMENT/HANDLING 4 R,CEIV B DATE 0 RECEIVED BY (LAB) Q : DATE //i DATE OR STORAGE REQUIREMENTS: S URE 1 I ` z SIGNATURE' SIGNATURE G Art TIME VOYC TIME TIME c l cT.- / P RINEp NAME C� l2 Vf PRINTED NAME PRINTED NAME 4�%["..9 I, cr ,g0.4.571 c� �, COMPANY 74Z COMPANY COMPANY / CERTIFIED TEST LABS ID:310-492-1203 APR 08'92 8:25 No.002 P.02 GIPS -78- Certlfled Testing Leboratorles, Inc. ® 2648 &if 281h Straal • Signal Hill. CA 90806 • TEL: (.310) 4244/992 • FAX: (310) 492• t, 03 Page 1 of 4 LABORATORY NO. 17212 REPORTED 04-07-92 CLIENT GeoScience Analytical, Inc. RECEIVED 04-06-92 4454 Industrial Street Simi Valley, CA 93063 Attn: Louis J. Pandolli SAMPLE Air (Tedlar Bag) MARKS Project # 1337 Hoag Bane Line BASED ON SAMPLE As sampled RESULTS Anaiyte Analyses Results Method GC/Hall Modifies EPA .15 /7212-* 92-04-04-1337-2 4/4/92 10:15 Children's Center Hydrogen Sulfide <.1 ppmV 17212-2 92-04-04-1337-1 4/4/92 10t59 Children's Center Hydrogen Sulfide <.1 • ppmV 17212-3 92-04-04-1337-8 4/4/92 11:43 Children's Center Hydrogen Sulfide <.1 ppmV Sulfur Dioxide <.1 ppmV 17212-4 92-04-04-13$t-13 Ajj/92 13:00 pincer Center Hydrogen Sulfide <.1 ppmV Sulfur Dioxide <.1 ppmV Tit s ropM ni.p•Mn• uy w 1"0 uruuc. o. .•Inul•. Intl' c.1.0 ono M1 nol r•C....nly •M.CJllr. 0• IN O•Nily 4' CO" Ol•JOn IA •p:W'U^Uy nlnnnM01 IX .mnr Mst•n.i 0, b100icls As n lelnnnl p101.non w Onrl., 01• DUbnn OM" 1Ms. LCMI.'n .ns lhi. U'p'.I 1, u.Nmdllnl :rid IICLOPIVU fin Ilm nsol,mirn Inu.10 Inn rl nen M WnOrn II'• •O0'swd and upnn 1h0 cond.I 0'1 Ina .111 00110 4• uu0 le MIS. or in 01vt. fn Any •nvnti.n'd 01 rats idly inert vnln1$ p110' vrtIMn WIn0• I OWA •10M ln.N L.DO'Y.WI•• CERTIFIED TEST LABS ID:310-492-1203 APR 08'92 8:25 No.002 P.03 Page 2 of 4 LABORATORY NO. 17212 REPORTED 04-07-92 CLIENT GeoScience Analytical, Inc. RECEIVED 04-06-92 SAMPLE Air (Tedlar Bag) MARKS Project # 1337 Hoag Base Line BASED ON SAMPLE As sampled RESULTS Analyses Results Method GC/Hall Modified EPA 15 17212-5 92-04-04-1337-: , 3A 4/4/92 13230 Cancer Center Hydrogen Sulfide <.1 ppmV 17212-6 92-04-04-1337-19 4/4/92 14:10 Child Car. Csnt;3r Hydrogen Sulfide <.1 ppmV Sulfur Dioxide <.1 ppmV 27212-7 92-04-04-1337-22 4/4/92 k•s:so Hydrogen sulfide 4800 ppmV Sulfur Dioxide <.1 ppmV 17212-1 92-04-04-1337-25 4/4/92 15$05 Well Gee Hydrogen Sulfide 3600 ppmV 27212-1 92-04-04-1337-28 4/4/92 15:15 Neli eas Hydrogen Sulfide 4100 ppmV CERTIFIED TEST LABS ID:310-492-1203 APR 08'92 8:25 No.002 P.04 - 80 - Page 3 of 4 LABORATORY NO. 17212 REPORTED 04-07-92 CLIENT GnoScience Analytical, Inc. RECEIVED 04-06-92 SAMPLE Air (Pedlar Bag) MARKS Project # 1337 Hoag Base Line BASED ON SAMPLE As sampled RESULTS Analyte 17212-14 22-04-04-1.337-31 4/4/92 15:32 Well Gas Hydrogen Sulfide 17212-11 92-04-04-1337-34 4/4/92 •13:49 Flare Plume Hydrogen Sulfide 4ulfur Dioxide 17212-12 92-04-04-1337-37 4/4/92 16:33. MKS Plumt Hydrogen Sulfide Sulfur Dioxide Analyses Results Method GC/Hall Modified EPA 15 2880 . ppmV <.1 <.1 <.1 <.1 ppmV ppmV ppmV ppmV .17212-13 02-04-04-1337-4k 4/4/9R 17:10 flare Plume Hydrogen sulfide <.1 ppmV Sulfur Dioxide <.1 ppmV 17212-14 92-04-04-1337-fl 4/4/92 17:45 plan Plume Hydrogen Sulfide Sulfur Dioxide <.1 <.1 ppmV ppmV 7. _® • wwYdN1L�NIX?MY.VI111JN�rM1yr� Y "1 HOAG-DR. • t2 -1 Pc 1 4T1 1 •S t LAW/CRANDALL, INC. ENGINEERING AND ENVIRONMENTAL SERVICES May 21, 1996 Mr. Leif Thompson, AlA Hoag Memorial Hospital Presbyterian 301 Newport Boulevard, Box 6100 Newport 3each, California 92658-6100 Subject: Report of Geotechnical Investigation Proposed Emergency Generator Plant Hoag Memorial Hospital Presbyterian Hospital Road and West Service Road Newport Beach, California Law/Crandall Project 70131-6-0171.0001 Dear Mr. Thompson: We are pleased to submit this report presenting the results of our geotechnical investigation for the proposed emergency generator building. Our investigation was performed in general accordance with our proposal dated February 29, 1996, as authorized by you on April 16, 1996. The scope of our investigation was planncd with you and Mr. Gary Simmons of Taylor & Associates, who furnished us with plans for the project. The results of our investigation and design recommendations are presented in this report. Please note that you or your representative should submit copies of this report to the appropriate governmental agencies for their review and approval prior to obtaining a building permit. s 200 CITADEL DRIVE • LOS ANGELES, CA 90040 (213) 889.S300 • FAX (213) 721.6700 am or THE LAW CCUPmES e 1 Hoag Memorial Hospital Presbyterian—Geotechnical Investigation May 21. 1996 Law/Crandall Project 20131-6-0171.0001 It has been'a pleasure to be of professional service to you. Please call if you have any questions or require additional information. Sincerely, LAW/CRANDALL usti J. a •t:n Senior Engineer Marshall Lew, Ph.D. Principal Engineer Vice President enggeo\96-proj\01711 RO 1.DOCNL:ge (5 copies submitted) cc: (1) Taylor & Associates Attn: Mr. Gary Simmons 2 Paul Elliot Principal Engineering Geologist REPORT OF GEOTECHNICAL INVESTIGATION PROPOSED EMERGENCY GENERATOR BUILDING HOAG MEMORIAL HOSPITAL PRESBYTERIAN HOSPITAL ROAD AND WEST SERVICE ROAD NEWPORT BEACH, CALIFORNIA Prepared for: HOAG MEMORIAL HOSPITAL PRESBYTERIAN Newport Beach, California Law/Crandall Los Angeles, California May 21,1996 Project 70131-6-0171..0001 Hoag Memorial Hospital Presbyterian•Geotechnical Investigation Law/Crandall Project 70131-6-0171.0001 TABLE OF CONTENTS ........... LIST OF FIGURE iv ......................... SUMMARY ........................................................ ..................... iv 1.0 SCOPE .................................................................................... 2 Lai 2.0 PROJECT DESCRIPTION............................................................... 3.0 SITE CONDITION A 4.0 EXPLORATIONS AND LABORATORY TESTS................................ 4.1 FIELD EXPLORATIONS .............................................................................. ................................ 4.2 LABORATORY TESTS ............................................ 5.0 SOIL CONDITIONS........................................................... 6.0 GEOLOGY ........................ 4 ................. 4 6.1 GEOLOGIC SETTING ...................................................... ........................ 5 6.2 GEOLOGIC MATERIALS ................................................... • ........................ 5 6.3 GROUNDWATER .................................9 Ltd 6.4 GEOLOGIC HAZARD 10 6.5 GROUND SHAKING ..................................... CONCLUSIONS .••••••••••••••""""" mu" r.. • •• PAP • ALI 6.6 GEOLOGIC ............................10 7.0 RECOMMENDATIONS ......................... ............ .................. ....................... 7.1 FOUNDATIONS...................................................................................... COEFFICIENT................................................................................. 12 7.2 SITE SHORING.................................................................. 13 7.3 EXCAVATION AND ............................... 15 7.4 GRADING........................................................,............................... 165 ............. 7.5 PERMANENT SLOPES ..................................................................... 19 WALLS17 BELOW GRADE ....................................... ..................... 7.6 7.7 FLOOR SLAB SUPPORT ................................... 20 8.0 BASIS FOR RECOMMENDATIONS ......................................... ........................... 9.0 BIBLIOGRAPHY......................................................................... FIGURES APPENDIX A: EXPLORATIONS AND LABORATORY TESTS APPENDIX B: FAULT DATA AND SEISMICITY ii Hoag Memorial Hospital Presbyterian-Geotechnical Investigation May 21, 1996 Law/Crandall Project 70131-6-0171.0001 LIST OF FIGURES 1 Plot Plan 2 Geologic Section 3 Local Geology 4 Regional Geology 5 Regional Seirmicity Hoag Memorial Hospital Presbyterian-Geotechnical Investigation May 21, 1996 Law/Cnandae Project 70131-6-0171.0001 We have performed a geotechnical investigation for the proposed Emergency Generator Building at the Hoag Memorial Hospital Presbyterian in Newport Beach, California. The currently proposed building will be one story high. The north and east walls of the building will retain up to 13 feet of soil. Heavy vibrating generators will be isolated on thickened slabs. Fill soils, up to 11 feet thick, were encountered in the current borings drilled at the site; the fill is not uniformly well compacted and contains some debris. The underlying natural soils consist of medium dense to dense sand. Based on the available geologic data, no known active or potentially active faults with the potential for surface fault rupture are known to exist beneath the site. Accordingly, the potential for surface rupture at the site due to faulting is considered low during the design life of the proposed generator building. Although the site could be subjected to strong ground shaking in the event of an earthquake, this hazard is common in Southern California and the effects of ground shaking can be mitigated if the buildings are designed and constructed in conformance with current building codes and engineering practices. There are no known landslides near the site, nor is the site in the path of any known or potential landslide. The potential for other geologic hazards such as liquefaction, seismic settlement, subsidence, flooding, tsunamis, and seiches affecting the site is considered low. To provide uniform support for the proposed Emergency Generator Building, foundations should extend into the firm natural soils. Shallow spread footings may be used where the firm natural soils are exposed or close to final grade. Deepened footings will be required where the depth to the firm natural soils is greater. To provide support for the floor slab -on -grade, all remaining fill soils and any soft or disturbed natural soils should be excavated and replaced as properly compacted fill, and all required additional fill should be properly compacted. tG • 1 a`3 i ! Hoag Memorial Hospital Prestyterian•Geotechnical Investigation May 21, 1996 lJ Law/Crandall Project 70131-6-0171.0001 1.0 SCOPE This report presents the results of our geotechnical investigation for the proposed Emergency Generator Building at the Hoag Memorial Hospital Presbyterian in Newport Beach, California. The locations of the proposed building and our current and prior exploration borings are shown in Figure 1, Plot Plan. Data was also available from our previous investigations in the vicinity of the site to the extent possible in developing our recommendations for the currently proposed building. 'g 1 This investigation was authorized to evaluate the static physical characteristics of the soils at the t site of the proposed building, and to provide recommendations for foundation design and floor slab support for the proposed building. More specifically, we were to evaluate the soil and groundwater conditions of the site and provide recommendations for the following: I • A feasible foundation system along with the necessary design parameters, including allowable increases for wind or seismic loads and the estimated settlement due to the anticipated loadings; • Subgrade preparation and floor slab and tank support; • Grading, including site preparation, the placing of compacted fill, and quality control measures relating to earthwork; • Recommendations for design of walls below grade; and 1 �`� • Recommendations for design of shoring. Additionally, we were to update our previous geologic -seismic evaluation to be site specific to satisfy the current requirements of the office of Statewide Health Planning and Development (OSHPD) and the guidelines outlined by the California Division of Mines and Geology (CDMG). The assessment of general site environmental conditions or the presence of contaminants in the soils and groundwater at the site was beyond the scope of this consultation. Our recommendations are based on the results of our current and previous field explorations, laboratory tests, and appropriate engineering analyses. The results of the field explorations and laboratory tests are presented in Appendix A. l aJA • Hoag Memorial Hospital Presbyterian-Geotechnica! Investigation May 21. 1996 .Law/Crandall Project 70131-6-0171.0001 Our professional services have been performed using that degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No other warranty, expressed or implied, is made as to the professional advice included in this report. This report has been prepared for Hoag Memorial Hospital Presbyterian and its design consultants to be used solely in the design of the proposed Emergency Generator Building. The report has not been prepared for use by other parties, and may not contain sufficient information for purposes of other parties or other uses. 2.0 PROJECT DESCRIPTION The proposed Emergency Generator Building is shown in plan in Figure 1. We understand that the currently proposed building will be a one-story, reinforced concrete structure with maximum column loads of 150 kips and maximum wall loads of 10 kips per foot. Heavy vibrating generators will be isolated on thickened slabs within the proposed building. The finished floor level of the building will be at about Elevation 67 with a mechanical pit at Elevation 55. The north and east walls of the building will retain about 13 feet of soil. Two 30,000-gallon fuel tanks will be installed to the north of the building beneath the parking lot. 3.0 SITE CONDITIONS The site of the proposed Emergency Generator Building will be located at the southeast corner of Hospital Road and West Service Road adjacent to the existing power plant building. The existing power plant floor is at about Elevation 56. The site slopes from about Elevation 80 to 65. The site is partially covered with light vegetation and medium to large trees. The site is paved with asphalt adjacent to the existing building. 