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HomeMy WebLinkAboutGeotechRoughGrading(Oct.10,2002) I I I I I I I I I I I I I I I I I I I o PETRA OFFICES IN THE COUNTIES OF ORANGE. SAN DIEGO. RIVERSIDE. LOS ANGELES. SAN BERNARDINO October 10,2002 J.N. 436-01 CENTEX HOMES 2280 Wardlow Circle, Suite 150 Corona, California 92880 Attention: Mr. Steve Alford Subject: Geotechnical Report of Rough Gradiug, Deer Hollow Way (Stations 10+00 through 44+50), Primrose Street (Stations 10+00 through 26+42), Peach Tree Street (Statious 10+00 through 16+50) and Pechanga Road Debris Basin, Tract 23065, Temecula Area, Riverside County, California This report presents a summary of the observation and testing services provided by Petra Geotechnical, Inc. (Petra) during rough-grading operations to complete the construction ofthe road embankment of Deer Hollow Way (Stations 10+00 through 44+50), Primrose Street (Stations 10+00 through 26+42) and Peach Tree Street (Stations 10+00 through 16+50) within Tract 23065 located in the Temecula area of Riverside County, California. In addition to the aforementioned road embankments, a debris basin was constructed along the south side of Pechanga Road, east of the intersection with Pala Road. This report also documents the overexcavation and recompaction of the proposed storm-drain alignment, located adjacent to the east side of Pal a Road (Stations 149+92 through 158+90) and Pechanga Road (Stations 10+00 through 27+50). This remedial grading was done to facilitate the construction of east- in-place pipe. Conclusions and recommendations pertaining to the suitability of the grading for the proposed construction are provided herein. Preliminary rough-grading within the golf-course/tract interface was performed within the subject tract in 1989 and 1990, under the purview of Petra; however, a final rough- grading report of the interface grading was not prepared at that time. Therefore, PETRA GEOTECHNICAL, INC. 41640 Corning Place . Suite 107 . Murrieta . CA 92562 . Tel: (909) 600-9271 . Fax: (909) 600-9215 \ I I I I I I I I I I I I I I I I I I I CENTEX HOMES TR 23065-Streets & Debris Basin/Temecula Area October 10, 2002 J.N. 436-01 Page 2 documentation of the previous relevant grading is included with this report. The balance of rough-grading to complete construction, as well as adjacent slopes and access streets, was performed during January to July 2002. REGULATORY COMPLIANCE Cuts, removal and recompaction of unsuitable low-density surface soils and placement of compacted fill under the purview of this report have been completed under the observation of and with selective testing by Petra. The earthwork was performed in accordance with the recommendations presented in previous geotec1mical reports by Petra (see References) and the Grading Code of the County of Riverside. The completed earthwork has been reviewed and is considered adequate for the construction now planned. On the basis of our observations, as well as field and laboratory testing, the recommendations presented in this report were prepared in conformance with generally accepted professional engineering practices and no further warranty is implied nor made. SUMMARY OF AS-GRADED SOIL AND GEOLOGIC CONDITIONS As-Graded Conditions Remedial grading during the 1989 interface grading generally involved the removal and recompaction of low-density surficial soils that included alluvial and colluvial soils subject to hydrocollapse or excessive consolidation, as well as near-surface weathered bedrock materials. As it pertains to the grading addressed in this report, the removal and recompaction associated with the interface grading was limited to the northern end of Deer Hollow Way. Remedial grading during the recent phase of rough grading included Deer Hollow Way, Primrose Street, Peach Tree Street, and the 1.- ~ ~ I I I I I I I I I I I I I I I I I I I CENTEX HOMES TR 23065-Streets & Debris BasinlTemecula Area October 10,2002 IN. 436-01 Page 3 remedial grading for the debris basin and cast-in-place storm-drain construction along Pechanga Road and Pala Road. The compacted fills range in depth from approximately 3 to 20 feet. A general description of the soil and bedrock materials underlying the subj ect tract is provided below. . . Compacted Engineered Fill (map symbol afc) - The compacted-fill soils placed in 1989 generally consisted of silty sand and sandy silt with variable amount of clay. The compacted-fill soils placed in 2002 are comprised of on site-derived soil and bedrock materials and generally consist of fine- to coarse-grained sand, silty sand and clayey sand. . Alluvium (map symbol Qal) - The alluvial deposits left in-place below the compacted fills in local areas of the tract consist of medium dense to dense, fine- to coarse-grained sand and silty sand with some gravel. . Pauba Formation Bedrock (Ops) - The Pauba Fonnation consists of dense, fine- to coarse-grained sandstone and silty sandstone with occasional gravel and hard siltstone beds. Bedding within the Pauba Formation is generally massive with gradational and indistinct contacts. SUMMARY OF EARTHWORK OBSERVATIONS AND DENSITY TESTING Clearing and Grubbing At the time of grading, a majority of the tract was covered with a light growth of grasses and weeds. This light vegetation was removed during overexcavation of existing grades and mixed with the excavated soils in an acceptable manner (i.e., the resultant blend contained less than I percent organic materials). Heavy vegetation that existed in local areas, as well as some construction debris, were removed from the site. Grouud Preparation . Road Embankments -- Deer Hollow Way, Primrose Street and Peach Tree Street removals were initiated approximately 16 feet outside the right-of-way projecting outward to the bottom of the removal at a 1: 1 (horizontal:vertical [h:v)). An 8-foot 2> ~ ~ I I I I I I I I I I I I I I I I I I I CENTEX HOMES TR 23065-Streets & Debris Basin/Temecula Area October 10, 2002 J.N. 436-01 Page 4 minimum thickness fill blanket underlies Deer Hollow Way, Primrose Street and Peach Tree Street. The south-western corner of Primrose Street and Peach Tree Street have removals of15 to 20 feet deep at a 1: I (h:v) projection from the right- of-way for the slopes which descend to the storm basin. . Debris Basin -- The removals for the berm and access road for the debris basin on the south side of Pechanga Road were approximately 3 to 6 feet below original grade. The bottom of the debris basin and associated cuts are entirely in alluvial deposits. . Pala Road/Pechanga Road Storm Drain Removals along the east side of Pala Road and the north side of Pee hang a Road were made in order to accommodate the cast-in-place storm-drain line. The removals varied between II and 20 feet in depth. The bottom of the removals were 30 feet wide with the temporary excavation slopes cut at approximately 1: 1 (h:v). Prior to placing fill, exposed bottom surfaces in all removal areas were first observed and approved by our geologist or senior soil technician. Following this approval, the exposed bottom surfaces were scarified to depths of approximately 6 to 8 inches, watered or air-dried as necessary to achieve a moisture content equal to or slightly above or below optimum moisture content and then recompacted in-place to a minimum relative compaction of 90 percent. Fill Placement and Testing All fill soils were placed in lifts restricted to approximately 6 to 8 inches in maximum thickness, watered or air-dried as necessary to achieve near-optimum