2 aka Hoag Memorial Hospital Presbyterian-Geotechnical Investigation May 21, 1996 Law/Crandall Project 70131.6-0171.0001 4.0 EXPLORATIONS AND LABORATORY TESTS 4.1 FIELD EXPLORATIONS The site of the existing power plant and nursing wing was previously explored by drilling 24 borings using 18-inch-diameter bucket -type drilling equipment. Of these 24 borings, two borings, 11 and 31 feet deep, are in the vicinity of the proposed Emergency Generator Building. For the current investigation, two additional borings were drilled to depths of 21 and 35 feet below the existing grade using 24-inch-diameter bucket -type drilling equipment. The locations of the previous and current borings are shown in Figure 1. Further details of the current explorations are presented in Appendix A. 4.2 LABORATORY TESTS Laboratory tests were performed on selected representative samples obtained from the borings to aid in the classification of the soils and to determine their engineering properties. The following La�. tests were performed: moisture content and dry density determination, direct shear, and compaction. Details of the laboratory testing program and test results are presented in Appendix A. 7 I- j 5.0 SOIL CONDITIONS Fill soils, up to 11 feet thick, were encountered in the borings. The fill sails primarily consisted of silty sand, sandy clay, and clayey sand, and contains some debris and gravel. The fill was generally found to be soft at the boring locations, and it is not uniformly well compacted. The backfill soils immediately adjacent to the existing building were tested by our firm; the result of the tests are presented in our report dated March 29, 1971 (our Job No. B-70031). The underlying natural soils consist of medium dense to dense sand. Groundwater was not encountered within the depth explored. • V • �•I ara '39 t L7-1 Hoag Memorial Hospital Prxsbyterian-Geotechnica( Investigation May 21, 1996 Law/Crandall Project 70131-6-0171.0001 6.0 GEOLOGY 6.1 GEOLOGIC SETTING The site is situated along the southern edge of Newport Mesa, about one-half mile from the Pacific Ocean and three-quarter mile northwest of Lido Isle in Newport Bay at elevations of about 60 to 80 feet above mean sea level (U.S. Geological Survey datum). Newport Mesa is one of several physiographic features that comprise the Orange County Coastal Plain. The hills and mesas of the Newport Area are separated by gaps which were incised into the late Pleistocene age land surface. Two such features are the Santa Ana Gap, which is occupied by the Santa Ana River northwest of Newport Mesa, and Upper Newport Bay, which separates Newport Mesa from the San Joaquin Hills to the east. The inferred subsurface distribution of geologic materials that were encountered in our borings is illustrated in Figure 2, Geologic Section. The relationship of the site to local geologic features is shown in Figure 3, Local Geology, and the geology in the vicinity of the site is shown in Figure 4, Regional Geology. Figure 5, Regional Seismicity, shows the locations of major faults and earthquake epicenters in Southern California. 6.2 GEOLOGIC MATERIALS Based on a review of previous borings drilled at the site, the site is locally mantled by artificial fill materials placed during the initial and subsequent grading and site developments. Artificial fill was encountered in the current Borings 1 and 2 to a depth of 11 feet and 8 feet, respectively. The fill materials consist of silty sand, sandy silt, and clayey silt with some bedrock fragments. The fill materials are underlain by marine terrace deposits composed of varying amounts of clay, silt, and sand. These materials are typical of the poorly indurated materials that blanket the mesas of the Orange County Coastal Plain. Based on our previous borings drilled at the site, these materials are present beneath the site at elevations greater than 25 feet above sea level (U.S. Geological Survey datum) and are exposed in bluff along Pacific Coast Highway and Newport Boulevard. The terrace deposits are underlain by interbedded siltstone and claystone of the Miocene age Monterey 4 Hoag Memorial Hospital Presbyterian-Geotechnical Investigation May 21, 1996 Law/Crandall Project 70131-6-0171.0001 Formation. The Monterey Formation rocks are exposed at the base of the bluff adjacent to the Pacific Coast Highway and together with other Tertiary age sedimentary rocks extend to a depth greater than 10,000 feet. 6.3 GROUNDWATER The site is located outside the main groundwater basin of the Orange County Coastal Plair:..'?v water was encountered in our borings drilled at the site to a maximum depth of 35 feet beneath the existing ground surface. Additionally, no water was encountered in our previous borings drill,^d in the area of the proposed generator building. However, perched water could be present locally within the terrace deposits, and at the contact between the terrace deposits and the less permeable rocks of the Monterey Formation. The Monterey Formation bedrock is considered to 5e non- waterbearing; however, due to the close proximity to the Pacific Ocean, the formation is likely to be saturated at or near sea level. 6.4 GEOLOGIC HAZARDS Faults The numerous faults in Southern California are categorized as active, potentially active, and inactive. Detailed information concerning the faults in the site area is presented in Tables B-1, B-2, and B-3 in Appendix B. The closest active fault to the site is the North Branch segment of the Newport -Inglewood fault zone, located about % mile southwest of the site. Other nearby active faults are the Palos Verdes fault, the Whittier fault, and the Elsinore fault located 12 miles southwest, 21 miles north- northeast, and 23 miles northeast of the site, respectively. The San Andreas fault zone is about 51 miles northeast of the site. is lip. 1 ; La Hoag Memorial Hospital Presbyterian-Geotechnieal Investigation May 21, 1996 Law/Crandall Project 70131-6-0171.0001 The Compton -Los Alamitos Thrust as defined by Dolan et al. (1995) is located beneath the site; the Elysian Park Fold and Thrust Belt as defined by Hauksson (1990) is located 11 miles north of the site. The closest potentially active fault is the Pelican Hill fault, located about 3.3 miles east of the site. Other nearby potentially active faults include the El Modeno fault and the Peralta Hills fault located 12.6 miles north and 15 miles northeast of the site, respectively. The site is not within a currently established Alquist-Priolo Earthquake Fault Zone for surface fault rupture hazards. No faults or fault -related features were observed during our field reconnaissance. No active or potentially active faults with the potential for surface fault rupture are known to pass directly beneath the site. Therefore, the potential for surface rupture due to faulting occurring beneath the site during the design life of the proposed addition is considered low. Seismicity The seismicity of the region surrounding the site was determined from research of a computer catalog of seismic data. A description of the search and the results of the search are presented in Appendix B. Epicenters of major earthquakes (magnitude greater than 6.0) are shown in Figure 5, Regional Seismicity. Several earthquakes of moderate to large magnitude have occurred in the Southern California area within the last 60 years. A list of these earthquakes is included in the following table. List of Historic Earthquakes Earthquake (Oldest to Youngest) Long Beach San Fernando Whittier Narrows Sierra Madre Landers Big Bear Northridge Date of Earthquake Magnitude March 11., 1933 (GCT) February 9,1971 October 1, 1987 June 28, 1991 June 28, 1992 June 28, 1992 January 17, 1994 6 Distance to Direction to Epicenter Epicenter 6.4 1.8 S 6.6 61 NW 5.9 31 NW 5.4 44 N 7.5 90 ENE 6.6 72 ENE 6.7 53 NW d wal Hoag Memorial Hospital Presby+. •fart-Geotechnical investigation May 21, 1996 1 i Law/Crandall Project 70131-6d17:.;A01 ram 1s� 1 :a d There are no known landslides near the site, nor is the site in the path of any known or potential !'a landslides. Proposed permanent slopes will be constructed at 2:1 (horizontal to vertical) or flatter. Li 1 The north and east sides of the proposed building will be partially subterranean. Most of the excavation will expose artificial fill or alluvial deposits. The artificial fill and alluvial deposits are i 1 horizontally stratified and lack any well-defined planar features or discontinuities (such as bedding t additional surcharge on the proposed subterranean walls. Liquefaction and Seismically -Induced Settlement Liquefaction potential is greatest where the groundwater level is shallow, and loose, fine sands occur within a depth of about 50 feet or less. Liquefaction potential decreases as grain size and clay and gravel content increase. As ground acceleration and shaking duration increase during an earthquake, liquefaction potential increases. IMP Based on the location of nearby active and potentially active faults, the site is exposed to a greater seismic risk than other locations in the Southern California area. The site could be subjected to strong ground shaking in the event of an earthquake. However, the effects of this hazard can be mitigated if the buildings are designed and constructed in conformance with current building codes and engineering practices. Slope Stability uaa t r or joints) which would act as planes of weakness. The geologic conditions will not create an The materials beneath the site are primarily dense sands and water is not expected to be present in significant quantities above Elevation 25. Therefore, the potential for liquefaction beneath the site is considered to be low. Seismic settlement is often caused by loose to medium -dense granular soils densified during ground shaking. Uniform settlement beneath a given structure would cause minimal damage; however, because of variations in distribution, density, and confining conditions of the soils, 7 9 9 /-7' J 1 1 t La Las Hoag Memorial Hospital Presbyterian-Geotechnical investigation May 21, 1996 Law/Crandall Project 70131-64171.0001 seismic settlement is generally non -uniform and can cause serious structural damage. Dry and partially saturated soils as well as saturated granular soils are subject to seismically -induced settlement. Generally, differential settlements induced by ground failures such as liquefaction, flow slides, and surface ruptures would be much more severe than those caused by densification alone. The dense granular soils in our previous exploratory borings are not in the loose to medium - dense category. Based on the uniform soil conditions at the site, any seismic settlement would be uniform across the building area. We have estimated the seismic settlement at the site to be less than one-fourth inch. Therefore, the potential for seismically -induced settlement is low. Tsunamis, Inundation, Seiches, and Flooding The site is approximately'/ -mile from the Pacific Ocean at elevations of about 60 to 80 feet above sea level. Therefore, tsunamis (seismic sea waves) are not considered a significant hazard at the site. According to the Orange County General Plan (1987), the site is not located downslope of any large bodies of water that could adversely affect the site in the event of earthquake -induced failures or seiches (wave oscillations in an enclosed or semi -enclosed body of water). The site is in an area of minimal flooding potential (Zone C) as defined by the Federal Insurance Administration. Subsidence The site is not within an area of known subsidence associated with fluid withdrawal (groundwater or petroleum), peat oxidation, or hydrocompaction. 8 1 Lai Hoag Memorial Hospital Presbyterian-Geotechnical Investigation May 21, 1996 Law/Crandall Project 70131-6-0171.0001 6.5 GROUND SHAKING Duration of Shaking Movements on any of the above -described active and potentially active faults could cause ground shaking at the site. Bolt (1973) investigated the relationship between an earthquake'smagnitude and the duration of its resultant strong shaking. In Table 1, bracketed duration of strong shaking is defined as the time interval between the first and last peaks of strong ground motion when the acceleration of the ground due to seismic waves exceeds 0.05g. For example, a 6.5 magnitude earthquake within 10 kilometers (6.2 miles) of the site would be expected to have a bracketed duration of strong ground shaking of about 19 seconds. Bracketed Duration of Strong Shaking as a Function of Magnitude and Distance to Source (after Bolt, 1973) Distance to Source (km) Bracketed Duration (seconds) Magnitude 5.5 6.0 6.5 7.0 7.5 8.0 8.5 10 8 12 19 26 31 34 35 25 4 9 15 24 28 30 32 50 2 3 10 22 26 28 29 75 1 1 5 10 14 16 17 100 0 0 1 4 5 6 7 125 0 0 1 2 2 3 3 150 0 0 0 1 2 2 3 175 0 0 0 0 1 2 2 200 0 0 0 0 0 1 2 Estimated Peak Ground Acceleration Ground motions were postulated corresponding to the Upper Bound Earthquake (UBE), having a 10% probability of exceedence during a 100-year time period. The site -specific peak ground acceleration for the UBE was estimated by a Probabilistic Seismic Hazard Analysis (PSHA) using the computer program FRISKSP. The peak ground acceleration was developed as the average of 9 Hoag Memorial Hospital Presbyterian-Geotechnical Investigation May 21, 1996 Law/Crandall Project 70131-6-0171.0001 the spectra using the ground motion attenuation relations for a type "B" site classification and e ground motion attenuation relations for a type "C" site classification discussed in Boore et al. (1993). Dispersion in the Boore et al. ground motion attenuation relationships was considered by inclusion of the standard deviation of' the ground motion data in the attenuation relationship used in the PSHA. The estimated peak ground acceleration for the UBE is 0.52g. 6.6 GEOLOGIC CONCLUSIONS Based on the available geologic data, no known active or potentially active faults with the potential for surface fault rupture are known to exist beneath the site. Accordingly, the potential for surface rupture at the site due to faulting is considered low during the design life of the proposed generator building. Although the site could be subjected to strong ground shaking in the event of an earthquake, this hazard is common in Southern California and the effects of ground shaking can be mitigated if the buildings are designed and constructed in conformance with current building codes and engineering practices. The potential for other geologic hazards such as liquefaction, seismic settlement, subsidencr., flooding, tsunamis, and seiches affecting the site is considered low. The existing fill soils are not considered suitable for foundation or floor slab support. Most of the fill soils will be excavated during the planned excavation. To provide adequate support for the proposed building, we recommend that foundations be established in the dense natural soils. Conventional spread footings may be used where the firm natural soils are exposed or close to final grade; deepened spread footings may be used where the depth to firm natural soils is greater. To avoid surcharging the walls of the existing Power Plant, adjacent foundations should be carried 41 lafr T Hoag Memorial Hospital Presbyterian-Geotechnical lnverttgation May 21, 1996 Law/Crandall Project 70131-6-0171.0001 to the same elevation as the exiting footings of the Power Plant building. To provide support for the floor slabs -on -grade, all remaining fill and any soft or disturbed natural soils in the building area and three feet beyond should be excavated and replaced as properly compacted fill. Bearing Values Spread footings carried at least • 1 foot into the firm natural soils and at least 3 feet below the lowest adjacent final grade or floor level may be designed to impose a net dead plus live load pressure of 6,000 pounds per square foot. A one-third increase in the bearing value may be used for wind or seismic loads. Since the recommended bearing value is a net value, the weight of the concrete within the footings may be taken as 50 pounds per cubic foot, and the weight of the soil backfill may be neglected when computing the imposed downward foundation loadings. Spread footings for minor structures supported in properly compacted fill or the natural soils, such as low retaining walls or free-standing walls, may be designed to impose a net plus live load pressure of 1,500 pounds per square foot at a depth of 11/2 feet below the adjacent grade. Settlement The settlement of the proposed Emergency Generator building, supported as recommended, is estimated to be on the order of 'A to' inch. Differential settlement between adjacent columns is estimated to be less than inch. Lateral Loads Lateral loads may be resisted by soil friction on footings and the floor slab, by the passive resistance of the soils. A coefficient of friction of 0.4 may be used between footings or the floor slab -on -grade and the supporting soils. The passive resistance of the undisturbed natural soils or 11 Hoag Memorial Hospital Presbyterian-Geotechnical Investigation May 21. 1996 Law/Crandall Project 70131-6-0171.0001 properly compacted fill against footings may be assumed to be 250 pounds per cubic foot. A one- third increase in the value may be used for wind or seismic loads. The passive resistance of the soils, and the frictional resistance between the floor slab and footings and the supporting soils may be combined without reduction in determining the total lateral resistance. Foundation Observation To verify the presence of satisfactory soils at design elevations, all foundation excavations should be observed by personnel of our firm. Foundations should be deepened as necessary to reach satisfactory supporting soils. The sides of footing excavations deeper than 5 feet should be sloped back or shored for safety. All applicable requirements of the California Construction and General Industry Safety Orders, the Occupational Safety and Health Act of 1970, and the Construction Safety Act should be met. Inspection of the foundation excavations may also be required by the appropriate reviewing governmental agencies. The contractor should familiarize himself with the inspection requirements. of the reviewing. 7.2 SITE COEFFICIENT The site coefficient, S, may be determined as established in the earthquake regulations under Section 1628 of the Uniform Building Code, 1994 edition, for seismic design of the proposed building. Based on a review of the local soil and geologic conditions, the site may be classified as Soil Profile S2, and the site coefficient (S) may be taken as equal to a value of 1.2 as specified in the code. Hoag Memorial Hospital Presbyterian-Geotechnical Lrnstigation May 21. 1996 Law/Crandall Protect 70131-6-0171.0001 Lateral Pressures For the design of cantilevered shoring, a triangular distribution of lateral earth pressure may be used. It may be assumed that the retained soils with a level surface behind the cantilevered shoring will exert a lateral pressure equal to that developed by a fluid with a density of 30 pounds per cubic foot. In addition to the recommended earth pressure, the upper 10 feet of shoring adjacent to any traffic areas should be designed to resist a uniform lateral pressure of 100 pounds per square foot, which is a result of an assumed 300 pounds per square foot surcharge behind the shoring due to normal traffic. If the traffic is kept back at least 10 feet from the shoring, the traffic surcharge may be neglected. Shoring adjacent to the existing buildings should be designed for any lateral surcharge pressures imposed by the adjacent foundations of the building. Design of Soldier Piles For the design of soldier piles spaced at least two diameters on centers, the allowable lateral bearing value (passive value) of the soils below the level of excavation may be assumed to be 600 pounds per square foot of depth, up to a maximum of 6,000 pounds per square foot. To develop the full lateral value, provisions should be taken to assure firm contact between the soldier piles and the undisturbed soils. The concrete placed in the soldier pile excavations may be a lean -mix concrete. However, the concrete used in that portion of the soldier pile that is below the planned excavated level should be of sufficient strength to adequately transfer the imposed loads to the surrounding soils. The frictional resistance between the soldier piles and the retained earth may be used in resisting a portion of the downward component of the anchor load. The coefficient of friction between the soldier piles and the retained earth may be taken as 0.4. (This value is based on the assumption that uniform full bearing will be developed between the steel soldier beam, the lean -mix concrete, and the retained earth). In addition, the soldier piles below the excavated level may be used to Hoag Memorial Hospital Presbyterian-Geotechnical Investigation May 21, 1996 Law/Crandall Project 70131-6-0171.0001 resist downward loads. The frictional resistance between the concrete soldier piles and the soils below the excavated level may be taken as equal to 400 pounds per square foot. Lagging Lagging will be required to retain the sandy soils. The soldier piles should be designed for the full anticipated lateral pressure. However, the pressure on the lagging will be less due to the arching of the soils. We recommend that the lagging be designed for the recommended earth pressure but limited to a maximum value of 400 pounds per square foot. Monitoring Some means of monitoring the performance of the shoring system is recommended. The monitoring should consist of periodic surveying of the lateral and vertical locations of the tops of all the soldier piles. We will be pleased to discuss this further with the design consultants and the contractor when the design of the shoring system has been finalized. Lil To provide support for the building slab -on -grade, the existing fill should be excavated and •s replaced as properly compacted fill, and any required additional fill should be properly compacted. Excavation up to about 12 to 15 feet deep will be required to achieve the desired grades. 7.4 GRADING Compaction After clearing the site and excavating as recommended, the exposed materials should be carefully inspected to verify the removal of all unsuitable deposits. Next, the exposed material should be scarified to a depth of 6 inches and rolled with heavy compaction equipment. The required fill should be placed in loose lifts not more than 8 inches thick and compacted to at least 90% of the maximum dry density obtainable by the ASTM D1557-91 method of compaction. It is n4 1 ti Hoag Memorial Hospital Presbyterian-Geoteehnical Investigation Law/Crandall Protect 70131-6-0171.0001 May 21.1996 recommended that the moisture content of the soils at the time of compaction be brought to within 2% of optimum moisture content. Material for Fill The on -site soils, less any debris or organic matter, may be used in the required fills. Any required import material should consist of relatively non -expansive soils with an Expansion Index less than 35. The imported materials should contain sufficient fines (binder material) so as to be relatively impermeable and result in a stable subgrade when compacted. All proposed import material should be approved by our personnel prior to placing at the site. Grading Observation The excavation of the fill soils and the compaction of all required fill should be observed and tested by our firin. Any imported fill material should be approved for use prior to importing. The governmental agencies having jurisdiction over the project should be notified prior to commencement of grading so that the necessary grading permits may be obtained and arrangements may be made for the required inspection(s). LI 7.5 PERMANENT SLOPES Permanent cut -and -fill slopes may be constructed at 2:1 (horizontal to vertical) or flatter. The existing slopes are somewhat steeper than 1'Wl. Although the existing slopes appear to be stable and are presently performing well, we recommend that the slopes be trimmed as close as practical to the flatter slope angle. To minimize future shallow sloughing, fill slopes should be overfilled and trimmed back to achieve a firm surface. Where fill is to be placed on slopes steeper than 5:1, the underlying soils should be excavated to construct horizontal benches and to allow proper keying of the compacted fill into the firm natural soils. 16 L Ei t9� Hoag Memorial Hospital Presbyterian-Geoteehnical Investigation May 21. 1996 Law/Crandall Project 70131-6-0171.0001 Drainage of permanent slopes should be carefully planned to direct surface runoff away from the top and the face of the slopes. Drainage devices should be installed in accordance with the building laws of the controlling agency. The slopes should be planted with deep -rooting, drought - resistant, suitable vegetation as soon as possible to minimize erosion and additional maintenance. 7.6 WALLS BELOW GRADE Lateral Pressure For design of cantilevered walls below grade, where the surface of the backfill is level, it may be assumed that drained soils will exert a lateral pressure equal to that developed by a fluid with a density of 35 pounds per cubic foot. Where the backfill is sloped at 2:1 (horizontal to vertical), it may be assumed that the soils will exert a lateral pressure equal to that developed by a fluid with a density of 50 pounds per cubic foot. For design of braced building walls, a trapezoidal distribution of lateral earth pressure should be used. The recommended lateral earth pressure distribution on the permanent basement walls retaining level earth is illustrated in the following diagram with the maximum lateral pressure of 22H in pounds per square foot, where H is the height of the retained soil in feet. Where the backfill 7 is sloped at 2:1 (horizontal to vertical) a maximum pressure of 33H pounds per square foot should 1 be used in design. .7 17 let Hoag Memorial Hospital Presbyterian-Geotechnical Investigation May 21. 