moisture conditions and then compacted in-place to a minimum relative compaction of 90 percent based on ASTM Test Method D1557. Compaction was achieved by wheel- rolling with an 824 rubber-tired dozer and loaded scrapers. The maximum vertical depth of fill placed within the subject site is approximately 20 feet. Field density and moisture content tests were performed in accordance with nuclear- gauge test methods ASTM Test Methods D2922 and D30l7. Occasional field density ~ ~ I I I I I I I I I I I I I I I I I I I CENTEX HOMES TR 23065-Streets & Debris BasinlTemecula Area October 10, 2002 J.N. 436-01 Page 5 tests were also performed in accordance with the sandcone method ASTM Test Method D1556. Field density test results are presented on the attached Tables I and II and approximate test locations are shown on the enclosed Field Density Test Location/Geotechnical Maps (Plates 1 through 5). Table I presents the results of the field density tests taken in 1989 and 1990. Table II presents the results of the field density tests taken in 2002. Field density tests were taken at vertical intervals of approximately I to 2 feet and the compacted fills were tested at the time of placement to verify that the specified moisture content and minimum required relative compaction of90 percent had been achieved. At least one in-place density test was taken for each 1,000 cubic yards of fill placed and/or for each 2 feet in vertical height of compacted fill. The actual number of tests taken per day varied with the project conditions, such as the number of earth- movers (scrapers) and availability of support equipment. When field density tests produced results less than the required minimum relative compaction of 90 percent or if the soils were found to be excessively above or below optimum moisture content, the approximate limits of the substandard fill were established. The substandard area was then either removed or reworked in-place. V isual classification of earth materials in the field was the basis for determining which maximum dry density value was applicable for a given density test. Single-point checks were performed to supplement visual classification. Fill Slopes No fill slopes were constructed for the road embankments in excess of approximately 3 feet in height. ?: ia1 ~ I I I I I I I I I I I I I I I I I I I CENTEX HOMES TR 23065-Streets & Debris Basin/Temecula Area October 10, 2002 IN. 436-0 I Page 6 Cut Slopes No permanent cut slopes were constructed during grading for the road embankments. FilI-Over-Cut Slopes A fill-over-cut slope was constructed within the Pechanga Road debris basin at a gradient of 4: 1 (h:v). This slope attains a maximum height of approximately 14 feet. LABORATORY TESTING Maximum Dry Density Maximum dry density and optimum moisture content for each change in soil type observed during grading were determined in our laboratory in accordance with ASTM Test Method D1557. Pertinent test values are summarized in Table III. RECOMMENDATIONS Utility Trenches All utility-trench backfill within the street right-of-ways, utility easements and under sidewalks, as well as within or in proximity to slopes should be compacted to a minimum relative density of 90 percent. Where onsite soils are utilized as backfill, mechanical compaction will be required. Density testing, along with probing, should be performed by the project soils engineer or his representative, to verify proper compaction. For deep trenches with vertical walls, backfill should be placed in approximately 1- to 2-foot thick maximum lifts and then mechanically compacted with a hydra-hammer, pneumatic tampers or similar equipment. For deep trenches with sloped-walls, backfill <;.. ~ ~ I I I I I I I I I I I I I I I I I I I CENTEX HOMES TR 23065-Streets & Debris BasinlTemecula Area October 10, 2002 J.N.436-0l Page 7 materials should be placed in approximately 8- to l2-inch thick maximum lifts and then compacted by rolling with a sheepsfoot tamper or similar equipment. As an alternative for shallow trenches where pipe may be damaged by mechanical compaction equipment imported clean sand having a sand equivalent value of 30 or greater may be utilized and jetted or flooded into place. No specific relative compaction will be required; however, observation, probing and, if deemed necessary, testing should be performed. To avoid point-loads and subsequent distress to clay, cement or plastic pipe, imported sand bedding should be placed at least I foot above all pipe in areas where excavated trench materials contain significant cobbles. Sand-bedding materials should be thoroughly jetted prior to placement of backfill. Pavement Design It is Petra's understanding that the design of the pavement sections will be provided by the County of Riverside. Pavement Construction As with the pavement design, we understand that observation and testing for the preparation of the pavement sub grade and placement of aggregate base and asphaltic concrete will be provided by the County of Riverside. '1 ~ ~ I I I I I I I I I I I I I I I I I I I CENTEX HOMES TR 23065-Streets & Debris Basin/Temecula Area October 10, 2002 J.N.436-01 Page 8 This opportunity to be of service is sincerely appreciated. If you have any questions, please contact this office. Respectfully submitted, GAlTU/GRWlkeb Attachments: Table I -Field Density Test Results (1989) Table II -Field Density Test Results (2002) Table III - Laboratory Maximum Dry Density References Plates 1 through 5 - Geotechnical Maps with Density Test Locations (in pocket) Distribution: (1) Addressee (3) Centex Homes Attention: Ms. Kim Moring (1) The Garret Group LLC Attention: Mr. John Leway (2) Riverside County Building and Safety Attention: Mr. Mack Hakakian g ~ ~ I I II I I I I I I I I I I I I I I I I TABLE I FIELD DENSITY TEST RESULTS 1989 o PETRA <\ I I Field Density Test Results ~~ft~~~~~~II~I;li~"II~~~ilI?I~I~;~il I .......DA"'E .............NO... ..................LOCATION. ..............{ft).. .......(%"...............(pcfl .............(Y1>). ...........])YPE....... ..:: .:...,--.--,_.:~'..- ................------......".. ..................................--..................-............. ............................. ,..,........-. ...................,.,............ ........ ......'. '....'.... ..........................,.-..-- . ..................,.----......... TABLE I I I I I I I I I I I I I I I I I 06/15/89 IA Fairview Ave/Slope 1169.0 8.9 117.5 90 17 06112/89 2A Fairview Ave/Slope 1175.0 10.3 118.0 91 17 06/22/89 3A Fairview Ave/Slope 1180.0 13.3 119.2 90 16 06/22/89 4A Fairview Ave/Slope 1179.0 10.0 124.6 94 16 06/22/89 5A Fairview Ave/Slope 1180.0 10.6 121.6 94 17 06/22/89 6A Fairview Ave/Slope 1180.0 11.6 120.0 92 17 PETRA GEOTECHNICAL, INC. J.N. 436-01 1989 \0 T ABLE-I 1 I I I I I I I I I I I I I I I I I I I TABLE II FIELD DENSITY TEST RESULTS 2002 o PETRA \\ I I Field Density Test Results TABLE II I I I I I I I I I I I I I I I I I 12/18/01 1001 Deer Hollow Wy/Sta 14+30 1131.0 9.4 120.2 90 3A 12/18/01 1002 Deer Hollow Wy/Sta 14+75 1131.0 10.9 125.6 94 3A 12/18/0 I 1003 Deer Hollow Wy/Sta 12+00 1129.0 10.1 119.4 91 4 12/18/0 I 1004 Deer Hollow Wy/Sta 11+60 1128.0 9.1 122.0 93 4 12/18/01 1005 Deer Hollow Wy/Sta 17+80 1132.0 8.3 119.3 91 4 12/18/01 1006 Deer Hollow Wy/Sta 16+20 1131.0 7.1 115.2 88 1 12/18/01 1007 RT No. 1006 8.6 117.6 90 I 12/18/0 I 1008 Deer Hollow Wy/Sta II +40 1133.0 9.3 117.7 90 I 12/18/0 I 1009 Deer Hollow Wy/Sta 10+80 1135.0 10.1 119.3 91 4 12/18/01 1010 Deer Hollow Wy/Sta 14+91 1136.0 9.6 117.7 90 I 12/18/01 1011 Deer Hollow Wy/Sta 17+30 1138.0 9.9 113.7 87 I 12/18/01 1012 Deer Hollow Wy/Sta 18+35 1133.0 10.4 118.0 90 4 12/18/01 1013 RT No. 1011 9.8 119.1 91 I 12/19/01 1014 Deer Hollow Wy/Sta 13+00 1138.0 11.3 118.9 91 1 12/19/01 1015 Deer Hollow Wy/Sta 10+75 1135.0 9.2 121.5 93 1 12/19/01 1016 Deer Hollow Wy/Sta 12+60 1137.0 12.5 117.6 90 I 12/19/01 1017 Deer Hollow Wy/Sta 13+50 1138.0 11.9 118.1 90 4 12/19/01 1018 Deer Hollow Wy/Sta 15+40 1140.0 11.6 120.5 92 I 12/19/0 I 1019 Deer Hollow Wy/Sta 14+00 1139.0 12.9 117.7 90 1 12/19/01 1020 Deer Hollow Wy/Sta 15+50 1140.0 8.6 117.5 90 1 12/19/0 I 1021 Deer Hollow Wy/Sta 15+20 1138.0 10.3 117.9 90 I 12/19/01 1022 Deer Hollow Wy/Sta 18+61 1136.8 5.9 112.9 86 4 12/19/01 1023 Deer Hollow Wy/Sta 20+ I 0 1134.8 6.3 110.3 84 4 12/19/01 1024 RT No. 1022 8.6 118.3 90 4 12/19/01 1025 RT No. 1023 8.4 119.4 91 4 12/20/0 I . 