1996 Law/Crandall Project 70131-6-0171.0001 The upper 10 feet of the basement walls should be designed for an additional lateral pressure of 100 pounds per square foot due to adjacent traffic, unless the traffic is kept at least 10 feet away from the walls. Basement walls adjacent to the existing building should also be designed for any lateral surcharge pressures imposed by the adjacent foundations of the building. Seismic Lateral Earth Pressure In addition to the above -mentioned lateral earth pressures, the basement walls should be designed to support a seismic active pressure in addition to the lateral earth pressure and any traffic surcharges. This pressure is applicable where there is a differential of more than 6 feet in the height of the retained earth against opposite sides of the building basement. The recommended seismic active pressure distribution on the wall is shown in the following diagram with the maximum pressure equal to 20H pounds per square foot, where H is the wall height in feet. 0.0 Backfill H• HEIGHT OF WALL IN FEET All required backfill should be mechanically compacted in layers; flooding should not be permitted. Proper compaction of the backfill will be necessary to minimize settlement of the I8 r, fr 1 Lit Hoag Memorial Hospital Presbyterian-Geotechnical Investigation May 21. 1996 Law/Crandall Protect 70131-6-0171.0001 backfill and to minimize settlement of overlying slabs, walks, and paving. Backfill should be compacted to at least 90% of the maximum density obtainable by the ASTM Designation D1557-91 method of compaction. The on -site soiis may be used for backfill. Some settlement of the backfill should be anticipated, and any utilities supported therein should be designed to accept differential settlement, particularly at the points of entry to the building. Also, provisions should be made for some settlement of concrete walks on grade supported on backfill. Drainage If the backfill is placed and compacted as recommended and good surface drainage is provided, infiltration of water into the backfill should be minimal. However, building walls below grade should be waterproofed or at least dampproofed, depending upon the degree of moisture protection desired. Also, a perimeter drain should be installed at the base of building walls below grade. The perimeter drain may consist of a 4-inch-diameter perforated pipe placed with the perorations down and surrounded by at least 4 inches of filter gravel. Non -building retaining walls should also be provided with a drain or weep holes. 7.7 FLOOR SLAB SUPPORT If the subgrade is prepared as recommended, the building floor slab may be supported on grade. Construction activities and exposure to the environment may cause deterioration of the prepared subgrade. Therefore, we recommend our field representative observe the condition of the final subgrade soils immediately prior to slab -on -grade construction and, if necessary, perform further density and moisture content tests to determine the suitability of the final prepared subgrade. If vinyl or other moisture -sensitive floor covering is planned, we recommend that the floor slab in those areas be underlain by a capillary break consisting of an impermeable membrane over a 4- inch-thick layer of gravel. A 2-inch-thick layer of sand should be placed between the gravel and the membrane to decrease the possibility of damage to the membrane. A suggested gradation for the gravel is shown in the following table. 19 Hoag Memorial Ho pltal Presbyterian-Geotechnical investigation May 21. 1996 Law/Crandall Project 70131-6-0171.0001 Sieve Size Percent Passing 3/4" 90-100 No. 4 0-10 No. 100 0-3 If a membrane is used, a low -slump concrete should be used to minimize possible curling of the slab. A 2-inch-thick layer of coarse sand may be placed over the impermeable membrane to reduce slab curling. If this sand bedding is used, care should be taken during the placement of the concrete to prevent displacement of the sand. The concrete slab should be allowed to cure properly before placing vinyl or other moisture -sensitive floor covering. 8.0 BASIS FOR RECOMMENDATIONS The recommendations provided in this report are based upon our understanding of the described project information and on our interpretation of the data collected during our previous subsurface explorations. We have made our recommendations based upon experience with similar subsurface conditions under similar loading conditions. The recommendations apply to the specific project discussed in this report; therefore, any change in the building configuration, loads, location, or the site grades should be provided to us so that we may review our conclusions and recommendations and make any necessary modifications. The recommendations provided in this report are also based upon the assumption that the necessary geotechnical observations and testing during construction will be performed by representatives of our firm. The field observation services are considered a continuation of the geotechnical investigation and essential to verify that the actual soil conditions are as anticipated. This also provides for the procedure whereby the client can be advised of unanticipated or changed conditions that would require modifications of our original recommendations. In addition, the presence of our representative at the site provides the client with an independent professional opinion regarding the geotechnically-related construction procedures. If another firm is retained for the geotechnical observation services, our professional responsibility and liability would be limited to the extent that we would not be the geotechnical engineer of record. • La Hoag Memorial Hospital Presbyterian-Geotechnicallnvestigation May 21. 1996 Law/Crandall Project 70131-6-0171.0001 9.0 BIBLIOGRA.PHY Association of Engineering Geologists, 1973, "Geology and Earthquake Hazards, A Planners Guide to the Seismic Safety Element," Special Publication. Barrie, D.S., Tatnall, T.S., and Gath, E.M., 1992, "Neotectonic Uplift and Ages of Pleistocene Marine Terraces, San Joaquin Hills, Orange County California," in Heath, E. G. and Lewis, W. L., editors, The Progressive Pleistocene Shoreline, Southern California: Southcoast Geological Society, Annual Field Trip Guidebook No. 20, p. 115-121. Barrie, D.S., Tatnall, T.S., and Gath, E.M., 1989, "Postulated Quaternary Uplift Rates of the San Joaquin Hills between Newport Beach and Laguna Beach, Orange County, California, in Cann, L. R., and Steiner, E. A., compilers, Association of Engineering Geologists, Southern California Section, Annual Field Trip Guidebook and Volume, p. 53-68. Barrows, A.G., 1974, "A Review of the Geology and Earthquake History of the Newport -Inglewood Structural Zone, Southem California," California Division of Mines and Geology Special Report 114. Blake, 1995, "FRISKSP, A Computer Program for Probabilistic Estimation of Peak Acceleration and Uniform Hazard Spectra Using 3-D Faults as Earthquake Sources." 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California Department of Water Resources, 1976, "Crustal Strain and Fault Movement Investigation," Bulletin 116-2. California Department of Water Resources, 1967, "Progress Report on Groundwater Geology of the Coastal Plain of Orange County." 21 Hoag Memorial Hospital Presbyterian-Geotechnical investigation May 21. 1996 Law/Crandall Project 70131-6.0171.0001 California Division of' Mines and Geology, 1986, "Earthquake Fault Zones Map of the Newport Beach Quadrangle, Revised Official Map, July 1, 1986." Califomia Division of Mines and Geology, 1986, "Guidelines for Preparing Engineering Geologic Reports," CDMG Note 44. California Institute of Technology, Magnetic Tape Catalog of Earthquakes for Southern California, 1932-1995. 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Dolan, J.F. and Sieh, K., 1992, "Paleoseismology and Geomorphology of the Northem Los Angeles Basin: Evidence for Holocene Activity on the Santa Monica Fault and Identification of New Strike -Slip Faults through Downtown Los Angeles," EOS, Transactions of the American Geophysical Union, Vol. 73, p. 589. Environmental Management Agency, County of Orange, 1987, "Orange County Safety Element." Fife, D.L., and Bryant, M.E., 1983, "The Peralta Hills Fault, A Transverse Range Structure in the Northern Peninsular Ranges, Orange County, California," Association of Engineering Geologists, Abstract, 26th Annual Meeting, San Diego, Califomia. Goter, S.K., Oppenheimer, D.H., Mori, J.J., Savage, M.K., and Masse, R.P., 1994, "Earthquakes in California and Nevada," U.S. Geological Survey Open File Report 94-647. Gray, C.H., Jr., 1961,."Geology of and Mineral Resources of the Corona South Quadrangle," California Division of Mines and Geology, Bulletin No. 178. Greene, H.G., and Kennedy, M.P., 1987, "Geology of the Inner-Southem California Continental Margin," Califomia Division of Mines and Geology, Continental Margin Geologic Map Series, Area 1, 4 Map Sheets. Greensfelder, R.W., 1974, "Maximum Credible Rock Acceleration from Earthquakes in California," California Division of Mines and Geology, Map Sheet 23. 22 Pa A'4 L 1. •1 L'h= L.i' LS '1 Hoag Memorial Hospital Presbyterian-Geotechnical hwesttgation May 21. 1996 Law/Crandall Protect 70131-6-0171.0001 Greenwood, R.B., and Morton, D.M., compilers, 1991, "Geologic Map of the Santa Ana 1:100,000 Quadrangle, California," California Division of Mines and Geology Open File Report 91-17. Guptil, P.D., Armstrong, C., and Egli, M., 1992, "Structural Features of the West Newport Mesa," in Heath, E.G., and Lewis, W.L., editors, The Regressive Pleistocene Shoreline, Southern California: Southcoast Geological Society Annual Fieldtrip Guidebook No. 20, P. 123-136. Guptil, P.D. and Heath, E.G., 1981, "Surface Faulting Along the Newport -Inglewood Zone of Deformation," in California Geology, Volume 34, No. 7. Hall, J.F., editor, 1995, "Northridge Earthquake of January 17, 1994, Reconnaissance Report: Earthquake Spectra," EERI Publication 95-03. Hart, E.W., revised 1994, "Fault -Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zone Act of 1972," California Division of Mines and Geology, Special Publication 42. Hauksson, E., Jones, L.M., and Hutton, K., 1995, "The 1994 Northridge Earthquake Sequence in California: Seismological and Tectonic Aspects," in Journal of Geophysical Research, Volume 100, No. B7, July 10,1995. Hauksson, E., 1990, Earthquakes, Faulting, and Stress in the Los Angeles Basin," Journal of Geophysical Research, Volume 95, No. BIO, pp. 15,365-15,394. Herndon, R.L., 1992, "Hydrology of the Orange County Groundwater Basin —An Overview," in Heath, E.G., and Lewis, W.L., editors, The Regressive Pleistocene Shoreline, Southern California: Southcoast Geological Society Annual Field Trip Guidebook No. 20. Houston, J.R., and Garcia, A.W., 1974, "Type 16 Flood Insurance Study: Tsunami Predictions for Pacific Coastal Communities," U.S. Army Engineer Waterways Experiment Station, Hydraulic Laboratory. Hunter, A.L., and Allen, D.R., 1956, "Recent Developments in West Newport Oil Field," California Division of Oil and Gas, Summary of Operations, Volume 42, No. 2. Jackson, D.D., et al., 1995, "Seismic Hazards in Southern California: Probable Earthquakes, 1994 to 2024, Seismological Society of America Bulletin, Volume 85, Number 2. Jahns, Richard H., et al., 1954, "Geology of Southem California," California Division of Mines and Geology, Bulletin 170. Jennings, C.W., 1994, "Fault Activity Map of California and Adjacent Areas," California Division of Mines and Geology, Geologic Data Map No. 6. Lamar, D.L., 1970, "Geology of the Elysian Park-Repetto Hills Area, Los Angeles County, California," California Division of Mines and Geology Special Report 101. 23 Hoag Memorial Hospital Presbyterian-Geotechnical Investigation May 21, 1996 Law/Crandall Project 70131-6-0171.0001 Larsen, E.S., Jr., 1948, "Batholith and Associated Rocks of Corona, Elsinore, and San Luis Rey Quadrangles, Southern California," Geological Society of America Mem. 29. Law/Crandall, Inc., 1995, "Response to Department of Conservation, Division of Mines and Geology Review of Engineering Geology and Seismology Reports for Proposed Base Isolation Retrofit of Hoag Memorial Hospital Presbyterian, dated October 25, 1995, Newport Beach, California, OSHPD File Number HS-950398-30" (Job No. 70131-5-0327.0002). 