1026 Deer Hollow Wy/Sta 22+00 1137.0 11.9 117.6 90 I 12/20/01 1027 Deer Hollow Wy/Sta 21+30 1135.0 12.2 117.9 90 I 12/20/01 1028 Deer Hollow Wy/Sta 20+50 1135.0 9.2 117.6 90 I 12/20/01 1029 Deer Hollow Wy/Sta 18+ 10 1140.0 11.7 117.7 90 I 12/20/01 1030 Deer Hollow Wy/Sta 22+50 1141.0 7.9 124.3 93 3A 12/20/01 1031 Deer Hollow Wy/Sta 23+40 1137.0 8.8 121.6 91 3A 12/20/01 1032 Deer Hollow Wy/Sta 22+55 1140.0 8.1 120.4 90 3A. 12/20/01 1033 Deer Hollow Wy/Sta 19+25 1142.0 7.9 121.5 93 I 12/20/01 1034 Deer Hollow Wy/Sta 26+05 1139.0 9.4 121.6 91 3A 12/20/01 1035 Deer Hollow Wy/Sta 27+40 1138.0 8.6 122.9 92 3A 12/20/01 1036 Deer Hollow Wy/Sta 25+ 10 1142.0 8.1 118.1 90 4 12/20/01 1037 Deer Hollow Wy/Sta 25+50 1144.0 7.7 120.4 91 3 12/26/0 I 1038 Deer Hollow Wy/Sta 30+00 1140.0 11.6 118.9 91 I 12/26/0 I 1039 Deer Hollow Wy/Sta 28+25 1141.0 12.1 117.7 90 I 12/26/0 I 1040 Deer Hollow Wy/Sta 25+90 1145.0 12.4 117.6 90 1 12/26/0 I 1041 Deer Hollow Wy/Sta 27+ 10 1143.0 13.0 120.3 92 1 12/26/01 1042 Deer Hollow Wy/Sta 27+85 1145.0 9.8 121.6 93 I PETRA GEOTECHNICAL, INC. . Sandcone OCTOBER 2002 'fP. J.N. 436-01 .. Numbers out of sequence TABLE-II 1 I I I I I I I I I I I I I I ! I I I I I TABLE II Field Density Test Results i........1lEStt ..ii......1lESm .............ii....i............{i.i{......m)!)sm{...{ ..........iiIII..I)!):ii$.v+\Vl:QJS~ ....ngl\lSttty ico\Vl:iK iisom....... .. I DATE ......................];10: .........................................................1Juc.&iilul\i ................................................................t(t). ..........t......... (I) I ....................(fi~fj ...............................{f4) .......................i......... 12/26/01 1043 Deer Hollow Wy/Sta 29+20 1145.0 10.7 119.2 91 I 12/26/01 1044 Deer Hollow Wy/Sta 23+50 1144.0 13.9 110.9 85 I 12/26/01 1045 Deer Hollow Wy/Sta 25+50 1144.0 9.7 119.1 91 1 12/26/0 I 1046 Deer Hollow Wy/Sta 29+70 1146.0 11.8 121.5 93 I 12/26/01 1047 Deer Hollow Wy/Sta 28+25 1146.0 13.1 118.9 91 I 12/26/0 I 1048 Deer Hollow Wy/Sta 30+30 1147.0 8.9 119.0 91 I 12/26/0 I 1049 RTNo.1044 9.9 117.7 90 I l2/27/01 1050 Deer Hollow Wy/Sta 23+00 1144.0 9.1 121.7 91 3A 12/27/01 1051 Deer Hollow Wy/Sta 21+80 1144.0 9.6 122.2 93 4 12/27/01 1052 Deer Hollow Wy/Sta 20+75 1143.0 9.4 125.7 94 3A 12/27/01 1053 Deer Hollow Wy/Sta 19+50 Il42.0 10.6 119.4 91 4 12/27/01 1054 Deer Hollow Wy/Sta 18+60 1142.0 9.5 118.8 91 I 12/27/01 1055 Deer Hollow Wy/Sta 17+75 1142.0 9.1 118.9 91 I 12/27/01 1056 Deer Hollow Wy/Sta 15+75 Il41.0 10.4 126.9 95 3A 12/27/01 1057 Deer Hollow Wy/Sta 13+50 1140.0 11.1 121.4 93 I 12/27/01 1058 Deer Hollow Wy/Sta 11+30 1140.0 12.6 120.9 92 4 12/27/01 1059 Deer Hollow Wy/Sta 12+40 1139.0 9.4 120.7 92 4 12/28/01 1060 Deer Hollow Wy/Sta 26+ I 0 1146.0 10.6 117.6 90 1 12/28/01 1061 Deer Hollow Wy/Sta 27+05 1146.0 9.4 122.0 93 4 12/28/01 1062 Deer Hollow Wy/Sta 27+75 1148.0 8.9 119.5 91 4 12/28/01 1063 Deer Hollow Wy/Sta 29+05 1148.0 10.1 120.2 92 1 12/28/01 1064 Deer Hollow Wy/Sta 30+50 1145.0 9.8 120.4 92 I 12/28/01 1065 Deer Hollow Wy/Sta 27+05 1144.0 9.4 118.5 91 2 01/03/02 1066 Peach Tree St/Sta I 1+20 1145.0 10.1 117.6 90 1 01/03/02 1067 Peach Tree St/Sta 12+20 1141.0 9.2 118.3 90 4 01103/02 1068 Peach Tree St/Sta 13+80 1154.0 8.4 120.8 92 4 01103/02 1077 Primrose St/Sta II +95 1150.0 12.& 119.9 92 2 01/03/02 1078 Primrose StlSta13+80 1149.0 9.4 117.0 90 2 01103/02 1079 Primrose St/Sta 13+62 1148.0 15.9 118.8 91 2 01/03/02 1080 Primrose St/Sta 14+70 1147.0 12.3 119.7 92 2 01/03/02 1081 Primrose St/Sta 14+65 1149.0 14.7 118.4 91 2 01/03/02 1082 Primrose St/Sta 15+00 1148.0 10.5 118.6 91 2 01103/02 1083 Primrose St/Sta 15+00 1150.0 13.5 117.3 90* 2 01103/02 1084 Primrose St/Sta 13+20 1151.0 10.4 118.0 91 2 01/03/02 1085 Primrose St/Sta 13+25 1152.0 10.7 117.1 90 2 01/03/02 1086 Primrose St/Sta 11+85 1152.0 9.9 119.8 92 2 01103/02 1087 Primrose St/Sta 11+75 1153.0 9.4 117.5 90 2 01/04/02 1088 Primrose StlSta 14+25 1155.0 7.1 121.7 94 2 01/04/02 1089 Primrose St/Sta 14+35 1153.0 8.5 127.9 98* 2 01/04/02 1090 Primrose St/Sta 13+0 I 1155.0 7.1 119.8 92* 2 01104/02 1091 Primrose St/Sta 13+00 . 1154.0 7.3 118.4 91 2 01104/02 1092 Primrose St/Sta 13+20 1154.0 8.3 122.7 95 2 PETRA GEOTECHNICAL, INC. . Sandcone OCTOBER 2002 \:3- J.N. 436-01 .. Numbers out of sequence TABLE-II 2 I I I I I I I I I I I I I I I I I I I TABLE II Field Density Test Results .............~~'\ii .....~~nm....................................~~'!i.................... .................................... r. LE.............~]III'I.~f. ~~!fI. i. r.......~~~.;.............................~I~~.................. ...... D -".,.."NO. ................................... ... .... "OelATION ... ......... ....... ..............(ft) . ........ ..pl.) ........................... (pct) ... ...... ..lffi) .......... "",...n ::_:_..._,...._.~::~:~..,_.. .. ... .. ......... ......... ................... ......'.p____........."......."'.......... . .. n. ...... n. ........",., __., _ ............. .', .............. ,.....,.. _ ................. ...,.......... _,_,__,.,'." ..c................_...... no,_, .._.......,...,_..,_.,::~::;J;:;J.':~. 01104/02 1093 Primrose St/Sta 13+20 1155.0 11.0 117.9 90 2 01/10/02 1094 Retention basin 1150.0 12.4 124.9 94* 3 01/10/02 1095 Retention basin 1153.0 11.7 122.3 92 3 01/10/02 1096 Retention basin 1152.0 12.1 123.7 93 3 01110/02 1097 Retention basin 1149.0 10.6 124.2 94 3 01110/02 1098 Retention basin 1146.0 11.1 126.4 95 3 01/10/02 1099 Retention basin 1153.0 10.4 127.7 96 3 01110/02 1100 Retention basin 1151.0 9.7 123.0 93 3 01/03/02 1105 Peach Tree St/Sta 11+ I 0 1146.0 12.4 117.6 90 1 01/03/02 1108 Peach Tree St/Sta 10+50 1149.0 9.6 120.8 92 4 01/03102 1109 Peach Tree St/Sta 13+10 1150.0 10.8 118.8 91 1 01/03/02 1121 Peach Tree St/Sta 13+40 1156.0 12.1 118.7 91 I 01/03/02 1122 Deer Hollow Wy//Sta 35+00 1152.0 11.4 118.6 91 I 01/04/02 1141 Deer Hollow Wy/Sta 36+40 1150.0 11.5 119_6 92 2 01/07102 1150 Deer Hollow Wy/Sta 39+25 1145.0 6.4 124.3 95 3 01/07/02 1151 Deer Hollow Wy/Sta 36+60 1140.0 6.1 120.7 91* 3 01/07/02 1169 Pal a Rd/ClP Sta 16+50 1130.0 8.5 118.2 91 I 01/07/02 1170 Pal a Rd/CIP Sta 12+50 1129.0 9.5 122.0 93 3 01/07/02 1171 Pala Rd/CIP Sta 12+50 1131.0 5.4 119.4 90 3 01/07/02 1172 Pal a Rd/CIP Sta 14+50 1130.0 5.7 119.4 90 3 01/07/02 1173 Pala Rd/CIP Sta 15+50 1133.0 6.2 117.2 90 I 01/07/02 1174 Pala Rd/CIP Sta 13+25 1131.0 6.0 117.4 90 I 01/07/02 1180 Deer Hollow Wy/Sta 35+80 1140.0 11.2 120.4 92 1 01/07/02 Il8l Deer Hollow Wy/Sta 38+00 1149.0 9.8 118.9 91* I 01/08/02 1206 Pala Rd/ Sta 16+75 1134.0 8.5 120.6 91 3 01/08/02 1207 Pala Rd/ Sta 16+00 1136.0 8.6 124.3 94 3 01108/02 1208 Pal a Rd/ Sta 14+25 1134.0 8.5 120.4 91 3 01/08/02 1209 Pal a RdI Sta 14+25 1136.0 9.7 120.8 91 3 01/08/02 1210 Pal a Rd/ Sta 12+20 1130.0 8.4 118.8 90 3 01108/02 1211 Pala Rd/ Sta 12+75 1133.0 9.3 120.7 91 3 01/08102 1212 Pala Rd/ Sta 15+60 1138.0 8.3 121.1 91 3 01/08/02 1213 Pala Rd/ Sta 12+75 1136.0 9.6 121.7 92 3 01/08/02 1214 Pala Rd/ Sta 13+50 1138.0 8.2 121.3 92 3 01/08/02 1215 Pala Rd/ Sta 14+80 1139.0 9.6 121.3 92 3 01/08/02 1216 Pala Rd/ Sta 16+80 1143.0 9.2 118.7 90 3 . 