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Wright, T.L., 1991, "Structural Geology and Tectonic Evolution of the Los Angeles Basin," in Association of Petroleum Geologists Memoir 52. Yerkes, R.F., 1972, "Geology and Oil Resources of the Western Puente Hills Area," U.S. Geological Survey Professional Paper 420-C. Ziony, J.I., and Yerkes, R.F., 1985, "Evaluating Earthquake and Surface Faulting Potential," in Ziony, J.1., editors, "Evaluating Earthquake Hazards in the Los Angeles Region —An Earth Science Perspective," U.S. Geological Survey, Professional Paper 1360. Ziony, J.I. and Jones, L.M., 1989, "Map Showing Late Quaternary Faults and Seismicity of the Los Angeles Region, California," U.S. Geological Survey, Miscellaneous Field Studies Map MF- 1964. s 26 AALAW/CRANDALL A DIVISION OF LAW ENGINEERING ` AND ENVIRONMENTAL SERVICES, INC. REPORT OF GEOTi ECHNICAL INVESTIGATION PROPOSED EMERGENCY GENERATOR BUILDING HOAG MEMORIAL HOSPITAL PRESBYTERIAN HOSPITAL ROAD AND WEST SERVICE ROAD NEWPORT BEACH, CALIFORNIA Prepared for: HOAG MEMORIAL HOSPITAL PRESBYTERIAN Newport Beach, California May 21,1996 70131-6-0171.0001 Hoag Memorial Hospital Presbyterian-Geoteclmical Investigation May 21, 1996 Law/Crandall Project 70131-6-0171.0001 California Division of Mines and Geology, 1986, "Earthquake Fault Zones Map of the Newport Beach Quadrangle, Revised Official Map, July 1, 1986." California Division of Mines and Geology, 1986, "Guidelines for Preparing Engineering Geologic Reports," CDMG Note 44. California Institute of Technology, Magnetic Tape Catalog of Earthquakes for Southern California, 1932-1995. Clarke, S.H., Greene, H.G., and Kennedy, M.P., 1985, "Identifying Potentially Active Faults and Unstable Slopes Offshore, in Ziony," J.I., Ed., Evaluating Earthquake Hazards in the Los Angeles Region —An Earth -Science Perspective, U.S. Geological Survey Professional Paper 1360. Darragh, R., Cao, T., Huang, M., and Shakal, A., 1994, "Processed CSMIP Strong -Motion Records from the Northridge Earthquake of January 17, 1994," Release No. 9: California Strong Motion Instrumentation Program, Report OSMS 94-16. Dolan, J.F., Sieh, K.E., Rockwell, T.K., Yeats, R.S., Shaw, J., Sippe, J., Huftile, G.J., and Gath, E.M., :t 1995, "Prospects for Larger or More Frequent Earthquakes in the Los Angeles Metropolitan Region," Science, 13, January, 1995, Volume 267, P. 199-205. .i Dolan, J.F. and Sieh, K., 1992, "Paleoseismology and Geomorphology of the Northern Los Angeles LU Basin: Evidence for Holocene Activity on the Santa Monica Fault and Identification of New Strike -Slip Faults through Downtown Los Angeles," EOS, Transactions of the American Geophysical Union, Vol. 73, p. 589. Environmental Management Agency, County of Orange, 1987, "Orange County Safety Element." Fife, D.L., and Bryant, M.E., 1983, "The Peralta Hills Fault, A Transverse Range Structure in the Northern Peninsular Ranges, Orange County, California," Association of Engineering Geologists, Abstract, 26th Annual Meeting, San Diego, California. Goter, S.K., Oppenheimer, D.H., Mori, J.J., Savage, M.K., and Masse, R.P., 1994, "Earthquakes in California and Nevada," U.S. Geological Survey Open File Report 94-647. Gray, C.H., Jr., 1961, "Geology of and Mineral Resources of the Corona South Quadrangle," California Division of Mines and Geology, Bulletin No. 178. Greene, H.G., and Kennedy, M.P., 1987, "Geology of the Inner -Southern California Continental Margin," California Division of Mines and Geology, Continental Margin Geologic Map Series, Area 1, 4 Map Sheets. Greensfelder, R.W., 1974, "Maximum Credible Rock Acceleration from Earthquakes in California," California Division of Mines and Geology, Map Sheet 23. 22 Hoag Memorial Hospital Presbyterian-Geotechnical Investigation May 21. 1996 Law/Crandall Project 70131-6-0171.0001 Greenwood, R.B., and Morton, D.M., compilers, 1991, "Geologic Map of the Santa Ana 1:100,000 Quadrangle, California," California Division of Mines and Geology Open File Report 91-17. Guptil, P.D., Armstrong, C., and Egli, M., 1992, "Structural Features of the West Newport Mesa," in Heath, E.G., and Lewis, W.L., editors, The Regressive Pleistocene Shoreline, Southern California: Southcoast Geological Society Annual Fieldtrip Guidebook No. 20, P. 123-136. Guptil, P.D. and Heath, E.G., 1981, "Surface Faulting Along the Newport -Inglewood Zone of Deformation," in California Geology, Volume 34, No. 7. Hall, J.F., editor, 1995, "Northridge Earthquake of January 17, 1994, Reconnaissance Report: Earthquake Spectra," EERI Publication 95-03. Hart, E.W., revised 1994, "Fault -Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zone Act of 1972," California Division of Mines and Geology, Special Publication 42. Hauksson, E., Jones, L.M., and Hutton, K., 1995, "The 1994 Northridge Earthquake Sequence in California: Seismological and Tectonic Aspects," in Journal of Geophysical Research, Volume 100, No. B7, July 10,1995. Hauksson, E., 1990, Earthquakes, Faulting, and Stress in the Los Angeles Basin," Journal of Geophysical Research, Volume 95, No. B 10, pp. 15,365-15,394. Herndon, R.L., 1992, "Hydrology of the Orange County Groundwater Basin —An Overview," in Heath, E.G., and Lewis, W.L., editors, The Regressive Pleistocene Shoreline, Southern California: Southcoast Geological Society Annual Field Trip Guidebook No. 20. Houston, J.R., and Garcia, A.W., 1974, "Type 16 Flood Insurance Study: Tsunami Predictions for Pacific Coastal Communities," U.S. Anny Engineer Waterways Experiment Station, • Hydraulic Laboratory. Hunter, A.L., and Allen, D.R., 1956, "Recent Developments in West Newport Oil Field," California Division of Oil and Gas, Summary of Operations, Volume 42, No. 2. Jackson, D.D., et al., 1995, "Seismic Hazards in Southern California: Probable Earthquakes, 1994 to 2024, Seismological Society of America Bulletin, Volume 85, Number 2. Jahns, Richard H., et al., 1954, "Geology of Southern California," California Division of Mines and Geology, Bulletin 170. Jennings, C.W., 1994, "Fault Activity Map of California and Adjacent Areas," California Division of Mines and Geology, Geologic Data Map No. 6. Lamar, D.L., 1970, "Geology of the Elysian Park-Repetto Hills Area, Los Angeles County, California," California Division of Mines and Geology Special Report 101. wia Li • Ii I,a s, '. Hoag Memorial Hospital Presbyterian-Geotechnical Investigation Law/Crandall Project 70131-6-0171.0001 May 21, 1996 Larsen, E.S., Jr., 1948, "Batholith and Associated Rocks of Corona, Elsinore, and San Luis Rey Quadrangles, Southern California," Geological Society of America Mem. 29. Law/Crandall, Inc., 1995, "Response to Department of Conservation, Division of Mines and Geology Review of Engineering Geology and Seismology Reports for Proposed Base Isolation Retrofit of Hoag Memorial Hospital Presbyterian, dated October 25, 1995, Newport Beach, California, OSHPD File Number HS-950398-30" (Job No. 70131-5-0327.0002). Law/Crandall, Inc., 1995, "Report of Ground Motion Study, Main Hospital Building, Hoag Memorial Hospital Presbyterian, 301 Newport Boulevard, Newport Beach, California" (Job No. 2661.50038.0001). Law/Crandall, Inc., 1994, "Report of Fault Rupture Hazard Investigation, Wastewater Treatment Plant No. 2, Huntington Beach, California, for the County Sanitation Districts of Orange County" (Job No. 2661.30140.0001). Law/Crandall, Inc., 1994, "Report of Geotechnical Investigation, Proposed Outpatient Services Buildings, Hoag Memorial Hospital Presbyterian, Lower Campus, 301 Newport. Boulevard, Newport Beach, California" (Job No. 2661.30916.0001). LeRoy Crandall And Associates, 1991, "Preliminary Geotechnical Evaluation For Preparation of Master Plan and Environmental Impact Report, Hoag Memorial Hospital Presbyterian Campus, 301 Newport Boulevard, Newport Beach, California" (Job No. 089034.AEO). LeRoy Crandall And Associates, 1990, "Report of Geotechnical Investigation, Proposed Emergency Room Expansion and Renovation, 301 Newport Boulevard, Newport Beach, California for Hoag Memorial Hospital Presbyterian" (Job No. 090072.AEO). LeRoy Crandall And Associates, 1990, "Report of Geotechnical Investigation, Proposed Employee Child Care Center, 4050 West Pacific Coast Highway, for Hoag Memorial Hospital Presbyterian" (Job No. 089083.AEB). LeRoy Crandall And Associates, 1987, "Report of Geotechnical Investigation, Proposed Hoag Cancer Center, 301 Newport Boulevard, Newport Beach, California, for the Hoag Memorial Hospital Presbytrian" (Job No. AE-87147). LeRoy Crandall And Associates, 1971, "Report of Foundation Investigation, Proposed Parking Structure, 301 Newport Beach, California, for the Hoag Memorial Hospital" (Job No. A- 71235). LeRoy Crandall And Associates, 1969, "Report of Foundation Investigation, Proposed Nursing Wing and Power Plant, 301 Newport Boulevard, Iiewport Beach, California, for the Hoag Memorial Hospital" (Job No. A-69080). Mark, R.K., 1977, "Application of Linear Statistical Models of Earthquake Magnitude Versus Fault Length in Estimating Maximum Expectable Earthquakes," Geology, Vol. 5, p. 464-466. 24 Hoag Memorial Hospital Presbyterian-Geotechnical Investigation May 21, 1996 Law/Crandall Project 70131-6-0171.0001 Shlemon, RJ., 1994, "Late Quaternary Stratigraphic and Neotectonic Framework, Wastewater Treatment Plant 2, Huntington Beach, California," Appendix to Law/Crandall Report (Job No. 2661.30140.0001), 1994. Sieh, K.E., 1984, "Lateral Offsets and Revised Dates of Large Pre -historic Earthquakes at Pallett Creek, California," Journal of Geophysical Research, Vol. 9, pp. 7461-7670. Slemmons, D.B., 1979, "Evaluation of Geographic Features of Active Faults for Engineering Design and Siting Studies, "Association of Engineering Geologists Short Course. Stover, C.W. and Coffinan, J.L., 1993, "Seismicity of the United States, 1568-1989 (revised)," U.S. Geological Society Professional Paper 1527. Toppozada, T.R, et al., 1988, "Planning Scenario for a Major Earthquake on the Newport -Inglewood Fault Zone," California Division of Mines and Geology, Special Publication 99. Vedder, J.G. et al., 1957, "Geologic Map of the San Joaquin Hills -San Juan Capristrano Area, Orange County California," U.S. Geological Survey Oil and Gas Map OM-193. U.S. Geological Survey, 1965, Photorevised 1981, "Newport Beach, 7.5 Minute Quadrangle." Wallace, R.E., 1968, "Notes of Stream Channel Offset by San Andreas Fault, Southern Coast Ranges, California," in Dickinson, U. R., and Grantz, A., eds., Proceedings of Conference of Geologic Problems on San Andreas Fault System, Stanford University Publications, Geological Sciences, Vol. DC, p. 6-21. Wesnousky, S.G., 1986. "Earthquakes, Quaternary Faults, and Seismic Hazard in California," Journal of Geophysical Research, Vol. 91, No. B12, pp. 12,587-12,631. Wright, T.L., 1991, "Structural Geology and Tectonic Evolution of the Los Angeles Basin," in Association of Petroleum Geologists Memoir 52. Yerkes, R.F., 1972, "Geology and Oil Resources of the Western Puente Hills Area," U.S. Geological Survey Professional Paper 420-C. Ziony, J.I., and Yerkes, R.F., 1985, "Evaluating Earthquake and Surface Faulting Potential," in Ziony, J.I., editors, "Evaluating Earthquake Hazards in the Los Angeles Region —An Earth Science Perspective," U.S. Geological Survey, Professional Paper 1360. Ziony, J.1. and Jones, L.M., 1989, "Map Showing Late Quaternary Faults and Seismicity of the Los Angeles Region, California," U.S. Geological Survey, Miscellaneous Field Studies Map MF- 1964. s 26 "II I Lizt II / r III t- ►6:i 1 f,1 '►I II Lll 111 ;a I j 4�r I� 11 .....liadiln wan a I... / b"I t i ,- �j 0 I O ► i 1JJ1J �If�i'_" I ; MITI I I ,.'' f '"-� • I ; t .--•1 ;—'— rd—Ti-- rl—a----ft I t I . I 1 , 1 tr- s rt,o • • r • • • t tt REFERENCE: SCEMATIC GRADING PLAN (DATED 12/22/95) BY DAVID A. BOYLE ENGINEERING. J • PLOT PLAN SCALE 1" KEt 2 ® CURRENT INVESTIGATION (70131-6-0171) 16 Q PREVIOUS INVESTIGATION (A-69080) BORING LOCATION AND NUMBER U GEOLOGIC SECTION \ l .4C, \ • • % '�. f I t • t\ t 7 1 t ' i t •1 QWER PLANT LAW/CRANDALL FIGURE 1 sass; PROPOS'ED»GENERA NOTES; THE SECTION IS BASED ON GEOLOGIC CONDITIONS AT BORING LOCATIONS AND AT SURFACE EXPOSURES MAPPED DURING THE INVESTIGATION. THE GEOLOGIC CONDITIONS BETWEEN SUCH LOCATIONS HAVE BEEN INTERPOLATED. LOCALIZED VARIATIONS COULD OCCUR. THE SECTION IS INTENDED FOR DESCRIPTIVE PURPOSES ONLY. POSED GENERATOR ROOM SED GRADE F.F.E.= 67.0' TERRACE DEPOSITS FORMATION GEOLOGIC SECTION aim SCALE 1" =10' 5ciL41....;',..:; n•-• h nits :i t 3314V- t. Set .77:14 .,..r.vr, ourt......, 1'4—n16.1.a -- 'ILI liy.:tri °A ra. SIN! 1 111111.11.: II : a," •li Path I I or aa •iir ' •!---iii t* I 51 0 ,h1r117.pi.:_,:$41. • :- % Eli 1 \14h.113 il—..7;71 ,. - Ift. • ---i.ti,c,.1, Iv gib ...,,A . Trader :' Pea +i ,i. 4 t lle lly Dashed where near surface; dotted where burled California Department of Water Resources, 1966 Alquist-Priolo Earthquake Fault Zone REFERENCES; BASE MAP FROM U.S.G.S. 7.5 MINUTE NEWPORT BEACH QUADRANGLE, 1965 (PHOTOREVISED 1981). GEOLOGY MODIFIED FROM POLAND AND PIPER, 1956. CALIFORNIA DIVISION OF MINES AND GEOLOGY, EARTHQUAKE FAULT ZONES, t!EWPORT BEACH QUADRANGLE OFFICIAL MAP (1986). (LL/••••• CMC" NUO. 6.0 ••••acid qlL VKO. 4u0.100 sloe 1•0OsL1 COL0..0•/ss M.wCI. Y.O. sloe MLt. b nag*. 14s•.Cl MOWO.p .LM•.L..w.ML OI.O•,q lo' Ms.:O.•OLsD.t CO MLt. Plop. Osage• we 1.64IL1.5 NM.M-Mown. L. Ipww.t.O• CMT, w•. C.s1LC rt•atl es; COssLM(.•T•C • •?M( (,tw.Mssas own( ML!(t0.(. 111e011 . -. ls0t.. Y•0••••(-O ,•swiss. YOlrvl MLt$?Olo(. .LT•M•• %OT • COO gNt,I •• Val IA saws .O••..T.►. KL W01• lit Yw.••l0 4.0.(0 Rl1T•CI.I s•e O••sts •L.00slol .10041•I lee 0004•a r Tel I••ts Ma w•••T••••• moose 4440g1 LI.OIg1 wt. wo maw••1 coven W T. M.O. u0 I M.O. yOpWpO.. M•OMry.•<•WL as0 wU.OLLOMIN CO.,', nLM 00•.atp. .M�w..l. •ILLM•O_• T• sloe www. manive. •••mm• M.•ITw( ••• •LWI was TO •((4.•M•0..• .V5•T•.l. Mlo •TMO .•Ysty es•.•.l MN. • sit T. sq Cls•: KLVOI• T•s0 00•sT MKT 41.0 (. 14 swl N00C.0 s• w•ll IOC.IIT union TMlwlq .M0wt T-n. O00.21 O. 1.100 s00 Gann OCLO to Y.T.l'J. ••s(• w•u0 6r•• NCCLC Cs.CLO-L..tt. •SLLM <MLO•I•Ll,C M..•/twt. rM4u. KKlhrl Lygtw,. r•Tta'INIO v. •lML' C••CL•.I.a,C •CHI LKyN .Haut .04UI .•LL.r *s. Cw•0•,es•CO LIM w•CV M•O••wL ••qL Me ML•NO.C. K W M• b.1 •O•Ca.K sat•• ••• •Ks) ••M• •o• •Prow• ��.—••--• • ...K• •.•••• re.. •ws••.sa,Il • LK.ge. eon.. +ISI CK . Cams .<• ••M•• w... • ..a M•••M.•••• Oa 4•1111•4 •••••L•a• M ••W. M•• NUNTINGTO BEAC GARDEN GROVE NE BEACH S. BASE MAP REFERENCE: DEPARTMENT OF WATER RESOURCES PROGRESS REPORT AND GROUND WATER GEOLOGY OF THE COASTAL. PLAIN OF ORANGE COUNTY, 1967 MODIFIED ACCORDING TO: USGS PROFESSIONAL PAPER 420 - D, 1981, DWR BULLETIN 147 - 1, 1965, USGS MAP OM - 193, 1957. �e = • GIB._ W'�._.... ONT MESA;.