01/08/02 1217 Pal a Rd/ Sta 13+50 1140.0 8.7 122.8 93 3 01/08/02 1221 Primrose St/Sta 11+50 1152.0 10.4 123.4 93 3 01/08/02 1222 Primrose St/Sta 12+75 l153.0 8.8 120.6 91 3 01/08/02 1223 Primrose St/Sla 14+40 1155.0 9.6 122.4 92 3 01/08/02 1224 Primrose St/Sla 15+50 1153.0 11.2 122.1 92 3 01/09/02 1238 Deer Hollow Wy/Sta 38+60 1153.0 8.2 122.2 92 3 01/09/02 1248 Deer Hollow Ave/Sta 35+50 1146.0 10.1 119.7 90 1 PETRA GEOTECHNICAL, INC. . Sandcone OCTOBER 2002 ~ J.N.436-01 .. Numbers out of sequence TABLE-II 3 I I I I I I I I I I I I I I I I I I I TABLE II Field Density Test Results ....../.....XJ\1SJ; ....;I:$$J.) .......................................................................!l.!EST.................. /DAl$NQ;~i~A.11 ........---------....--."'..."'. ................................................E....LE.V. . . .' . .................. ."., ".. ................................ .......... .--.-....,.---....-----'-..'.. .. "':.,.,.,.,.,:,.,,::,:,:,:::,:::,:,:::,::,:,::,:::,:,: .- '. .,'.'; :::~) .................................................... ... ..."........-..-..-..-...--..... ..-.-.-...-.-.-.,-.-..-.......----.......-.....-................. . ................ .... ..... ....................................................(E)............. .. .......----..--............. ........ ...........""............-... --,. ........................-,..-,-...-.-,..-,-.-.-.-.-.-...-,-.-...-,............... .............................................I............ IljnI~rlf~rlll_~lBR .... 01/09/02 1249 Deer Hollow Ave/Sta 38+00 1145.0 10.6 119.4 90 3 01/08/02 1250 Primrose StlSta 10+50 1152.0 13.9 118.3 90 10 01/08/02 1251 Primrose StlSta 12+25 1154.0 13.8 122.2 93 10 01/08/02 1252 Primrose StlSta 13+50 1156.0 13.6 118.2 90 10 01/08/02 1253 Primrose StlSta 11+50 1158.0 13.6 118.2 90 10 01/09/02 1254 Primrose StlSta 18+50 1153.0 10.5 125.8 96 3 01/09/02 1255 . Primrose StlSta 17+00 1154.0 11.9 124.5 95 3 01/09/02 1256 Primrose StlSta 17+00 1156.0 10.4 125.8 96 3 01/09/02 1257 Primrose StlSta 16+00 1151.0 12.7 119.1 90 3 01/09/02 1258 . Primrose StlSta 16+50 1158.0 11.7 119.9 90 3 01/09/02 1259 Retention Basin 1152.0 11.5 121.4 92 3 01/09/02 1260 Retention Basin 1147.0 12.4 119.2 90 3 01/09/02 1261 Retention Basin 1154.0 11.9 120.0 91 3 01/09/02 1262 Retention Basin 1155.0 11.2 120.7 91 3 01/09/02 1263 Retention Basin 1154.0 10.8 124.7 94 3 01/09/02 1264 Retention Basin 1153.0 11.2 121.6 92 3 01/09/02 1265 Retention Basin 1150.0 12.2 121.0 91 3 01/09/02 1266 Retention Basin 1152.0 11.6 122.3 92 3 01/09/02 1267 Retention Basin 1154.0 10.9 121.4 92 3 01/09/02 1268 Retention Basin 1156.0 9.4 123.6 93 3 01/09/02 1269 Retention Basin 1158.0 10.2 120.8 91 3 01/09/02 1270 Retention' Basin 1156.0 11.1 119.3 90 3 01/09/02 1271 Retention Basin 1152.0 10.8 119.8 90 3 01/09/02 1272 Retention Basin 1154.0 10.5 121.6 92 3 01/09/02 1273 Retention Basin 1156.0 9.6 123.7 93 3 01/09/02 1274 Retention Basin 1158.0 8.9 124.6 94 3 01/09/02 1275 Deer Hollow Wy/Sta 40+10 1147.0 9.1 120.8 91 3 01/09/02 1276 Retention Basin access road 1157.0 7.9 123.6 93 3 01/09/02 1277 Retention Basin access road 1159.0 8.0 124.8 94 3 01/09/02 1278 Retention Basin access road 1161.0 9.4 123.4 93 3 01/09/02 1279 Retention Basin access road 1165.0 10.6 120.7 91 3 01/09/02 1280 Retention Basin access road 1164.0 7.6 121.9 92 3 01/09/02 1281 Retention Basin access road 1166.0 8.0 120.8 91 3 01/09/02 1282 Retention Basin access road 1167.0 8.4 122.4 92 3 01/09/02 1283 Retention Basin access road 1163.0 9.4 122.1 92 3 01/09/02 1** Deer Hollow Wy/Sta 36+40 1142.0 7.9 119.4 90 3 01/09/02 2** Deer Hollow Wy/Sta 37+35 1142.0 8.1 120.8 91 3 01/09/02 4** Deer Hollow Wy/Sta 39+40 1146.0 7.8 117.9 90* 4 01/09/02 5** Deer Hollow Wy/Sta 40+70 1147.0 8.3 119.9 92 4 01/09/02 9** Deer Hollow Wy/Sta 38+ 10 1150.0 8.3 118.5 90 4 01/09/02 13** Deer Hollow Wy/Sta 35+90 1148.0 11.6 120.7 91 3 01/09/02 16** Deer Hollow Wy/Sta 37+35 1149.0 12.4 119.9 92 1 PETRA GEOTECHNICAL, INC. . Sandcone OCTOBER 2002 ./ J.N. 436-01 .. Numbers out of sequence TABLE-II 4 \~ I I "" .,.".,..,'.,.....'...--.--.','.--.','.','.',--........ ....."........."."."."..." ".. ..--.----.--.....--.--.--., "" .........i.j"$$ill ..I...$J!.l~. ......................I....I...IIiti!1l$;tI I I I I I I I I I I I I I I I I TABLE II Field Density Test Results 01/09/02 19** Deer Hollow Wy/Sta 36;+50 1150.0 9.1 117.7 90* 1 01/09/02 22** Deer Hollow Wy/Sta 38+95 1150.0 14.1 117.3 90 I 01/11/02 33** Deer Hollow Wy/Sta 37+70 1149.0 11.1 119.0 90 3 01/14/02 48** Deer Hollow Wy/Sta 37+60 1156.0 11.1 122.1 92 3 01/15/02 1284 Deer Hollow Wy/Sta 41 +00 1150.0 6.9 124.1 93 4 01/15/02 1285 Deer Hollow Wy/Sta 39+90 1153.0 7.1 122.9 92* 4 01/16/02 1286 Deer Hollow Wy/Sta 4+a50 1155.0 7.7 120.9 91 3A 01/16/02 1287 Deer Hollow Wy/Sta 40+70 1156.0 7.8 120.7 90 3A 01/16/02 1288 Deer Hollow Wy/Sta 40+75 1158.0 9.8 121.9 91 3A 01/16/02 1289 Deer Hollow Wy/Sta 425 1157.0 10.1 121.3 91 3A .01/17/02 1290 Deer Hollow Wy/Sta 40+20 1159.0 9.1 122.7 92 3A 01/17/02 1291 Deer Hollow Wy/Sta 42+75 1159.0 10.1 119.9 90 3 01/17/02 1292 Deer Hollow Wy/Sta 43+40 1157.0 9.7 120.3 91 3 01/18/02 1293 Deer Hollow Wy/Sta 43+25 1159.0 9.9 121.7 91 3A 01/18/02 1294 Deer Hollow Wy/Sta 42+40 1160.0 10.3 122.3 92 3A 01/18/02 1295 Deer Hollow Wy/Sta 40+20 1161.0 10.0 121.9 91 3A 01/15/02 71** Deer Hollow Wy/Sta 41 +25 1150.0 9.1 122.3 92 3 01/15/02 80** Deer Hollow Wy/Sta 33+00 1138.0 8.1 119.3 90 3 01/15/02 81** Deer Hollow Wy/Sta 33+75 1136.0 7.4 122.0 92 3 01/15/02 82** Deer Hollow Wy/Sta 35+00 1140.0 7.3 120.1 90 5 01/15/02 88** Deer Hollow Wy/Sta 34+50 1141.0 7.9 120.4 90 5 01/17/02 129** Deer Hollow Wy/Sta 32+60 1143.0 10.1 121.9 91 3A 01/17/02 135** Deer Hollow Wy/Sta 32+60 1146.0 9.3 117.9 89 3 01/17/02 138** RT No. 135 10.1 120.3 91 3 01/17/02 194** Deer Hollow Wy/Sta 33+65 1146.0 9.1 122.0 91 3A 01/17/02 195** Deer Hollow Wy/Sta 33+00 1144.0 8.7 118.1 91 2 01/17/02 196** Deer Hollow Wy/Sta 42+40 1156.0 8.9 121.0 91 3A 01117/02 197** Deer Hollow Wy/Sta 41+50 1155.0 10.0 117.9 91 2 01/17/02 198** Deer Hollow Wy/Sta41+00 1156.0 9.9 118.3 91 2 01/18/02 205** Deer Hollow Wy/Sta 33+40 1148.0 10.0 121.5 91 3A 01/18/02 206** Deer Hollow Wy/Sta 34+00 1150.0 9.7 122.7 92 3A 01/21/02 1296 Deer Hollow Wy/Sta 43+85 1162.0 9.3 119.9 90 3 01/21/02 1297 Deer Hollow Wy/Sta 42+80 1164.0 8.9 121.3 92 3 01/21/02 1298 Deer Hollow Wy/Sta 42+ I 0 1164.0 10.1 121.5 92* 3 01/21/02 1299 Deer Hollow Wy/Sta 39+80 1156.0 10.3 120.1 91 3 01/21/02 1300 Deer Hollow Wy/Sta 39+80 1159.0 10.3 120.3 91 3 01/21/02 1301 Deer Hollow Wy/Sta 39+80 1161.0 9.7 121.9 92 3 01/21/02 1302 Deer Hollow Wy/Sta 43+ 10 1164.0 9.5 117.7 91 2 01/21/02 1303 Deer Hollow Wy/Sta 39+65 1156.0 9.1 118.3 91 2 01/21/02 1304 Deer Hollow Wy/Sta 38+30 1156.0 10.7 120.5 91 3 01/21/02 1305 . Deer Hollow Wy/Sta 37+50 1157.0 10.3 117.5 90 2 01/22/02 1306 Deer Hollow Wy/Sta 43+60 1166.0 10.3 116.4 93 7 \c... PETRA GEOTECHNICAL, INC. . Sandcone OCTOBER 2002 J.N. 436-01 .. Numbers out of sequence T ABLE-lI 5 I I field Density Test Results TABLE II I I I I I I I I I I I I I I I I o l/22/02 1307 Deer Hollow Wy/Sta 