• /.: �. ref F.,;o / . it r fir..,: i4�a ., � _' i=n1,••f. LIN limit !� YI ',CLIO]=•',�1 •„"'y,., -,",* •. :tea ��.i .:Ace!. A 6• 1 tl7�: "�%4�a.�.�'� •v ice•=' ._ i(��i'..C�.. �. �.cr�'II.:� _ • ""2"1/4'7-"e%w HOLOCENE FAULT DISPLACEMENT WITHOUT HISTORIC RECORD APPROXIMATE EPICENTERAL AREA OF EARTHQUAKE OYU Hoag Manorial Hospital Prestry".eriwl-Geotedmical Imrsdgoion May 21. 1996 Law/Crarda l Project 7013140171.0001 APPENDIX A EXPLORATIONS AND LABORATORY TESTS EXPLORATIONS Fo: the current investigation, the site was explored by drilling two borings to depths (phi and 35 feet below the existing grade using 24-inch-diameter bucket -type drilling equipment. Caving of the borings did not occur and casing or drilling mud were not used to extend the borings to the depths drilled. Data were also available from prior investigations. The soils encountered were logged by our field technician, and undisturbed and loose samples were obtained for laboratory inspection and testing. The logs of the borings are presented in Figures A-1.1 through A-1.4; the depths at which undisturbed samples were obtained are indicated to the left of the boring logs. The energy required to drive the sampler 12 inches is indicated on the logs. The overburden soils are classified in accordance with the Unified Soil Classification System described in Figure A-2. LABORATORY TESTS The field moisture content and dry density of the soils encountered were determined by performing tests on the undisturbed samples. The results of the tests are shown to the left of the boring logs. Lw--- Direct shear tests were performed on selected undisturbed samples to determine the strength of the 1 3 Lai h soils. The tests were performed at increased moisture contents and at various surcharge pressures. -r Tests were also performed on remolded samples compacted to 90%. The yield -point values La : determined from the direct shear tests are presented in Figure A-3, Direct Shear Test Data. Haag Memorial Hospital Presbyterian-Geotedinical Investigation May 21, 1996 Law/Crandall Preyed 70131-6-0171.0001 The optimum moisture content and maximum dry density of the soils were determined by performing a compaction test on a sample from Boring 2. The test was performed in accordance with the ASTM Designation D1557-91 method of compaction. The results of the test are presented in Figure A-4, Compaction Test Data. Note: The log of subsurface conditions shown hereon applies only at the specific boring location and at the date indicated. It is not warranted to be representative of subsurface conditions at other locations and times. ELEVATION (ft.) DEPTH (ft.) MOISTURE (% of dry wt.) DRY DENSITY (Ibs./cu. ft.) N A ' BLOW COUNT` i (blows/ft.) SAMPLE LOC. BORING 1 DATE DRILLED: April 18, 1996 EQUIPMENT USED: 24" - Diameter Bucket ELEVATION: 80• • 3" Asphalt Paving - 3" Base Course SM ARTIFICIAL FILL left 6.0 100 ®; , ;' FILL - SILTY SAND - fine, dark reddish brown (ENCOUNTERED CONCRETE OBSTRUCTION AT 1' - MOVED BORING 2' NORTH) 13.3 100 a✓ CL rILL - SANDY CLAY - some Silt, dark h^awn 75 — 5 17.9 92 <1 Some bedrock clasts 70 1 12s 95 1 Pieces of asphalt paving SP TERRACE- DEPOSITS 1Q11 1.3 96 5 S;t,;t• ,';: -�: .,.;.•1 SAND - fine, medium dense, light grey • Number of blows required to drive the Crandall sampler 12 inches for depths of: 0' to 25' using a 1600 poura hammer falling 12 inches; 65 — 15 2.5 99 8 i;i; ,,. • -. ;'" Below 25' using an 800 pound hammer falling 12 inches. •• Elevations refer to datum of reference plan; see Figure 1. l 11.0 102 4 Some Gravel, brown 60 — 20 ? ` •• >?.2 Layers of Clay 8.1 97 6 1;• 'ter•• i Grey 55— 25 2.1 4.3 100 102 24 20 ■ ;:-.: '~•.4' • ° .;• '• Fine to medium, some shells, light grey Fine, greyizh brown 50 — 45 30 — 3.6 5.5 102 91 18 15 r ,% .., Few iron oxide stains, reddish grey Light grey 35 END OF BORING AT 35'. NOTE: Water not encountered. No caving. LOG OF BORING LAW/CRANDALL, INC. At FIGURE A• 1.1 BORING 2 °_. 11-- F_' z; o N W w 1.11r O o o a 40,—cnCl- 1996 EQUIPMENT USED: AprilDATE DRILLED: "- Diameter Bucket w 0 mr to ELEVATION: 65 a c f' 3" Asphalt Paving - 8" Base Course ARTIFICIAL FILL (elP CL FILL SILTY CLAY - some Sand, few Gravel, debris, dark brown - (ENCOUNTERED ELECTRICAL LINE AT 1 14' - MOVED BORING 2' 16.4 109 1 for10" NORTH) brown v ., 60 _ / SC FILL - CLAYEY SAND - fine, some roots, reddish 5 m m c 14.1 93 <10 ,��' %' ID mo • • SP TERRACE DEPOSITS Kit) ,1. r 5 4.1 93 <1 •�'•.• •: ;. . SAND - fine, some Silt, few Gravel, light brown to 55 — 10 :• m c co E 4.9 97 3 . . ',: Few iron oxide stains, light reddi, h brown o t0 c o 4.6 91 3 • ,, •; •; Light grey o ' 'co u c u m y es o m " t 50 — ' •,,.•• ti ••.� ;.ri 15 5.1 89 5 m m O •a li c 8.8 97 5 END OF BORING AT 21'. In u c. Ao. NOTE: Water not encountered. No caving. `- m 0 o m'O m H i O m o > y m y d 5 O y v 0.c e 0 m m .0 to C ` •o n .o c E j i N A O 3 0 - i 0 O C rm�. N 1... D _ `} 0 7 a Z 1. LOG OF BORING LAW/CRANDALL, INC. FIGURE A-1.2 MAJOR DIVISIONS GROUP SYMBOLS TYPICAL NAME — CLEAN �Q.Digi 6pr0? G, GW Well graded gravels, gravel -sand mixtures. lithe or no hoes GRAVELS (More than 501 GRAVELS (Ethic or no fines) Y•r�•Y o>j°r'e) Pelee el 'LARGER GP Poorly read grarets or gravel -sand minxes. Me or no fines of coarse tracuon:s titan McNp.4 GRAVELS WITH FINS 1COARSE /I; liGRAINED GMSilty gravels. pravel•sand•sitt mixtures SOILS sieve sae) (APPiaaable amount of hoes) ,• `� '. GC Clayey gravels, gravel-seno•clay nuxaves (More Mari 50% of matenal is LARGER man CLEAN SANDS : : ' :' , :' •:': , SW Well graded sands, gravelly sands, little or no fines Me No.200 serve size) SANDS (More awn 50% fraction Is (Little or no fines) • .• : ; • • SP Poorly graded sands or gravely sands, lime or no fines of coarse SMALLER than Me NoAs lze) sieve size) SANDS WITH FINES E ; SM Silty sands. sand -silt mbdixes (Appreciable ' amount of fines) C Clayey sands, sand•aay mixtures I ML Inorgank silts and very fine sands. rock hour, shay or clayey fine .Rands or Wyey silts wiln slight plasaary SILTS AND CLAYS (Liquid limit LESS Man 50) CL Inorganic days of law to:nadwm plasticity. Gravelly clays. sandy clays. silty days, lean clays FINE GRAINED ...-y thy days low SOILS OL Organic silts and organic of fwsuary '•;..sox (Mc• of material is SMALLER Iran me No.200 ` ` ` Inixganic huts, micaceous or diatomaceous fine sandy or silty soils. elastic tuts sieve size) SILTS AND CLAYS (Ltould limit GREATER man 50) • • i , , . ••• .' CH Inorganic clays of high plasticity, tat days days to high plasticity. organic silts OH Organic of medium PT Peat and other highly organic soils HIGHLY ORGANIC SOILS pot1Nr)ARY CI A4c IFICATIc•)NS• Soils possessing cllaraaenstics of two groups are designated by eombinatiom of group symbols. SILT OR CLAY PARTICLE SIZE LIMITS GRAVEL COBBLES No. 200 NC. 40 No 10 No 4 314 in. 3 M. (12 en.) U. S. STANDARD SIEVE SIZE BOULDERS UNIFIED SOIL CLASSIFICATION SYSTEM REFERENCE: The Unified Sal Classihabon System. Corps of Engineers, U.S. Army TeC,ntml Memoranoum No. 3.357, Vol. 1, Maren. 1953. (Revised April, 1960). LAW/CRANDALL, INC I'\ FIGURE A-2 SHEAR STRENGTH in Pounds per Square Foot •--- --- p 2@4-7 0 W ♦ 264-7 0 1@13 BORING NUMBER & DEPTH (FT.) r Ip 2Q47 0 210 ♦ 2 4-7 SAMPLE p 1©13 ♦ Samples tested at field or optimum moisture content a 0 Samples tested after soaking to a moisture content near saturation L `Natural soils Remolded samples compacted to 90% DIRECT SHEAR TEST DATA LAW/CRANDALL,INC. Alfa FIGURE A - 3 ILI 0 wd 0 BORING NUMBER AND SAMPLE DEPTH: SOIL TYPE: MAXIMUM DRY DENSITY: (Ibs./cu. ft.) OPTIMUM MOISTURE CONTENT: (% of dry wt.) 2 at 4' to 7' FILL - CLAYEY SAND 124 13 TEST METHOD: ASTM Designation D1557-91 COMPACTION TEST DATA LAW/CRANDALL,INC. FIGURE A - 4 Memorial Hospital Presbytriam fleoteehnical Investigation May 21. 1996 tiCrandall Project 70131-6.0171.0001 APPENDIX B FAULT DATA numerous faults in Southern California include active, potentially active, and inactive faults. 1 criteria for these major groups, as established by Slemmons (1979), are presented in !-e B-1. Table B-2 presents a listing of active faults in Southern California with the distance in Is between the site and the nearest point on the fault, and the maximum credible earthquake for (fault. Table B-3 provides a similar listing for potentially active faults. Li ;TIVE FAULTS .wport-Inglewood Fault Zone j ie nearest active fault to the site is the North Branch segment of the Newport -Inglewood fault (NIFZ) located 1/2-mile southwest of the site. Bryant (1988), in CDMG Open File Report 88- . identifies and summarizes the principal evidence for recent faulting (late Pleistocene and gpcene) along the previously mapped traces of the NIFZ. Bryant identifies three northwest- :nding faults in the area as shown in Figure 3. The northern -most fault was identified by vague III lineaments in the Holocene alluvium observed on aerial photographs and documented offset in eistocene age materials. The southern two fault locations were based on oil well data. e have previously performed several fault evaluations at the Hoag Hospital campus. Geologic ping of the bluff within the undeveloped portion of the site was :2:n -crated as part of our evious investigations at the hospital campus to determine if faults identified on Newport Mesa gther consultants traversed the site. The contact between the Pleistocene age terrace deposits d the underlying Miocene age Monterey Formation is exposed in the bluff face and could be Led for nearly the entire length of the bluff. The materials exposed in the bluff face were ratigraphically-continuous and the contact was not disrupted by faulting. However, a fault was sped in the bluff adjacent to the western property line of the Hoag Hospital lower campus, Hoag Memorial Hospital PresbytriarCeotechnicalInvestigation May 21, 1996 Law/Crandall Project 70131-64171.0001 approximately 2,000 feet southwest of the main hospital building. The fault offsets Miocene age Monterey Formation and the Pleistocene age terrace deposits. This fault coincides with the southwesterly projection of a previously mapped fault by Bryant (1988). Currently, a portion of the North Branch segment is included in an Alquist-Priolo Earthquake Fault Zone for surface fault rupture in the Huntington Beach area. The zone is approximately 3.6 miles to the northwest of the site at its closest point, as shown in Figure 3. The position of the fault through the Newport Peninsula has not been firmly established; however, the Califomia Division of Mines and Geology (1986) projects the fault passing about 500 feet southwest of the hospital campus and '/rmile southwest of the proposed generator building as shown in Figure 3. Palos Verdes Fault The active Palos Verdes fault is about 12 miles southwest of the site. Vertical separations up to about 6,000 feet occur across the fault at depth. Strike -slip movement is indicated by the configuration of the basement surface and lithologic changes in the Tertiary age rocks across the fault. A series of marine terraces in the Palos Verdes Hills were uplifted as a result of movement along the fault during the Pleistocene epoch. Geophysical data indicate offset at the base of offshore Holocene age deposits (Clarke et al., 1985). Fault splays of the Palos Verdes Fault in the Los Angeles Harbor and San Pedro shelf are indicated to offset Holocene sediment and/or the sea floor. No historic large magnitude earthquakes are associated with this fault. Whittier Fault The active Whittier fault zone, approximately 21 miles north-northeast of the site, is a northwest - trending zone of faulting that extends along the south flank of the Puente Hills from the Santa Ana River on the southeast to the Merced Hills, and possibly beyond, on the northwest. The fault zone is a high -angle reverse fault, with the north side uplifted over the south side at an angle of approximately 70 deg,er: Yerkes (1972) estimates vertical separation along the fault zone to be on the order of 6,000 to ; .: <: '1 feet. Hoag Memorial Hospital Presbyrrian-Geotechnical Investigation May 21. 1996 Law/Crandall Protect 70131-6-0171.0001 Elsinore Fault The active Elsinore fault zone is approximately 23 miles northeast of the site. This fault zone extends south -southeastward at least 110 miles along the northeastern flank of the Santa Ana Mountains (Larsen, 1948), which were uplifted along the fault zone (Gray, 1961). The fault zone contains several parallel to sub -parallel fault segments, and characteristically occupies a trough - like s' depression. The fault zone forms the southwestern boundary of the Corona -Elsinore trough. The fault zone dips steeply toward the southwest; movement on the fault zone is believed to be Ly both right -lateral and reverse -dip separation. Gray (1961) suggests that the fault zone has been a plane of primarily reverse separation since early Tertiary time. San Andreas Fault Zone The San Andreas fault zone is about 51 miles northeast of the site. This fault zone, California's most prominent geological feature, trends generally northwest for almost the entire length of the state. The southern segment, closest to the site, is approximately 280 miles long and extends from the Mexican Border to the Transverse Ranges west of Tejon Pass. Wallace (1468) estimated the recurrence interval for a magnitude 8.0 earthquake along the entire fault zone to be between 50 and 200 years. Sieh (1984) estimated a recurrence interval of 140 to 200 years. The 1857 Fort Tejon earthquake was the last major earthquake along the San Andreas fault zone in Southern California. BLIND THRUST FAULT ZONES Compton -Los Alamitos Thrust The Compton -Los Alamitos thrust, as defined by Dolan et al. (1995), is an inferred blind thrust fault located within the central portion of the Los Angeles Basin. The thrust fault underlies the site and is suggested to extend over 80 km from the Santa Monica Bay coastline southeast into western Orange County and may connect with the Elysian Park thrust to the northwest along a detachment fault below Los Angeles. Hoag Memorial Hospital Presbytrian-Geo zchnicallnvestigation May21,1996 Law/Crandall Project 70131-6-0171.0001 There are no direct data on recurrence intervals or characteristic displacements for individual blind thrust segments, at the present time. However, Dolan et al. (1995) estimates this thrust fault has an average slip rate of 1.4 mm/yr. He also proposes that the thrust fault can produce earthquakes of magnitude 7.2, based on the estimated fault rupture area. Elysian Park Fold and Thrust Belt The 1987 Whittier Narrows earthquake (magnitude 5.9) has been attributed to subsurface thrust faults, which are reflected at the earth's surface by a west-northwest trending anticline known as the Elysian Park Anticline (Lamar, 1970), e_ the Elysian Park Fold and Thrust Belt (Hauksson, 1990). The axial trace of this fold structure extends approximately 12 miles through the Elysian Park-Repetto Hills from about Silver Lake on the west to the Whittier Narrows on the east. The boundary of the Elysian Park Fold and Thrust Belt, as defined by Hauksson (1990), is about 11 miles north of the site. The subsurface faults that create the structure are not exposed at the surface and do not present a potential surface rupture hazard; however, as demonstrated by the 1987 earthquake and two smaller earthquakes on June 12, 1989, the faults are a source for future seismic activity. As such, the Elysian Park Fold and Thrust Belt should he consideted an active feature capable of generating future earthquakes. Based on an approximate length of axial trace of 12 miles, we have assigned a maximum credible earthquake of magnitude 7.1, as proposed by Dolan, et al. (1995). POTENTIALLY ACTIVE FAULTS Pelican Hill Fault The Pelican Hill fault is a possible branch of the Newport -Inglewood fault zone, located about 3.3 miles east of the site. A branch of the fault has displaced marine terrace deposits in the San Joaquin Hills, indicating late Pleistocene activity. Holocene activity has not been established; therefore, the fault is considered powntially active. B-4 Hoag Memorial Hospital Presbytrtan-GeotechnlcalInvestigation May 21. 1996 Law/Crandall Protect 70131-6-0171.0001 El Modeno Fault -1 ,1 The El Modeno fault is located about 12.6 miles north of the site. The fault is a steeply dipping A normal fault about 9 miles long with about 2,000 feet of uplift on its eastern side. Movement on the fault has been inferred during Holocene time, suggesting the fault is active (Ryan et al, 1982); however, further studies are needed to confum this. In our opinion, it is appropriate to consider the fault as potentially active. L3 Peralta dills Fault • • .7 The Peralta Hills fault is located approximately 15 miles northeast of the site. The potentially active reverse fault trends east -west and dips to the north. The fault is approximately 5 miles in length and has a sinuous surface trace across the southem Peralta Hills, southeast of the City of Orange. Pleistocene offsets are known along this fault; on this basis, •'-- fault is considered potentially active. Some geologist believe that the Pertslta Hills fault may be active, based on recent Carbon-14 dating of known offsets estimated to be 3,000 to 3,500 years old (Fife and Bryant, 1983). INACTIVE FAULTS Two inactive faults in the Miocene age Monterey Formation are inferred to exist in the vicinity of the bluffs along the lower campus based on previous investigations by Zebal and Associates. The locations of these faults was reportedly based on information interpreted from well logs. Geologic mapping of the bluff during our previous investigations at the site indicate the contact between the Pleistocene terrace deposits and the underlying Miocene age Monterey Formation is unfaulted. The contact could be traced nearly the entire length of the bluff. This suggests these faults are inactive since they are confined to the Miocene age bedrock. B-5 Hoag Memorial Hospital Presbytrian-Geotechnieallnvestigarion Afay21. 1996 Law/Crandall Project 70131-6-0171.0001 SEISMICITY The seismicity of the region surrounding the site was determined from research of a computer catalog of seismic data. This catalog includes earthquake data compiled by the California Institute of Technology for 1932 to 1996 and data for 1812 to 1931 compiled by Richter and the U.S. National Oceanic Atmospheric Administration (NOAA). The search for earthquakes that occurred within 100 kilometers (62 miles) of the site indicates that 363 earthquakes of Richter magnitude 4.0 and greater occurred between 1932 and 1996; 3 earthquakes of magnitude 6.0 or greater occurred between 1906 and 1931; and 1 earthquake of magnitude 7.0 or greater occurred between 1812 and 1905. A list of these earthquakes is presented in Table B-4. The information for each earthquake in Table I3-4 includes date and time in Greenwich Civil Time (GCT), location of the epicenter in latitude and longitude, quality of epicentral determination (Q), depth in kilometers, distance from the site in kilometers, and magnitude. Where a depth of 0.0 is given, the solution was based on an assumed 16-kilometer focal depth. The explanation of the letter code for the quality factor of the data is presented on the first page of the table. Activity Classification and Definition Active —a tectonic fault with a history of strong earthgr"es or surface faulting, or a fault with a short re,.rrence interval relative to the life ufthe planned project. The recunence interval used to define activity rate may vary according to the consequence of activity. Potentially Active —a tectonic fault without historic surface offset, but with a recurrence interval that could be sufficiently short to be significant to the particular project Activity Uncertain —a fault with insufficient evidence to define past activity or recurrence interval. The following classifications can be used until the results of additional studies provide definitive evidence. Tentatively Active —predominant evidence suggests that the fault may be active even though its recurrence interval is very long or poorly defined. Tentatively inactive —predominant evidence suggests that the fault is not active. Inactive —a fault along which it can be demonstrated that surface faulting has not occurred in the recent past, and that the requirement interval is long enough not to be of significance to the particular project • Table B-1: Criteria for Classification of Faults With Regard to Seismic Activity (After D.B. Slemmons, 1979) Historic Surface faulting and associated strong earthquakes. Tectonic fault peep or geodetic evidence of fault displacement or deformation. No reliable report of historic surface faulting. Criteria Geologic Geologically young deposits cut by the fault. Youthful geomorphological features that are characteristic of geologically young displacenents along the trace fault. Groundwater barriers in geologically young or unconsolidated deposits. Geomor1 \ic features that are characteristic cif adive faults, but with subdued, eroded, and discontinuous form. Faults not known to tut or displace youngest alluvial deposits, but offset older Quaternary deposits. Water barriers in older deposits. Geological setting in which the geometry in relation to active or potentially active faults suggests similar degree of activity. Seismologic Earthquake epicenter can be assigned with confidence to the fault. Alignment of some earthquake epiccntets along or near fault, but assigned locations have low degree of confidence in location. Available information is insufficient to provide criteria That are sufficiently definitive to establish fault activity. This lack of information may be due to the inactivity of the fault or to lack of investigations needed to provide definitive criteria. Available information suggests evidence of fault activity, but evidence is not definitive. Available information suggests evidence of fault inactivity, but evidence is not definitive. No historic. activity. Geomorphic features characteristic of active fault zones are not present and geological evidence is available to indicate that the fault has not moved in the recent past and recurrence is not likely during a time period considered significant to the site. Should indicate age of last movement Holocene, Pleistocene, Quaternary, Tertiary. etc. Not recognized as a source of earthquakes. Hoag Memorial Hospital Presbyrrian-Geotechnical Investigation Law/Crandall Project 70131-6-0171.0001 Table B-2: Major Named Faults Considered to be Active (a) in Southern California Fault (in alphabetical order) Compton -Los Alamitos Thrust Cucamonga Elsinore Zone Elysian Park Fold and Thrust Belt Garlock Zone Helendale Malibu Coast Newport -Inglewood Zone Oakridge Zone Palos Verdes Raymond San Andres (Mojave Segment) San Cayetano Zone San Gabriel San Jacinto Zone Santa Monica -Hollywood Sierra Madre -San Fernando Zone Verdugs.. Whittier Maximum Credible Earthquake 7.2 7.0 7.5 7.1 7.75 7.5 6.9 7.0 7.5 7.2 6.7 8.2 7.0 7.5 7.5 7.0 7.3 6.75 7.1 (e) (f) (t) (e) (f) (b) (e) (f) (f) (e) (h) (g) (e) (f) (b) (e) (e) (t) (d) RO RO SS RO SS SS RO SS RO SS RO SS RO SS SS RO RO RO SS Distance. From Site (Miles) 39 23 11 99 78 44 0.5 75 12 36 51 74 38 47 40 36 42 21 May 21,1996 Direction From Site NNE NE N NNW NE NW SW NW SW NNW NNE NW N NE NNW N NNW NNE (a) Slemmons, 1979 Prepared By/Date: S''( Mgr (b) Greensfelder, CDMG Map Sheet 23, 197,4 (c) Mark, 1977 Checked By/Date: t 5f i,11 q6 (d) Blake, 1995 (e) Dolan et al., 1995 (0 Mualchin & Jones, 1992 (g) OSHPD, 1995 (h) Wesnousky, 1986 SS Strike Slip NO Normal Oblique RO Reverse Oblique Hoag Memorial Hospital Presbytrlan-Geotechnical Investigation May21. 1996 Law/Crandall Project 70131-641171.0001 Table B-3: Major Named Faults Considered to be Potentially Active (a) in Southern California Fault Maximum Distance Direction (in alphabetical order) Credible From Site From Site Earthquake (Miles) Charnock 6.5 (a) SS 28 NW Chino 7.0 (d) NO 25 NE Duarte 6.7 (a) RO 35 N El Modeno 6.5 (c) NO 12.6 N Los Alamitos 6.2 (c) SS 13 NW Northridge Hills 6.6 (h) SS 51 NW Norwalk 6.7 (a) RO 17 N Overland 6.0 (a) SS .1,4 NW Peiican Hill 6.3 (c) SS 3.3 E PeraltaHi1`r 6.5 (c) RO 15 NE San Jose 6.7 (e) RO 30 NNE Santa Cruz Island 7.0 (f) RO 90 WNW Santa Susana 6.9 (e) RO 59 NNW Santa Ynez Zone 7.5 (b) SS 87 NW (a) Slemmons, 1979 (b) Greensfelder, CDMG Map Sheet 23,1974 (c) Mark, 1977 (d) Blake, 1995 (e) Dolan et al., 1995 (f) Mualchin & Jones, 1992 (g) OSHPD,1995 (h) Wesnousky, 1986 SS Strike Slip NO Normal Oblique RO Reverse Oblique Hoag Manorial Hospital Presbytrian-Geotcchnical Investigation May 21. 1996 Law/Crandall Project 70131-6-0171.0001 Table B•t: List of Historic Earthquakes of Magnitude 4.0 or Greater Within 100 km of the Site (CAI. TECH DATA NOVEMBER, 1932-JUNE, 1996) DATE TIME LATITUDE LONGITUDE Q DIST DEPTH MAGNITUDE 11-01-1932 04:45;00 34.00 N 117.25 W E 76 .0 4.0 03-11-1933 01:54:07 33.62 N 117.97 W A 3 .0 6.4 03-11-1933 02:04:00 33.75 N 118.08 W C 20 .0 4.9 03-11-1933 02:05:00 33.75 N 118.08 N C 20 .0 4.3 03-11-1933 02:09:00 33.75 N 118.08 W C 20 .0 5.0 03-11-1933 02:10:00 33.75 N 118.08 W C 20 .0 4.6 03-11-1933 02:11:00 33.75 N 118.08 W C 20 .0 4.4 03-11-1933 02:16:00 33.75 N 118.08 W C 20 .0 4.8 03-11-1933 02:17:00 33.60 N 118.00 W E 7 .0 4.5 03-11-1933 02:22:00 33.75 N 118.08 W C 20 .0 4.0 03-11-1933 02:27:00 33.75 N 118.08 W C 20 .0 4.6 03-11-1933 02:30:00 33.75 N 118.08 W C 20 .0 5.1 03-11-1933 02:31:00 33.60 N 118.00 W E 7 .0 4.4 03-11-1933 02:52:00 33.75 N 118.08 W C 20 .0 4.0 03-11-1933 02:57:00 33.75 N 118.08 W C 20 .G 4.2 03-11-1933 02:58:00 33.75 N 118.00 W C 20 .0 4.0 03-11-1933 02:59:00 33.75 N 118.08 W C 20 .0 4.6 03-11-1933 03:05:00 33.75 N 118.00 W C 20 .0 4.2 03-11-1933 03:09:00 33.75 N 118.08 W C 20 .0 4.4 03-11-1933 03:11:00 33.75 N 118.08 W C 20 .0 4.2 03-11-1933 03:23:00 33.75 N 118.08 W C 20 .0 5.0 03-11-1933 03:36:00 33.75 N 118.08 W C 20 .0 4.0 03-11-1933 03:39:00 33.75 N 118.08 W C 20 .0 4.0 03-11-1933 03:47:30 33.15 N 118.08 W C 20 .0 4.1 03-11-1933 04:36:00 33.75 N 118.08 W C 20 .0 4.6 03-11-1933 04:39:00 33.75 N 118.08 W C 20 .0 4.9 03-11-1933 04:40:00 33.75 N 118.08 W C 20 .0 4.7 03-11-1933 05:10:22 33.70 N 118.07 W C 15 .0 5.1 03-11-1933 05:13:00 33.75 N 118.08 W C 20 .0 4.7 03-11-1933 05:15:00 33.75 N 118.08 W C 20 .0 4.0 03-11-1933 05:18:04 33.58 N 117.98 W C 7 .0 5.2 03-11-1933 05:21:00 33.75 N 118.08 W C 20 .0 4.4 03-11-1933 05:24:00 33.75 N 118.08 W C 20 .0 4.2 03-11-1933 05:53:00 33.75 E 118.08 W C 20 .0 4.0 03-11-1933 05:55:00 33.75 N 118.08 W C 20 .0 4.0 03-11-1933 06:11:00 33.75 N 118.08 W C 20 .0 4.4 03-11-1933 06:18:00 33.75 N 118.08 W C 20 .0 4.2 03-11-1933 06:29:00 33.85 N 118.27 W C 40 .0 4.4 03-11-1933 06:35:00 33.75 N 118.08 W C 20 .0 4.2 03-11-1933 06:58:03 33.68 N 118.05 W C 13 .0 5.5 03-11-1933 07:51:00 33.75 N 118.08 W C 20 .0 4.2 03-11-1933 07:59:00 33.75 N 118.08 W C 20 .0 4.1 03-11-1933 08:08:00 33.75 N 118.08 W .. 