42+55 1167.0 11.1 114.0 91 7 01/22/02 1308 Deer Hollow Wy/Sta 41 +90 1167.0 10.7 113.6 91 7 01/22/02 1309 Deer Hollow Wy/Sta 41 +30 1165.0 12.5 114.7 91' 7 01/22/02 1310 Deer Hollow Wy/Sta 37+90 1160.0 9.9 117.7 91 2 01/22/02 1311 Deer Hollow Wy/Sta 40+90 1167.0 8.7 118.0 91 2 01/22/02 1312 Deer Hollow Wy/Sta 42+50 1169.0 8.7 120.1 91 3 01/22/02 1313 Deer Hollow Wy/Sta 43+50 1168.0 8.9 121.7 92 3 01/22/02 1314 Deer Hollow Wy/Sta 41 +50 1168.0 9.1 119.9 90 3 o l/n102 1315 Deer Hollow Wy/Sta 38+40 1169.0 9.7 121.0 91 3 01/23/02 1316 Deer Hollow Wy/Sta 39+00 1159.0 9.9 118.1 90 1 o l/23/02 1317 Deer Hollow Wy/Sta 40+00 1159.0 10.3 119.0 91 1 01123102 1318 Deer Hollow Wy/Sta 42+40 1169.0 9.7 122.5 92 5 01123/02 1319 Deer Hollow Wy/Sta 40+65 1169.0 10.5 118.3 91 I 01/24/02 1320 Deer Hollow Wy/Sta 40+60 1169.0 10.7 118.1 92 9 02/19102 1375 Pechanga RdlSta 11+75 1043.0 10.4 119.7 91 4 02/19102 1376 Pechanga RdlSta II +80 1044.0 7.1 118.4 90 4 02/19/02 1377 Pechanga Rd/Sta 12+90 1038.0 8.2 120.0 92 4 02/19/02 1378 Pechanga Rd/Sta 12+85 1040.0 8.3 122.7 92 5 02/1 9102 1379 Pal a Rd/Sta 151+00 1036.0 8.6 121.8 92 5 02/19102 1380 Pala RdlSta 154+ I 0 1043.0 8.5 119.2 91 4 02/19102 1381 Pechanga RdlSta 11 +40 1045.0 6.5 116.2 88 4 02/19102 1382 RTNo.1381 1045.0 8.2 118.9 91 4 02/19102 1383 Pechanga Rd/Sta 15+90 1036.0 7.0 118.3 90 4 02/19102 1384 Pechanga RdlSta 15+95 1038.0 5.0 113.5 86 4 02/19102 1385 Pechanga RdlSta 14+35 1035.0 7.8 119.5 91 4 02/19102 1386 Pechanga RdlSta 14+40 1037.0 3.8 114.3 87 4 02/19102 1387 RT No. 1384 1036.0 7.2 118.8 91 4 02119102 1388 RTNo.1386 1037.0 8.2 119.2 91 4 02/19102 1389 Pechanga Rd/Sta 15+30 1043.0 9.8 118.0 90' 4 02/19102 1390 Pechanga RdlSta 13+60 1041.0 6.1 121.5 93' 4 02/20102 1391 Pechanga RdlSta 15+45 1045.0 6.2 121.4 91 5 02120/02 1392 Pechanga Rd/Sta 13+70 1043.0 8.8 115.9 87 5 02/20102 1393 Pechanga RdlSta 15+20 1044.0 8.6 121.4 91 5 02/20102 1394 RTNo.1392 9.4 121.1 91 5 02/20102 1395 Pechanga RdlSta 12+60 1042.0 9.1 119.2 91 4 02/20102 1396 Pechanga RdlSta 12+65 1044.0 8.7 118.3 90 4 02/20102 1397 Pechanga RdlSta 17+30 1036.0 7.7 120.5 92 4 02/20102 1398 Pechanga Rd/Sta 17+35 1038.0 7.0 119.4 91 4 02/20102 1399 Pechanga RdlSta 18+75 1038.0 8.6 120.1 92 4 02/20102 1400 Pechanga RdlSta 18+80 1040.0 8.1 119.0 91 4 02/20102 1401 Pechanga RdlSta 13+75 1045.0 7.9 118.3 90' 4 02/20102 1402 Pechanga RdlSta 13+80 1046.0 7.5 120.0 92' 4 PETRA GEOTECHNICAL, INC. * Sandcone OCTOBER 2002 \-'1 J.N.436-01 ** Numbers out of sequence TABLE-II 6 I I I I I I I I I I I I I I I I I I I TABLE II Field Density Test Results ...i...!N~~!N....... I~m.. .......................!N~~!N........... ..........iDl\00ll)...8Pi..... .ii..iiiICOi%AitlON 02/21/02 02/21/02 02/21/02 02/21/02 02/21/02 02/21/02 02/21/02 02/21/02 02/21/02 02/21/02 02/21/02 02/21/02 02/21/02 02/21/02 02/21/02 02/21/02 02/21/02 02/21/02 02/21/02 02/21/02 02/21/02 02/21/02 02/21/02 02/22/02 02/22/02 02/22/02 02/22/02 02/22/02 02/22/02 02/22/02 02/22/02 02/22/02 02/22/02 02/22/02 02/22/02 02/22/02 02/22/02 02/22/02 02/22/02 02/22/02 02/22/02 02/25/02 1403 1404 1405 1406 1407 1408 1409 1410 1411 1412 1413 1414 1415 1416 1417 1418 1419 1420 1421 1422 1423 1424 1425 1426 1427 1428 1429 1430 1431 1432 1433 1434 1435 1436 1437 1438 1439 1440 1441 1442 1443 1444 Pechanga RdlSta 17+35 Pechanga RdlSta 17+40 Pechanga Rd/Sta 14+50 Pechanga RdlSta 14+55 RT No. 1403 RT No. 1404 RT No. 1405 RT No. 1406 Pechanga RdlSta 16+40 Pechanga RdlSta 16+45 Pechanga Rd/Sta 14+75 Pechanga Rd/Sta 14+80 Pechanga Rd/Sta 17+00 Pechanga Rd/Sta 17+05 RT No. 1415 RTNo.1416 Pechanga RdlSta 19+00 Pechanga RdlSta 19+05 Pechanga RdlSta 18+00 Pechanga Rd/Sta 20+50 Pechanga Rd/Sta 20+55 Pechanga Rd/Sta 21 +40 Pechanga Rd/Sta 21 +00 Pechanga RdlSta 21+05 RT NO. 1425 RT No. 1426 Pechanga RdlSta 22+00 Pechanga RdlSta 22+05 Pechanga RdlSta 18+40 Pechanga RdlSta 18+45 Pechanga RdlSta 22+45 Pechanga RdlSta 22+50 Pechanga RdlSta 19+50 Pechanga RdlSta 19+55 Pechanga RdlSta 24+00 Pechanga RdlSta 24+05 Pechanga RdlSta 27+03 Pechanga RdlSta 27+08 Pechanga RdlSta 17+15 Pechanga RdlSta 19+00 Pechanga RdlSta 19+05 Pechanga RdlSta 20+25 !~lfj'llli'n~lIfl1~I!~lgB 1047.0 1048.0 1046.0 1047.0 1050.0 1051.0 1048.0 1049.0 1050.0 1051.0 1044.0 1045.0 1049.0 1040.0 1041.0 1044.0 1047.0 1046.0 1045.0 1047.0 1048.0 1046.0 1052.0 1054.0 1050.0 1051.0 1052.0 1053.0 1049.0 1050.0 1050.0 1050.0 1051.0 1052.0 4.9 112.1 86 4 6.4 111.8 85 4 6.2 114.3 87 4 6.3 111.6 85 4 8.2 118.7 91 4 7.9 118.4 90 4 6.8 120.3 92 4 8.0 .119.5 91 4 8.7 121.3 91 5 9.0 119.8 90 5 8.1 118.4 90 4 7.8 119.9 92 4 6.0 118.8 89 5 6.2 119.0 89 5 8.2 120.0 90 5 7.9 121.8 92 5 8.2 119.0 91 4 8.6 I] 9.2 91 4 9.0 118.3 90 4 7.8 118.6 91 4 7.4 118.1 90* 4 8.2 118.5 90* 4 7.4 116.0 89 4 6.8 116.1 88 4 8.2 120.8 92 4 8.7 118.7 91 4 6.7 120.1 92 4 9.2 118.2 90 4 8.2 124.3 94 5 7.4 121.8 92 5 10.1 120.3 92 4 10.0 119.5 91 4 10.1 118.0 90* 4 9.6 120.9 92* 4 10.1 120.3 91 5 9.6 122.0 92 5 6.7 117.4 89* 4 5.6 116.7 89* 4 8.8 118.3 90* 4 8.5 126.3 95 5 8.6 123.4 93 5 10.2 124.9 94 5 PETRA GEOTECHNICAL, INC. J.N.436-01 . sandcone .* Numbers out of sequence OCTOBER 2002 \'& TABLE-II 7 I TABLE II I Field Density Test Results W~~J;~~...m)jj$rnI ......... .... . EllEV. MOISTURE.. DENSITY COMPo SOIL I I I I I I I I I I I I I I I I 02/25/02 1445 Pechanga RdlSta 20+30 1053.0 10.4 124.4 93 5 02/25/02 1446 Pechanga RdlSta 22+20 1052.0 9.2 123.5 93 5 02/25/02 1447 Pechanga RdlSta 22+25 ]053.0 9.0 122.8 92 5 02/25/02 1448 RT No. 1439 8.8 118.3 90 4 02/25/02 1449 RTNo.1440 8.0 119.8 92 4 02/25/02 1476 Pechanga RdlSta 25+00 1051.0 8.5 125.7 95 5 02/25/02 1477 Pechanga RdlSta 25+05 1052.0 8.1 124.6 94 5 02/25/02 1478 Pechanga RdlSta 26+50 1054.0 7.9 123.5 93 5 02/25/02 1479 Pechanga RdlSta 26+55 1055.0 8.5 124.6 94 5 02/25/02 1480 Pechanga RdlSta 24+25 15058.0 11.6 118.6 91 4 02/25/02 1481 Pechanga RdlSta 24+30 1060.0 8.0 120.0 92 4 02/25/02 1482 Pechanga Rd/Sta 23+25 1061.0 9.9 119.7 91 4 02/25/02 1483 Pechanga RdlSta 25+75 1058.0 9.2 118.4 90 4 02/25/02 1484 Pechanga Rd/Sta 25+80 1060.0 11.3 119.3 91 4 02/26/02 1485 Pechanga RdlSta 18+00 1050.0 7.4 125.1 94 5 02/26/02 1486 Pechanga Rd/Sta 18+05 1051.0 8.1 122.9 92 5 02/26/02 1487 Pechanga RdlSta 21 +50 ] 051.0 8.4 128.2 96 5 02/26/02 1488 Pechanga RdlSta 21 +55 1056.0 8.7 123.6 93 5 02/26/02 1489 Pechanga RdlSta 22+75 1058.0 8.0 119.4 91 4 02/26/02 1490 Pechanga Rd/Sta 22+80 1059.0 8.0 119.0 91 4 02/26/02 1491 Pechanga RdlSta 25+30 1060.0 7.6 1]8.8 91 4 02/26/02 1492 Pechanga Rd/Sta 25+35 1061.0 8.4 1]9.2 91 4 02/26/02 1493 Pechanga RdlSta 19+50 1053.0 7.7 124.9 94 5 02/26/02 1494 Pechanga Rd/Sta 19+55 1054.0 8.0 123.1 93 5 02/26/02 1495 Pechanga RdlSta 24+50 1061.0 10.0 118.4 90 4 02/26/02 1496 Pechanga Rd/Sta 24+55 1062.0 9.8 118.2 90 4 02/26/02 1497 Pechanga Rd/Sta 26+90 1064.0 4.9 116.7 89 4 02/26/02 1498 Pechanga Rd/Sta 26+95 1065.0 4.8 ll5.7 88 4 02/26/02 1499 RTNo.1497 1064.0 8.6 118.8 91 4 02/26/02 1500 RT No. 1498 1065.0 9.2 120.4 92 4 02/26/02 1526 Pechanga RdlSta 23+00 1063.0 9.0 118.0 90 4 02/26/02 1527 Pechanga Rd/Sta 23+05 1062.0 9.2 119.3 91 4 02/26/02 1528 Pechanga RdlSta 20+00 1057.0 8.7 1 ]9.3 91 4 02/26/02 1529 Pechanga RdlSta 20+05 1056.0 8.6 118.3 90 4 02/26/02 1530 Pechanga RdlSta 13+00 1045.0 8.0 120.3 92' 4 02/26/02 1531 Pechanga RdlSta 13+05 1046.0 8.7 118.4 90' 4 02/27/02 1532 Pechanga RdlSta 18+50 1056.0 9.2 123.3 94 5 02/27/02 ]533 Pechanga RdlSta 18+55 1057.0 8.4 126.4 95 5 02/27/02 1534 Pechanga RdlSta 27+50 1067.0 8.3 119.5 91 .4 02/27/02 1535 Pechanga RdlSta 27+55 1068.0 8.7 118.4 90 4 02/27/02 1536 Pechanga RdlSta 12+00 1048.0 6.9 118.3 90 4 02/27/02 1537 Pechanga RdlSta 12+05 1049.0 7.2 121.3 93 4 PETRA GEOTECHNICAL, INC. . Sandcone OCTOBER 2002 \Qj J.N. 436-01 .. Numbers out of sequence TABLE-II 8 I I I I I I I I I I I I I I I I I I I TABLE II Field Density Test Results 02/27/02 1538 Pala RdlSta 155+20 1045.0 6.8 119.2 91 4 02/27/02 1539 Pal a RdlSta 155+25 1047.0 7.0 120.9 92 4 02/27/02 1540 Pala RdlSta 152+30 1040.0 8.6 118.8 91 4 02/27/02 1541 Pala RdlSta 152+35 1042.0 9.0 120.4 92 4 02/27/02 1542 Pechanga Rd/Sta 16+80 1054.0 8.9 123.8 93 5 02/27/02 1543 Pechanga RdlSta 16+85 1056.0 9.6 125.1 94 5 02/28/02 1544 Peach Tree St/Sta 11 +45 1050.0 5.9 116.2 88 4 02/28/02 1545 Peach Tree St/Sta 11+50 1051.0 4.6 115.0 88 4 02/28/02 1546 Deer Hollow Wy/Sta 33+80 1042.0 6.6 112.2 86 4 02/28/02 1547 Deer Hollow Wy/Sta 33+85 1041.0 5.8 114.2 87 4 02/28/02 1548 Deer Hollow Wy/Sta 33+20 1043.0 6.2 115.0 89 4 02/28/02 1549 Deer Hollow Wy/Sta 33+25 1044.0 6.7 113.8 87 4 02/28/02 1550 RT No. 1544 8.3 120.2 92 4 02/28/02 1551 RT No. 1545 9.6 120.8 92 4 02/28/02 1552 RTNo.1546 8.4 120.0 92 4 02/28/02 1553 RT No. 1547 7.9 119.5 91 4 02/28/02 1554 RTNo.1548 9.2 120.6 92 4 02/28/02 1555 RT No. 1549 8.7 119.6 91 4 02/28/02 1556 Peach Tree St/Sta 12+70 1050.0 8.5 120.3 92 4 02/28/02 1557 Peach Tree St/Sta 12+75 1051.0 5.9 116.2 88 4 02/28/02 1558 Peach Tree St/Sta 12+75 1050.0 6.3 112.6 86 4 02/28/02 1559 Peach Tree St/Sta 12+90 1051.0 9.0 113.0 86 4 02/28/02 1560 Peach Tree St/Sta 13+50 9.6 109.9 84 4 02/28/02 1561 RT No. 1557 8.3 118.5 90' 4 02/28/02 1562 RTNo.1558 9.8 118.9 91 4 02/28/02 1563 RT No. 1559 7.7 119.1 91 4 02/28/02 1564 RT No. 1560 9.3 117.8 90 4 02/28/02 1565 Deer Hollow Wy/Sta 36+00 1049.0 8.2 119.8 92 4 02/28/02 1566 Deer Hollow Wy/Sta 42+ 1 0 1177.0 10.0 117.8 90 4 02/28/02 1567 Deer Hollow Wy/Sta 39+00 Il60.0 11.8 122.1 92 3 03/01102 1568 Deer Hollow Wy/Sta 32+40 1045.0 11.4 Il6.9 90 4 03/01102 1569 Deer Hollow Wy/Sta 34+ 1 0 1046.0 8.0 122.2 94 2 03/01/02 1570 Deer Hollow Wy/Sta 32+75 1047.0 10.5 117.7 90 4 03/01/02 1571 Deer Hollow Wy/Sta 33+75 1048.0 9.2 122.0 93 4 03/01/02 1572 Deer Hollow Wy/Sta 33+50 1049.0 10.3 121.7 93* 4 03/01/02 1573 Deer Hollow Wy/Sta 32+50 1050.0 9.1 128.6 97* 3 03/01/02 1574 Deer Hollow Wy/Sta 32+75 1048.0 7.8 127.9 96* 3 03/01/02 1575 Deer Hollow Wy/Sta 33+50 1049.0 11.0 118.6 91* 4 03/01/02 1576 Deer Hollow Wy/Sta 34+30 1051.0 12.0 117.6 90* 4 03/01/02 1577 Deer Hollow Wy/Sta 34+25 1051.0 9.1 122.0 93* 4 03/01/02 1578 Deer Hollow Wy/Sta 34+25 1053.0 10.9 120.9 93* 4 03/0 1102 1579 Deer Hollow Wy/Sta 34+00 1053.0 8.8 127.1 97* 3 PETRA GEOTECHNICAL, INC. . Sandcone OCTOBER 2002 1--0 J.N.436-01 .. Numbers out of sequence TABLE-II 9 I I ..............1!!,l);$1!!.. ..................~~ ..........i....i................?i.......?i1!!E$it/i....... .....tttIII,l);ml\y! .....Mom1i:.J'R:E ....DENSI~......@~!~!.)~~I....... I I I I I I I I I I I I I I I I TABLE II Field Density Test Results 03/0 1/02 1580 Deer Hollow Wy/Sta 36+60 1050.0 9.6 121.7 91' 3 03/01102 1581 Deer Hollow Wy/Sta 38+00 1053.0 9.7 121.8 91 6 03/01102 1582 Deer Hollow Wy/Sta 40+50 1062.0 10.1 118.4 90 3 03/01102 1583 Deer Hollow Wy/Sta 37+50 1052.0 10.6 119.4 90 3 03/01102 1584 Deer Hollow Wy/Sta 41 +25 1064.0 10.1 122.4 90 3 03/01/02 1585 Deer Hollow Wy/Sta 37+50 1054.0 9.6 119.7 92 3 02/13/02 1586 Pala Rd/Sta 152+25 1122.0 11.3 119.7 95 9 02/13/02 1587 Pala Rd/Sta 153+25 1123.0 10.3 111.0 86 9 02113/02 l588 RT No. 1587 9.0 120.4 92 4 02113/02 1589 Pal a Rd/Sta 154+50 1124.0 7.0 120.9 92 4 02113/02 1590 Pala Rd/Sta 152+00 1125.0 7.7 121.3 93' 4 02/13/02 1591 Pala Rd/Sta 153+00 1126.0 6.9 118.4 90 I 02113/02 1592 Pal a Rd/Sta 154+00 1127.0 9.1 118.3 90 1 02113/02 1593 Pal a Rd/Sta 154+75 1128.0 9.9 118.1 90 I 02114/02 1594 Pala Rd/Sta 154+00 1129.0 10.3 119.0 88 I 02114/02 1595 RT No. 1594 1139.0 13.1 121.2 91 5 02114/02 1596 Pala Rd/Sta 155+00 1130.0 13.0 122.3 92 5 02114/02 1597 Pala Rd/Sta 152+50 1131.0 12.4 123.4 92 5 02114/02 1598 Pala Rd/Sta 153+00 1132.0 13.2 125.5 94 5 02/14/02 1599 Pala Rd/Sta 154+90 1133.0 12.6 124.3 93' 5 02/14/02 1600 Pala Rd/Sta 155+00 1134.0 12.4 122.7 92 5 02114/02 1601 Pala Rd/Sta 154+25 1135.0 12.6 121.0 91 5 02114/02 1602 Pechanga Rd/Sta II +00 1136.0 11.7 120.4 93 I 02114/02 1603 Pechanga Rd/Sta 11+75 1126.0 6.8 119.2 91 I 02114/02 1604 Pechanga Rd/Sta 11+25 1127.0 11.3 116.4 89 I 02114/02 1605 RTNo.1604 11.4 123.2 92 5 02115/02 1606 Pechanga Rd/Sta 11+75 1128.0 12.0 122.0 91 5 02/15/02 1607 Pal a Rd/Sta 154+50 1137.0 11.8 125.0 94 5 02115/02 1608 Pechanga Rd/Sta 10+50 1133.0 12.1 127.4 95 5 02/15/02 1609 Pechanga Rd/Sta 11 +50 1129.0 13.4 128.4 96 5 02115/02 1610 Pechanga Rd/Sta 11+25 1130.0 11.3 121.5 91 5 03/08/02 1611 Pechanga Rd/Sta 152+20 1137.0 12.9 124.7 93 5 03/08/02 1612 Pal a Rd/Sta 153+005 1138.0 11.7 122.6 92 5 03/08/02 1613 Pal a Rd/Sta 155+20 1139.0 13.6 123.4 92 5 03/08/02 1614 Pechanga Rd/Sta 11+50 1131.0 10.9 125.5 94 5 03/08/02 1615 Pechanga Rd/Sta II +00 1132.0 9.4 119.6 90 5 03112/02 1631 Primrose StlSta 26+00 1160.0 7.0 119.5 92 I 03112/02 1632 Primrose StlSta 25+25 1162.0 15.0 108.0 93 11 03112/02 1633 Primrose StlSta 25+25 1163.0 10.8 118.8 90 I 03112/02 1634 Primrose StlSta 25+50 1164.0 14.6 107.9 93 11 03112/02 1635 Primrose StlSta 24+00 1165.0 6.9 119.0 91 1 03112/02 1636 Primrose StlSta 24+50 1166.0 14.4 107.8 93 11 PETRA GEOTECHNICAL, INC. . Sandcone OCTOBER 2002 t.~ J.N. 436-01 .. Numbers out of sequence TABLE-II 10 I I m~$;;t'.~'Emi!B~~~~y(~g~~....,g~~!~..g2M.pii.}~2mir I I I I I I I I I I I I I I I I TABLE II Field Density Test Results 03112/02 1637 Primrose St/Sta 24+75 1168.0 11.8 117.1 90 1 03112/02 1638 Primrose St/Sta 24+75 1165.0 7.6 117.6 90 I 03112/02 1639 Primrose St/Sta 25+00 1166.0 9.9 122.8 92 5 03/12/02 1640 Primrose St/Sta 23+00 1157.0 11.7 116.9 90 I 03/12/02 1641 Primrose St/Sta 18+75 1154.0 10.1 117.6 90 4 03113/02 1642 Primrose St/Sta 20+50 1156.0 11.0 115.9 90 9 03113/02 1643 Primrose St/Sta 22+00 1157.0 10.9 116.9 91 9 03/13/02 1644 Primrose St/Sta 23+00 1158.0 6.1 115.9 90 9 03/13/02 1645 Primrose St/Sta 21+00 1157.0 10.7 119.9 92 I 03/13/02 1646 Primrose St/Sta 22+00 1155.0 11.0 119.9 92 I 03/13/02 1647 Primrose St/Sta 20+ 75 1156.0 9.9 122.1 94 I 03/13/02 1648 Primrose St/Sta 21+25 1157.0 10.2 121.2 93 I 03113/02 1649 Primrose St/Sta 19+50 1158.0 8.2 118.1 91 1 03113/02 1650 Primrose St/Sta 20+00 1159.0 9.5 117.2 90 1 03/13/02 1651 Primrose St/Sta 21 +00 1160.0 7.6 117.6 90 I PETRA GEOTECHNICAL, INC. J.N. 436-01 * Sandcone ** Numbers out of sequence OCTOBER 2002 TABLE-II 11 1,.'t> I I I I I I I I I I I I I I I I I II I TABLE III LABORATORY MAXIMUM DRY DENSITY o PETRA z:P I I I I I 16 17 I I I I 2 3 I I I 3A 4 5 6 7 9 I I I I I I I 10 II TABLEID Laboratorv Maximum Drv Deusitv I From 1989 to 1990 Rou!!h Gradine Orange brown Silty SAND Dark brown Sil SAND From 2002 Final Rou!!h Gradin!! Yellow browu Silty SAND with Gravel Browu Silty SAND Olive brown Silty SAND, micaceous Medium brown Silty medium-grained SAND Reddish brown Silty SAND Light brown Silty fme- to medium-grained SAND Medium brown Silty SAND Yellow brown Silty SAND Reddish brown Clayey SAND Light yellow brown Silty SAND (1) PER1\STM TEST METHOD D1557 PETRA GEOTECHNICAL, INC. J.N. 436-01 Optimum Moisture % Maximum Dry Density c 11.0 8.0 132.5 130.0 OptimuDl Maximum Moisture DIY Density % c 9.5 130.5 8.0 130.0 8.5 132.5 8.4 133.5 8.5 131.0 8.5 133.0 8.5 131.5 10.5 125.5 9.5 129.0 8.5 131.0 12.5 116.5 OCTOBER 2002 Plate A-l 'JA. I I I I I REFERENCES I I I I I I I I I I I o PETRA I I I -zb I