20 .0 4.5 NOTE: Q IS A FACTOR RELATING THE QUALITY OF EPICL1TRAL DETERMINATION A . +- 1 km horizontal distance; +- 2 km depth 8 . +- 2 km horizontal distance; +- 5 km depth C . +- 5 km horizontal distance; no depth restriction D . >+- 5 km horizontal distance Event qualities are highly suspect prior to 1990. Many of these event qualities are based on incomplete information according to Caltech. CERTIFIED TEST LABS ID:310-492-1203 APR 08'92 8:26 Na.002 P.05 — 81 — Page 4 of 4 LABORATORY NO. 17212 REPORTED 04-07-92 CLIENT GeoScience Analytical, Inc. RECEIVED 04-06-92 SAMPLE Air (Tedlar Bag) MARES Project # 1337 Hoag Base Line BASED ON SAMPLE As sampled RESULTS Analyte Analyses Results Method GC/Hall Modified EPA 15 17212-15 42-04-04-1337-55 4/4/92 19:15 Wetland" Hydrogen Sulfide <.1 ppmV Sulfur Dioxide <.1 ppmV 17212-16 92-04-04-1337-57 4/4/92 19:28 xetlapds Hydrogen Sulfide <.1 ppmV Attachment: Cha • of Custody Respectful CSRTIPIE a President Sal Ph.D. RIEB, INC. CERTIFIED TEST LABS ID:310-492-1203 APR 08'92 w 8:26 No.002 P.06 APMgr est4® -82- Certliled resting Laboratories, Inc. Env 2640 East :om Slroc1 • Slgnnl Hi 1, CA 9O800 • TEL: (310) 424-9992 • FAX: (210) 492.1202 • Page 1 of 2 LABORATORY NO. 17211 REPORTED 04-07-92 CLIENT Geosciance Analytical, Inc. RECEIVED 04-06-92 4454 industrial Street Simi Valley, CA 93063 Attn: Louis J. Pandolfi SAMPLE Water and Sludge MARKS Project 0 1337 Hoag Base Line BASED ON SAMPLE As received RESULTS Analyte 17211-1 fl-04-04-1337-46 4/4/92 18:15 Wetlands ' Corrosivity (pH) 33% slurry 17211-2 92-04-04-1337-47 4/4/92 18126 Wetlands Corrosivity (pH) 17211-3 p2-O4-04-1337-49 4/4/92 18:41 Wetlands Corrosivity (pH) 17211-4 92-94-04-1337-5& 4/4182 18:55 Wetlands Corrosivity (pH) 33% slurry Main 92-04-04-1337-52 4/4/92 19:01 Wetlands Corrosivity (pH) 7.1 units EPA 9040 Analyses Results flat/od 6.1 units EPA 9040 6.8 units EPA 9040 7.2 units EPA 9040 6.6 units EPA 9040 inn tcplvl np0lin. OILY ID UN es•110N. 0r Simplon livina.pnnJ nnO iu nul •'utt:ur•ly li,Dic•OW 0' ID, Ou•Iily 0' OMOSIC/o Of •OONOnly IJmluu0l 01 •mints InhUYMl n• prnd'mi. An n m.AlR' Im1ln the• lu c;snit ON pJDlC •b p'en 1 nhnnlwins, I•,ic Licit • swore C•0 APO •CC•pind In• Inn n.r.luurn u.n nl 'hn client t0 w11091 O 10 OOOrO•••O IMO J00n COntl'101 thin I: Is In1I lu VII JNO. In wt104 Or .n pots. In nny wMnliuh'y 0• pu006ty •n•O.1 wshy ..1 gills,. Milner *1.1101;I.100 Is0m Ines• _•00r•/0'I••. CERTIFIED TEST LABS ID:310-492-1203 APR 08'92 8:27 No.002 P.07 LABORATORY NO. CLIENT SAMPLE MARKS BASED ON SAMPLE RESULTS Aaalyt• • -83- 17211. Geosoience Analytical, Inc. Water and Sludge Project # 1337 Hoag Base Line As received 17211-11 92-04-Q4-a337-53 4/4/92 19105 Wetlands. Corrosivity (pH) 33% ;7211-7 92-04-04-2337-60 4/4/92 run ittlands Corrosivity (pH) Attachment: Ch Respectfu CERTxtx President Page 2 of 2 REPORTED 04-07-92 RECEIVED 04-06-92 Analyses Results slurry 6.6 of Custody Ph.D. DRIES, INC. 7.5 units units 'Clotho!' EPA 9040 EPA 9040 CERTIFIED TEST LABS ID:310-492-1203 APR 10'92 16:00 No.009 P.02 Certified Testing Laboratories, Inc. ® 2648 Emu 20111 Street • Signal Will, CA 90806 • TEL: (310) 424.999.. FAX' (310) 49P• 1203 Page 1 of 4 LABORATORY NO. 17213 REPORTED 04-10-92 CLIENT GeoScienoe Analytical, Inc. RECEIVED 04-06-92 4454 Industrial Street Simi Valley, CA 93063 Attn: Louis J. Pandolfi SAMPLE Air (Tedlar Bag) NARKS Project # 1337 Hoag Base Line BASED ON SAMPLE As received RESULTS Anelyte Analyses Results Method Detection Limits Matt 92-04-04-1337-3 0.5 ppmV Benzene ND ppmV GC PID Toluene ND ppmV GC PID Ethyl Benzene ND ppmV GC PID Xylene (total) ND ppmV GC PID A7213-2 0.5 ppmV 92-04-04-�3337-6pp Benzene ND ppmV GC PID Toluene ND ppmV GC PID Ethyl Benzene ND ppmV GC P1D Xylene (total) ND ppmV GC PIA 17213-1 0.5 ppmV 92-04-04-1337-9 Benzene ND ppmV GC PID Toluene ND ppmV GC PID Ethyl Benzene ND ppmV GC PID Xylene (total) ND ppmV GC PID Arallmi 0.5 ppmV 92-04-04-1337-14 Benzene ND ppmV GC PID Toluene ND ppmV GC PID Ethyl Benzene ND ppmV GC PID Xylene (total) ND ppmV GC PID Ti• I000n •p01111 001y m Ihn IL.tyh1, or samples Ines' ntod u•td Iv I'VI u.ummittiy m01001'w of trio 4uMry 01 mndinn sal nnfMIMIN 100100I' Of .Imlllt mN.n•I 0• tt00unti AI • IMiut ptMltt.nn In Iuiank. 11.. 0+bi1: Ind ITNO I nhanlaWt. 01/ I.0011 is Nmmltn4 nnn nt.0uplu0 la 010 IxeluIlve YL0 01 ln/ NUM k wn011 1 IL Iddln00ml and uluul tut eu41040 1001 al 1010 101m • used. uI %IION a In pin. 01 any /1111011110010 or Osblkity motor %Orono p.ia w' .Ian INn0'401100 from :moo 1000'.lo'a CERTIFIED TEST LABS ID:310-492-1203 APR 10'92 16:01 No.009 P.03 - 85 - Page 2 of 4 LABORATORY NO. 17213 REPORTED 04-10-92 CLIENT Geoscience Analytical, Inc. RECEIVED 04-06-92 SAMPLE Air (Tedlar Bag) MARKS Project 0 1337 Hoag Base Line BASED ON SAMPLE As received Aaalyte Analyses Results Method Detection Limits 17Z13-$ 92-04-04-1337-17 0.5 ppmV Benzene ND ppmV GC PID Toluene ND ppmV GC PID Ethyl Benzene ND ppmV GC PID Xylene (total) ND ppmV GC PID 17213-6 92-04-04-1337-:2 0.5 ppmV Benzene' ND ppmV GC PID Toluene ND ppmV GC PID Ethyl Benzene_ ND ppmV GC PID Xylene (total) ND ppmV GC PID 17213-7 92-04-04-4 f7-33 0.5 ppmV Benzene ND ppmV GC PID Toluene ND ppmV GO.PID Ethyl Benzene ND ppmV GC PID Xylem (total) 1.4 ppmV GC PID 17213-@ e2-04-04-1337-26 0.5 ppmV Benzene ND ppmV GC PID Toluene ND ppmV GC PID Ethyl Benzene ND ppmV GC PID Xylene (total) 1.4 ppmV GC PID CERTIFIED TEST LABS ID:310-492-1203 APR 10'92 16:01 No.009 P.04 - 86 - Page 3 of 4 LABORATORY NO. 17213 REPORTED 04-10-92 CLIENT GeoScienos Analytical, Inc. RECEIVED 04-06-92 SAMPLE Air (Tediar Bag) MARKS Project 0 1337 Hoag Base Line BASED ON SAMPLE As received Analyte Analyses Results Method Detection Limits 17213-9 22-04-04-1337-29 0.5 ppmV Benzene ND ppmV GC PID Toluene ND ppmV GC PID Ethyl Benzene ND ppmV GC PID Xylena (total) 1.4 ppmV GC P1D 17213-10 92-04-04-1337-32 0.5 ppmV Benzene ND ppmv GC PID Toluene ND ppmV GC PID Ethyl Benzene ND ppmV GC PID Xylena (total) 1.9 ppmV GC PID 17213-11 92-04-04-1337-35 Benzene ND ppmV GC PID Toluene ND ppmV GC.PID Ethyl Benzene ND ppmV GC PID Xylena (total) ND ppmV GC PID 17213-12 92-04-04-2337-38 Benzene ND ppmV GC PID Toluene ND ppmV GC PID Ethyl Benzene ND ppmV GC PID Xylem (total) ND ppmV GC PID 0.5 ppmV 0.5 ppmV TIFIED TEST LABS ID:310-492-1203 APR 10'92 16:02 No.009 P.05 - 87 - Page 4 of 4 LABORATORY NO. 17213 REPORTED 04-10-92 CLIENT Geoscience Analytical, Inc. RECEIVED 04-06-92 SAMPLE Air (Tedlar Bag) MARXS Project 0 1337 Hoag Base Line BASED ON SAMPLE As received Analyse Analyses Results Method Detection Limits 17213-13 92-04-04-1337-41 0.5 ppmV Benzene ND ppmV GC PID Toluene ND ppmV GC PID Ethyl Benzene ND ppmV GC PID Xylane (total) ND • ppmV GC PID /7213-14 92-o4-04-1337-44 Benzene ND ppmV GC PID Toluene ND ppmV GC PID Ethyl Benzene •ND ppmV GC PID Xylene (total) ND ppmV GC PID 0.5 ppmV 17213-15 93-04-04-1337-56 0.5 ppmV Benzene ND ppmV GC PIA Toluene ND ppmV GC PID Ethyl Benzene ND ppmV GC PID Xylone (total) ND ppmV GC PID ND - Not Detected Attachment: Chain of Custody Respectfully s bmi QPRTI,X!D ORATORIZB, INC. Stuart E. Belot, Ph.D. 'fresident /j1c APPENDIX II LABORATORY REPORTS jas • GOLDEN STATE/CAS LABORATORIES. INC. February 23, 1993 Fleet Rust GeoScience Analytical 4454 Industrial Street Simi Valley, CA 93063 Re: HOAG Dear Fleet: Enclosed are the results of the samples submitted to our lab on February 16, 1993. For your reference, these analyses have been assigned our service request number LA931239. All analyses were performed in accordance with our laboratory's quality assurance program. Golden State / CAS is certified for environmental analyses by the California Department of Health Services (Certificate # 1296). Please call if you have any questions. Respectfully Submitted, Golden State / CAS Laboratories Inc. Dr. B. Gene Bennett Laboratory Manager GB/iz 6925 CANOGA AVENUE 111 CANOGA PARK, CA 91303 5 818 587-5550 S FAX 818 587-5555 Client: Project: Sample Matrix: Sample Name: Lab Code: Date Analyzed: Benzene Toluene Ethylbenzene Total Xylenes MRL Method Reporting Limit ND None Detected at or above the method reporting limit Date Collected: 02/16/93 Date Received: 02/16/93 Service Request No.: LA931239 GOLDEN STATE / CAS LABORATORIES, INC. Analytical Report Client: Geo Science Analytical Date Collected: 02/16/93 Project: HOAG Date Received: 02/16/93 Sample Matrix: Air Service Request No.: LA931239 BTEX pL/L (ppmV) Sample Name: SB5-25 Method Blank Lab Code: LA1239-4 LA17.39-MB Date Analyzed: 02/19/93 02/19/93 Analyte MRL Benzene 0.1 ND ND Toluene 0.1 ND ND Ethylbenzene 0.1 ND ND Total Xylenes 0.2 0.3 ND MRL Method Reporting Limit ND None Detected at or above the method reporting limit Approved by OA L\ Date 2- 2.3 -1 ) 6925 CANOGA AVENUE ■ CANOGA PARK, CA 91303 ■ 818587-5550 ■ FAX 818587-5555 • GOLDEN STATE/CAS LABORATORIES. INC. March 2, 1993 Fleet Rust GeoScience Analytical, Inc. 4454 Industrial Street Simi Valley, CA 93063 Dear Fleet: Enclosed are the results of the samples submitted to our lab on February 26. 1993. For your reference, these analyses have been assigned our service request number LA931295. All analyses were performed in accordance with our laboratory's quality assurance program. Golden State / CAS is certified for environmental analyses by the California Department of Health Services (Certificate # 1296). Please call if you have any questions. Respectfully Submitted, Golden State / CAS Laboratories, Inc. Thomas X. Robinson Project Chemist 6925 CANOGA AVENUE ■ CANOGA PARK , CA 91304 ■ 618 587-5550 ■ FAX 818 587-5555 4,. GOLDEN STMt. J CAS LABORATORIES, INC. 4-t:c_, Report r H'ila�.�abm ,lOrt Client: GeoScience Analytical, Inc. Date Collected: 02/25/93 Sample Matrix: Gas Sample Date Received: 02/26/93 Service Request No.: LA931295 /3TEX NL/d (ppmV) Sample Name: SB6-15 SB7-18 SB8-19 Lab Code: LA1295-'1 LA1295-2 LA1295-3 Date Analyzed: 02/26/93 02/26/93 02/26/93 Analyte MRL Benzene 0.1 ND ND ND Toluene 0.1 0.5 0.3 ND Ethylbenzene 0.1 ND ND ND Total Xvlenes 0.2 1.6 1.3 ND MRL Method Reporting Limit ND None Detected at or above the method reporting limit Approved by lA-ifYwa-"j_ )0. gir61-un 6925 CANOGA AVENUE 00001 Date 3 / 3 19 3 ■ CANOGA PARK, CA 91303 ■ 818587-5550 ■ FAX 818587-5555' GOLDEN STATE / CAS LABORATORIES, INC. Analytical Report Client: GeoScience Analytical, Inc. Date Collected: 02/25/93 Sample Matrix: Gas Sample Date Received: 02/26/93 Service Request No.: LA931295 BTEX pL/L (ppmV) Sample Name: SB9-23 SB10-16 SB11-23 Lab Code: LA1295-4 LA1295-5 LA1295-6 Date Analyzed: 02/26/93 02126/93 02/27/93 Analyte MRL Benzene 0.1 ND ND ND Toluene 0.1 ND ND ND Ethylbenzene 0.1 ND ND ND Total Xylenes 0.2 ND ND ND • MRL Method Reporting Limit ND None Detected at or above the method reporting limit Approved by —7 IMs> '3- )0 . I ,m Date 3 / 2 /73 6925 CANOGA AVENUE ■ CANOGA PARK, CA 91303 ■ 818587-5550 ■ FAX 818587-5555 GOLDEN STATE / CAS LABORATORIES, INC. Analytical Report Client: GeoScience Analytical, Inc. Date Collected: 02/25/93 Date Received: 02/26/93 Sample Matrix: Gas Sample Service Request No.: LA931295 BTEX pL/L (ppmV) SB12-15 Method Blank Sample Name: LA1295-7 LA1295-MB Lab Code: 02/27/93 02/26/93 Date Analyzed: Analyte ND ND Benzene 0. 1 1 ND ND Toluene 00 1 ND ND Ethylbenzene 0.2 ND ND Total Xylenes MRL MRL Method Reporting Limit ND None Detected at or above the method reporting limit Approved by I 10 • 0-n Date 3 / 2. / 9 3 nnn;' 3 FAY B18 S87-5555. GOLDEN STATE / CAS LABORATORIES, INC. QA/QC Report Client: GeoScience Analytical, Inc. Date Analyzed: 02/26-27/93 Sample Matrix: Gas Sample Service Request No.: LA931295 Duplicate Summary BTEX pL/L (ppmV) Lab Code: LA1294-2 Duplicate Relative Sample Sample Percent Analyte MRL Result Result Average Difference Benzene 0.1 191 202 197 6 1220 1220 1 Toluene 0.1 1210 7 Ethylbenzene 0.1 310 334 322 7 Total Xylenes 0.2 1040 1110 1080 MRL Method Reporting Limit Approved by \O • ► u uvjeev1 Date 3/a /`13 000V • 6925 CANOGA AVENUE ■ CANOGA PARK, CA 91303 ■ 818587-5550 ■ FAX 818587-5555 0 3o (6 ALAW/CRANDALL, INC. ENGINEERING AND ENVIRONMENTAL SERVICES oSan Diego ( 3) 8 5300 (714) 776.9544 (619) 2783600 (213) 721-6700 Fax „ (714) 776.9541 Fax (619) 278-5300 Fax OBSERVATION OF FOUNDATION SOILS Job Number 7pn/- 6 - 0/71 - coo / Date 9 Ain! l 7 ° Job Name 4,4l !/ J? %/ r/A?/= `/9/Afiel Address �Lf/£A/t�f-� ,tls RIT•.Zftick "i. The following re"4inte ""S ���-/H6excavatlons were observed by us and, as of this date, the soil conditions were found to conform with the findings of our investigation report dated -4" 13 � /99/0 (7s /?J C_ o `/ "100 / N%"i:e4e/nt .r 30,/>re/Ax.304,4 iS i,,/n3/;sAci ;to#74al `i >t//. Mcmg-5-r;7"4. AT7 cv .072,2 /D , �y'Lo^S-G-off.. n i l. CA- l< S1°R'1 f 47741645 /�/Aa D /y o ry x i By DALL, INC. Employee No. to- -7ila NOTES: 1. This observation does p41 cover footing location, size, depth or relnto!cement, and does not constltute authority for pladng concrete In excavations without approval by the govemmental Building Inspector. 2. Any changed soil conditions subsequent to this date, such as disturbance, excessive drying or wetting, will require re•inspocdon. '• 3. Loose and/or soft soils must be removed prior to placing concrete In the excavations. wiorm 303 (4193)