I I I 1- I I I I I I I I I I I I I I REFERENCES Blake, T.F., 1998/1999, "UBCSEIS" Version 1.03, A Computer Programfor the Estimation of Uniform Building Code Coefficients Using 3-D Fault Sources. International Conference of Building Officials, 1997, "Uniform Building Code," Volume 2, Structural Engineering Design Provisions, dated April 1997. Earth Research Associates, Inc., 1987, Evaluation of Faulting and Liquefaction Potential, Portion of Wolf Valley Project, Rancho California, County of Riverside, California;jor Great American Development, IN. 298-87, dated November 20, 1987. , 1988, Preliminary Soils Engineering and Engineering Geologic Investigation, Red Hawk Project, Rancho Califomia Area, County of Riverside, California; for Great American Development, J.N. 298-87, dated February 2, 1988. Petra Geoteclmical, Inc., 1989, Supplemental Soils Engineering and Engineering Geologic Investigation, P0l1ion of Redhawk Project, Vesting Tentative Tract Map Nos. 23064,23065,23066 and 23067, Rancho California, County of Riverside, California, Volumes I and Il;jor Great American Development, IN. 298-87, dated May 8, 1989. , 2001a, Updated Preliminary Geotechnical Investigation, Tract 23065 Phases 3 through 7 and Final, Redhawk Development, Temecula Area, Riverside County, California;jor The Garrett Group, LLC, IN. 165-01, dated April II, 2001 . , 2001b, Geotechnical Investigation, Proposed Water-Quality Basin and Levee, Redhawk Development, Southeast of Pal a and Pechanga Roads, Temecnla Area, Riverside County, California;jor The Garrett Group, LLC, , J.N. 165-0 I, dated July 12, 2001. , 200lc, Response to Riverside County Building and Safety Department Geotechnical Report Review Sheet, dated July 31,2001 and Grading Plan Review Report for Tract 23065-2, Temecula Area, Riverside County, California;for The Garrett Group, LLC, , IN. 165-01, dated September 21,2001. , 200 Id, Response to Building and Safety Department Geotechnical Riverside Review Sheet, dated October 22, 2001, Tract 23065-2, Temecula Area, Riverside County, California;for The Garrett Group, LLC, , J.N. 165-01, dated November 2, 2001. 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'-~ r ') A -.... ,~ ........, __J + .:= ~) · \f)O . ;.:~--:~. -.::ry'-- \ 16' ........'- ....,.-..::, -^ ~ ),...t \. f 71- =itJ ~--..__/ t;;.;lI /~ (J .. v 71f'\-.........- -, -. .", \ +~ C --=--r/ ~ ) ..., 'r. r-ALA ROAD.. (:, ~ I , ') '.. "~~') '\. . '-.... :~" ./ /- -. \ \~- ~']STRE.Et> Il~'" PlANS ~ \'-1"~ GRAth,NG '~f OF t PAlAt:,itD. 40 I o ~ 40 1 GHAPHIC SCALE 80 I 120 t ~ a N 8 (.) ~ .... ,. C) z C < ~ ~ 9- N .... a o .... It) Of 13 SHEETS ;/ ~ FilE NO. -< o ~ :i: I 1 I .... ~ (I) "- .... .... ,.... 1" ..~_ DIG~BRT ~ ~ DIAL TOU. FREE 1-800-227-2600 -- -- .,. AT LIA8'I' TWO DAVI BEfVAE YOU DIG lNlEJOON) SERW;E ALERT OF SOUTHERN CAl.JFORNIA e: '1' \ ....... ;----- 00 -- I -- -- . . _ _ 16~+OO -- --- o -:r- ,~ . - NOTE: ~ CONTAI~D WITHIN HESE PlANS SH4lL ~T Cot.lf:NCE UNTIL AN ENCROAMENT PERWIT M{)/Cll. A GRAOn~ PERMIT HAS OCEN 1$91:0. The private engineer signing these plans Is responsible for assuming the accuracy and acceptability of the design hereon. In the event of dlscreponcies arising after county approvol or during construction, the private engIneer shall be responsible tor determining an acceptable solution and revie.lng the pions for approval by the county. S(AL. COUNTY COUNTY OF RIVERSIDE TRANSPORTATION DEPARTMENT APPROVED BY SEAl-ENQNEtR - PLANNING . DE.IIIN . DDN.TRUcnDN BENCHMARK: ELEV. .1026.428 DRAWN DATE: '\'!!~"Y"" ~ ~\~.J. A. ~ ~ '" ~ '(~ ... .t: -. . "'" .. ~ No.4309O I ~ .. .. -tr Exp, 3/31/04 .. .I'~ tn\\. $ /( 4fCi\.\\\~ RJB,ORR TRACT MAP NO. 23065-2 SHEET NO. ty P~TRA GEOTECHNICAL, INC. IN 436-01 OCT., 2002 GEOTECHNICAL MAP WITH PLATE 1 DENSITY TEST LOCATIONS . . . 27555 vtEZ ROAD, SUTE 400 TEt.IECU...A, CAI..FOfMA 12......71 CD N S U LT. N B 108.17U042 . FAX 101.878.7240. wwwMF.com PREPARED BY: MICHAEL A. TYUofAN R C E NO 4JO~O EXP. DATE: 3-31-04 . .. . . :>ESlGNED 2-1/2 BRASS DISK. LOCATED 2.4 MILES SOUll-EAST ON HWY. 79 fROW M INTERSECTION or MAIN Ii: fRONT STREET IN TEMECll..A,5J.5' SOVTH (F elL :HECKED HIY. 79, 3.2" EAST Of' GT POLE (GT 2453) 300' EAST Of' PROOUCE STAN> MIDWAY BETWEEN P.P. ~CALE 75580 1H) P.P. 75581 ON A Llt€ WITH OLD F'ENCE AS SHO... ~ ~ING N. Ii: S. $T fIBERGLASS WITKSS lOB NUMBER SOUTH! Of MONU.ENT. 15-100312 MCH COUNTY OF RIVERSIDE-'- SCt-EDULE .. A .. \ RCUIt 8RADNI PlAN 2 MAT RECOMMENDED DATE: DATE: DAlE FOR: REDHAWK I w.o. COUNTY FILE NO. 1- 'I I h I I~~~ I , \ I . Iii i r I ~ I. 1., I \ T j 1,~1 ...,t 'of I I)} I / t.., I 1 - I 1\ I \ ) I ._J) . I t131il "..~ I ~", /" . (' "Y'''''''' ..: .,~'. II'" r> .,..... ., '\ ,;S-' I, f' ,\ . I \ \ ':\.- 1 : I.' j. . I \.) I? '. ,.;. ,l '. t- t.' /' : gjl ,( ~I '\ (t" o I II! . en 1.--.., I I ~I ( - ) I ~I:I \: -I ~ -J I (~ )~\ ( I '( 1 .1 ( . I f1J ." \ \ 1 (' I. \ \., -" . ,') .. ~, ) I( 1) j-f" 1 It, ,J:i ~fi! 1 ~ f ~ 1 J~'/). ,.-l . 1 ( _ t " ./ I <., ", I '. j, " ~i . I + '~'~: I I ~ I I! 1 ." t~ :.~-. " I~. 8s .~. .J, . 1\ I ~ . t I " ~l I,..' 1)0 5 1 .... 1 I [}135. ... I . i'/! ~ '~ I , ,J,'b~ .1 +' r J . , ~-- -- ,- , MATCHLINE~SEE SHEET 4 " ~ ~~___r--~---< ~.. +" : r I I I I I 1 I to ~i-' +o, ... I :;; 1'1" I I I I t ~------i~ I fi - -:J J5J -- -- AT LfMY' 1WO DAVI BEFOAE YOU DIG lNlEROROlH> 8ERYICE ALERT OF SOUT~ CALFOIftA NOTE: WORK CONT A J ~D WITH I N TJ-[S[ PlANS SHALL M?T COtAENCE OOll AN ENCROAcaENT PERMIT NlJ/oo. A GRADIt-ll PERMIT HAS El:EN 1S9..ED. The prlyote engineer signing these plans Is responsible for assuming the accuracy and acce~tObility of the desi~ hereon, In the event of discrepancies orising after county approval or during construction, the private engineer shol' be responsible for determining on acceptable solution and reviewing the pions for approval by the county. . \ 641 \ II I I I I 'f"' {\-!I k I ., 'I- ~ I~ !fj ~.. I fC .... .... ... I ,+1" I +o, '\ I ~ I "'\ I ''t" ... : ') ( I . ,(bo" - T -~;-" L --""r I 5 CF__J NPLANJ I . . I "tJ -I- I u -+ 0) ~ '. ..~ ,...~ f- ..;.\ ..-~) +' I ~J'~ " ~ " I I I I ,,<;>> f I I I ~ ~ ~}' -f~ , . 1141 \ -'.-" '-. 1\ \/\ 8 . ~I -- '0 ~. +'" ~- - __I ..'" ~ ( ,----- \ ... /' ~+I "" "" " I ,/". / \ \I/~ !; .....\ - ~ ^: (\~": - - - r~ \ .;:9/ .':' ( l~ ,..:- .' !;. ~ ~ / {,;> ) ( ....." to 01" ," ( " { } ( ., '\ \ ~ -"~ \~ + E o to .- . . .- .... L \ \ ~ to .- " -+ .,.t> ,'" ) I I I I 1..._ __ MATCHLINE~SEE SHEET 2 to ,.j\-' +' .... .... OCT., 2002 PLA TE2 . . . . . 27565 YN:Z ROAD, st.nE <<>>0. TEUECLL4, CALFOONA t251f-.4871 CaN S U L TI N 13 808.17'.1042 · FAX 801.17'.7240 . wwwllF.com PREPARED BY: MICHAEL A. TYU.4AN R.C.E. NO. 4.3090 EXP. DATE: 3-31-04 2-1/2-8RASS DISK, LOCATED 2.~ MILES SOUTHEAST ON HWY. 79 FRot.t Ttf: INTERSECTION OF MAIN t FRONT STREET IN TElECl.t.A,5J.S' SOUTH Of elL HWY. 79. 3.2' EAST Of GT POlE (GT 2453) 300' EAST Of' PRODUCE STAN> MIDWAY BETWEEN P.P. 75580 AN> P. P. 75581 ON A LlllE W lTH OlD fENCE lIl1E ~ING N. t S. SET fiBERGlASS WInESS pOST l' SOUTH Of' ~T, MCH COUNTY OF RIVERSIDE SCt-EDUl.E .. A .. ROt&I GRADIG PlAN 3 ~ o ri o o (!) 0:: N .- ,. C) z ~ 0:: C> ",- ~ 9- N ;;; 8 -- I ~: t I , I ~- + - - -- -- DATE: P~NNINII . DE.'IIN . DDN.TNUDTlDN BENCHMARK: ELEV. 1026.428 DRAWN SOl-COUNTY SEE PLATE 1 FOR EXPLANATION COUNTY OF RIVERSIDE TRANSPORTATION DEPARTMENT APPROVED BY RJ8,ORR TRACT MAP NO. 23065-2 SHEET NO. f! PETRA GEOTECHNICAL, INC. IN 436-01 GEOTECHNICAL MAP WITH DENSITY TEST lOCATIONS MAT .... 10 /' < OF 13 SHEETS !< o FILE NO. !? ::i: AS SHO",,", B NUMBER 15,...100312 RECOMMENDED DATE: DATE: DATE fOR: REDHAM< W.O. COUNTY FilE NO. 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In the event of discrepancies arising after countl approval or during construction. the private engIneer sholl be responsible for determining an occeptable sol~tlon and reviewing the plans for approval by the county. SEAl-COUNTY , SEAL ENGINEER COUNTY Of RIVERSIDE TRANSPORT A nON DEPARTMENT APPROVED BY BENCHMARK: SHEET NO. DRAWN TRACT MAP NO. 23065-2 SEE PLATE 1 FOR EXPLANATION ELEV. 1026.428 PLANNING . DE81llN . CCN8TRUDTlaN RJB,ORR ,\'f~SS 10"" ~ A ( ~ ~\.\\. "Il ~ "" ~ ~ It- ~ .... ~ -- -I ,., ~ No. 4J090 ~ -41 Exp. 3/31/04 * J'~ "II\\. $ If 'Fe ~\.\~\~ OF 1.3 SHEETS FilE NO. PESlCNEO 2-1/2-BRASS DISK, LOCATED 2.4 MILES SOUTHEAST ON HWY. 79 FROM HE .INTERSECTION Of MAIN I: ~HE FRONT STREET IN TENEC\A-A,53.5' SOUTH Of cIL ~I CKED HWY. 79, 3.2' EAST Of GT POLE (GT 2453) 300' EAST Of' PRODUCE STAN) MIDWAY BETWEEN P.P. ~CALE 75580 NoD P.P. 75581 ON A LINE WITH OlD FENCE AS SHOM4 L It€: R~ING N. Ie S. SET r I BERGLASS "I *SS !JOB NUMBER POST l' SOUTH OF t.<<lNlJ.ENT. 15-100312 MA T COUNTY OF RIVERSIDE SCt-EDlA..E · A · ROUGH GRADINQ PlM f; PETRA GEQTECHNICAL, IN~~ IN 436-01 OCT., 2002 , GEOTECHNICAL MAP VVlTH PLATE 3 DENSITY TEST LOCATIONS MCH 4 . . . 27555 vtEZ ROAD, sure .-00 TaEC\U, CALFORNA 12.......,. CONSULTING 101.171.1042 · FAXIOI.I7I.7240. wwwJ8:.00m PREPARED BY: MICHAEL A. TYLMAN R.C.E. NO. 43090 EXP. DATE: 3-31-04 DATE: " DATE: OATE fOR: w.o. COUNTY flLE NO. RECOMMENDED DATE: REDHAWK ~ o ~ 8 o ~ yo- ,. C> Z ~ ~ ~ ~ . . 9- N ;;; o o ... It) :/ ~ < o ~ :i: . - - - - _. -- - -- ~ ~ '1' , LIIYII.v vr 'f1lv nL-f Ir\ I \ITA~"'I -'=-~ .~ ~-'-----------------~~-l;~---------\(---------------------~-------~ ------------~~------~~-~---~r,.----~~-r-~-I.~--~-~-.-.-~~~~ ~-- ~ -~.~--~- ~~.TI J-------,...,... ~'P!.. rm"i t / \ "<" t / i'Pv= 1;f'9~.11 pr) 1/1 I / t'{~!. I ~ / /(1 .\, :-r-"-~ I ''-, ",.-~o I .........-~A. ~I \ \./ '-i..> \1 - .., ;./.), I..~J>::.".'""'-.. 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' ./ ~. , /- \. ....,_..~., , , SEE PLATE 1 C'2R EXPLA.NATrON \ \ \ \ \ .. ..-:.:~t~t. ". ,,-:-:-;':,...<~.. " ,--,- AT LEAST TWO DAYS BEFORE YOU DIG UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA ~ PETRA GEOTECHNICAL, INC. ~ .. .._,. -,--. --..--. ...,. -, ----- -----, --.- -. "-' _.- -.;:, IN 436-01 OCT" 2002 GEOTECHNICAL MAP WITH PLATE 4 DENSITY TEST LOCATIONS :/' / r 3 .-.. ~ l.[) o o (:) 0::: <'-.I ~flj,,<l.'~~ ;" ~ J T- "'" ? o z 4C ~ o ~ 40 ~l 8~ n~ "l';0 1:- ,~ r;:.c.r~. '\0. ~Qlli.)_ 2-~/2"BRASS 9~~~. ~OCATE~ 2,4 MILES 30JTW(AST ON KWY, 79 rc~OM TYE j Ni[RSE CT!ON OF VA 1 N &: PRONT STRr;::'::T ~N TEMECULA. 53,5' SOIJTI-' 0F elL HWY. 79, 3.2' ~AST 0" G: DO~E (GT 2453) 300' ~AST or. PRODUCE STAND MIDWAY 8ETWEE~ D.P. 75580 AND p. D. 7558 1 ON I, LINE WI T'-{ )LD "ENeE U NE ~'v'NN! ~'G N. & S. SET r:- I 8ERGL.ASS .V T TNESS POST .' 50')'T'1-I at:" '.40NutJEXr, MCH o ~ 0:: o ./ CI :: COUN';' o~~ R~VERsj5E--1 Sc;=~~ ':0 ~ 150 _____~~f1~~~~__:._'~.: .--~ ---- -I ~'.~" ~'"I '" ~ ROOOH GRADING PlAN I_~=.=-.::= _____::.~~ ;:: .---.------------.-----------.--. - ---I' ,'1;:- '--v' <( '--- -. 0 Q .....' ------ ------------_._---~-- --.----- ---_.- ~-.- -..----.-....--------.-- SRt.,PI-PS SCA'_~ NOTE: WORK CONTAI~D WITHIN THESE PLANS SHALL NOT COMMENCE UNTIL AN ENCROACHMENT PERMIT AND/OR A GRADING PERMIT HAS BEEN IS9JED. S~/\~-C0l'N'":"V 1- -- .-.._- I COUNTY OF R!VERS1D~ TRANSPORTATION DEPARTMENT APPROVED BY SEAL-ENC:NEEP DATE' PLA....".,ING . DESIGN . CONST,;rucnON BENCHMARK: ::~.EV, "026,428 DRA.....N i -.~- -l-~. - --.;_.-- I ~,JB.ORR The private engineer signing these plans is responsible for assuming the accuracy and acceptabil ity of the design hereon. In the event of discrepancies arising after county approval or during construction, the private engineer shot! be responsible for determining on acceptable solution and reviewing the plans for approvo! by the county. . . . 27555 YNEZ ROAD, SUITE 400 TEMECVl/I., CALIFORNIA 92591-4679 909.57f5.8042 · FAX 909.676.7240 . www.RBF,eom I,A,/,T ---r- - .- f CONSULTING R E v,s o ~~ S , -t--." 1---- ._~- ---j-- -+;;'PF-1 " DA F 1-,-... _.--..::; j CO'J"lTY PREPARED 8'1': IJ CHA~'_ /J.. 'Y'..Ih\N ~XP. DA.Tr::: ,:--.":'-';'! seA:"!: AS Sf-!OW~~ '08 NUMBER 15-100312 RECOMMENDED DATE: ':),\ Tt::: D^ T~~ ~0R REDHAWK '~, ...... ,It, ... :.. '-:~l)., r, ~ '; _ '.~ t: ..', I ~G~~~N DIAL TOLL FRBB 1-800-227-2600 AT LIAI1' 'TWO ~VI - BEFORE YOU DIG lNlEIUlOlH) SERVICE ALERT OF SOUTHERN CAUFORNIA , MATCHLINE-SEE SHEET 2 .... - ~~,~ .~ '-.) ~ ~ ~.~ '\ ~", " Io..~ ~ '~ ~ _/ SEE PLATE 1 FOR EXPLANAflON " _ f.fiTRA GEOIEQ~L,. ~ , IN 436-01 QCT.~ 2002 . 1 . GEOTECHNICAL MAP WITH. PLATE 5 DENSITY TEST lOCATIONS . , , . . . REVISIONS . SEAL-COUNTY -1--.. r---.. APPR. DATE COU'4TY .~f: . ~~~~ ~~ ~ .._~~~~ ~~ J - 1158- ~ '-' 1159 ~_..~/H ~ "..... -~(;( ~ (I 1\r--15t~ ~ u- . I?, z.:Z ~ - ~.~ ~ ,~~ .t~ ~ jt ~ !!J- \~~ ~~X ~ 't ~Dt ~< ~,~ . ~. '~~~ \ ~~ +" . , ~ ~.~ 'ft~ " ~ :-. A \ ~~ ~ . \P ~ ~ -I- Q '~,x 0.~~ ~ \\" ~--,- ~ ~t- /+~~t / J ....., ~~-"~) ~. ~6 + ...~ .~ ~/) __.I- ~ '0 ~ I I ~ --- } . ( "- ~ ~~ -- -- LIMITS ~~~ ~ +,1: ~~y- ;; ~ ~~ :0... .'0 ~ ~ '" ~ , ~ ~ ~~ " " , +... .~ \?" .\ , ~ ( I +,. "- .t) '-. ~ ~ ,( II ~ '. ,. ~ ~~ ~ ~~ , o ) 61W) IN; ~, ~ +... " ~~ \.. ~ \t ci. ~ I MATCHLINElSEE SHEET 3 ~ -- :;;.. ':;Jl~ {, ..-~ - k Ii" +,-1/' ' 7'- -. ~ l7 - ~._~ . -....~ 29 ~~ \::"'- ( >..: II - :.;0" ~ 1 '-',"" ./,!. 1 45" ~ -'0 1/ I'\~ 1/ I ) ~~ ~ . . .'",~,. "_/ I "~'" ...'. 0' '. .-,. ". . ". Qa I' '-~ II . '<\ ~;, '\ ' , -.......... ~ 1 ~ 1428~~ +", Y I \I ~ \ "', .."'-~< ,- t ~r,~. ,\~,,-./... 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'\. +;";'. ~\ \\ ---: ~ ~R ~~" \' \~ .~\ ~ I~'\) \. \ +-:~ \ "Ii \ \ 1 ~/ ~ j . ~~ '\\ .,~., ~ \ :\">0 ~J: ) " Ii ( " {}.__. ~A~ ~ y--. \ +, ~i' " .. ,~~<~~ W ~ f~~ ~ ....,.~~, J ~ ~ +,~..~. ~ ~\ "'-...J '1. ~~ {(~) ?Z.'7' , '-~\~ \~t~A ~'-'" L~~._ "~t ~ .~ "' ~. ':) \ +~ ~I\ '\~~ J _ 4~O GRAPHIC SCALE COUNTY OF RIVERSIDE TRANSPORT A TtON DEPARTMENT APPROVED BY SEAL-ENGINEER NOTE: WORK coo A I ~D . I THI N TK:SE PlANS Sl-W.L t'<<>T CotIENCE 00 IL AN ENCRoActfENT PERWIT ~/OO A GRAOr~ PERMIT HAS OCEN ISSll:D. The private engineer signing these plans is responsible tor assuming the accuracy and acceptability ot the desl~ hereon. In the event of discrepancies arising otter county approval or during construction, the private engineer sholl be responsible for deterMining on. acceptable solution and reviewing the pions for approval MARK BY DATE by the county. DATE: ",fESS/,.t., ~~\. A. ~~ ~ ~. ~~~- C,D - -- ,.., ~ No. 43090 ::: . Exp. 3/31/04 * .1',., . t'1 J\ \. $ -1,;- ~~ (" Dr (~\.\\ 120 L~ PLANNINII . DE8111N . DDN8TRUDTIDN BENCHMARK: ELEV. 1026 ;428 SHEET NO. DRAWN TRACT MAP NO. 23065-2 RJB,ORR DA TE: , PESlGNED 2-1/2"BRASS DISK, LOCATED 2.4 MJLEi SOUTHEAST ON HWY. 79 FROt.t TtE INTERSECTION <f MAIN t ~HECKED fRONT STREET IN TEJLClA...A,5~.5' SOl.ifH or CIL I..r MAT HWY. 79, 3.2' EAST or GT POlE (GT 1453) 300' EAST Of' PROOUCE ST 00 WI DWA Y BErrf P. P . SCALE 75580 00 P.P. 75581 ON A LINE WI i iDlD fENCE AS SHOWN LINE RlHIING N. t S. SET fIBERGlA WITtE:SS JOB NUMBER POST l' SOUTH Of' MOfIl.M:NT. 15-100312 DATE REDHAWK 27555 YtEZ ROAD, surE -400 · · · TBotECU..A, CALFOFNA 82SIf-.487I CONSULTING 808.878.8042 · FAX8OI,878,7240. wwwMF.oorn ,i, PREPARED BY: MICHAEL A. mMAN R.C.E. NO. 4~D I EXP. DATE: 3-31-04 COUNTY OF RIVERSIDE SCt-EDLt.E · A · IOIIt CItADINI PlAN - OF 13 SHEETS I FILE NO. RECOMMENDED DATE: MCH 6 I , ~ fOR: I w.o. I COUNTY fiLE NO. ..-