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HomeMy WebLinkAbout; La Costa Valley Unit 4; Soils Report Final; 1966-12-16c. - BENTON ENGINEERING, INC. APPLlED SOlL MECHANICS - FOUND*TIONS 6741 EL CAJON BOULEVARD S&N DIECIO. CALIFORNIA 82115 PHlLlP HENKIND BENTON PI1EPIOENT. ClYlL eNC,HEER December 16, 1966 SAN “IEGO: 583.5654 L* MESA. 469 565r2 Paradise Homes, Inc. Route 1, Box 2.550 7~ & q/946 f , Encinitas, California 92024 Attention: Subject: ~;yq&g, Project No. 66-3-31D Final Report on Mr. ITV Roston Compacted Fi I led Ground Lots 148 to 169, inclusive, 171, 174 to 179, inclusive, 182 to 195, inclusive, 206 to 224, inclusive, 227, Culvert and Headwall, La Costa Valley Unit No. 4 San Diego County, California This is to report the results of tests and observations made in order to inspect the compaction of filled ground placed on certain,ar5as Q 148 to 169, inclusive, 171, 174 to 179, inclusive, 182 to 195, inclusi e 206 to 224 ‘nclusive, 227, certain offsite fill areas, the backfill of a culvert on Alga R I e Lots 148 and 149, and the backfill of a concrete headwall on the northeast side of Alga Road opposite Lot 154, in La Costa Valley Unit No. 4, in Son Diego County, California. The fills were placed during the period between July 8, 1966 and October 14, 1966. The test results taken in filled ground placed on portions of Alga Road, Alicante Road and Almaden Lane, within La Costa Valley Unit No. 4, were reported separately on October 19, 1966. The approximate areas and depths of filled ground placed under our inspection in accordance with the approved specifications are shown on the attached Drawing No. 1, entitled “Location of Compacted Fi I led Ground. ” The grading plan used for the placement of filled ground was prepared by Rick Engineering Co., dated June 8, 1966 and revised to June 20, 1966. The approximate locations at which the tests were taken and the final test results are presented on pages 4 to 23, inclusive, under the “Table of Test Resulk .‘I The laboratory determinations of the maximum dry densities and optimum moisture contents of the maior fill materials ore presented on page 24, under the “Laboratory Test Resulk .‘I The tests were taken during the weekly periods indicated on page 2. Project No. 66-3-31D La Costa Valley Unit No. 4 -2- December 16, 1966 Test Number Week Ending 1 and 2 3 ta 25, inclusive 26 to 69, inclusive 70 to 111, inclusive 112 ta 165, inclusive 166 to 251, inclusive 252 to 343, inclusive 344 to 430, inclusive 431 to 530, inclusive 531 to 594, inclusive 595 to 673, inclusive 674 to 700, inclusive 701 to 715, inclusive 716 to 731, inclusive 732 to 739, inclusive July 9, 1966 July 16, 1966 July 23, 1966 July 30, 1966 August 8, 1966 August 13, 1966 August 20, 1966 August 27, 1966 September 3, 1966 September 10, 1966 September 17, 1966 September 24, 1966 October 1, 1966 October 8, 1966 October 15, 1966 The final resulk of tests and observations indicate that the compacted filled ground has been placed at 90% of the maximum dry density or greater within the shaded areas shown on Drawing No. 1. It has been determined that the fill materials, compacted to 90% of the maximum dry density, within Lots 148 to 169, inclusive, 171, 174 to 179, inclusive, 182 to 195, inclusive, and 206 to 224, inclusive, of La Costa Valley Unit No. 4, have a safe bear- ing value of at least 1500 pounds per square foot for one foot wide continuous footings founded at a minimum depth and placed five feet or more inside the top of compacted filled ground slopes. If footings are placed closer to the exposed slopes than 5 feet inside the top of compoct- ed filled ground slopes, these should be deepened one foot below a 1 l/2 horizontal to 1 vertical line projected outward and downward from a point 5 feet horizontally inside the top of compacted fill ground slopes. Tests indicate that the compacted filled ground is adequate to satisfactorily support the proposed one and two story wood frame dwellings without detrimental settlements. The fill materiokplaced and compacted in the upper 3 feet of fill fok described in the preceding paragraph are_no,nasI,v,e. In some cut areas, both on lok that are all in cut and in fok that are part cut and part fiII,‘thcre was some potentially expansive clay observed. In some cases it was feasible to remove the potentially expansive clay, and in others it was not. following is a tabulation of the fok that still contain potentially~~.,,~,,. nsive soils within the upper three feet-r . . ~,.._, .“~ _~, I,/, -” Lot Nos. ‘4 Lot Nos. Lot Nos. 154 184 199 to 206, inclusive 170 188 217 to 221, inclusive 171 189 --T?-- 172/, 193 176 194 177 196 180 197 181 BENTON ENGINEERING, INC Project No. 66-3-31 D La Costa Valley Unit No. 4 December 16, 1966 It is recommended that special foundation design and precautions be used on these lots to minimize the effect of the potential expansion of the soils. Recommendations for this special design and precautions are being transmitted to you in a separate letter to be dated December 20, 1966. Some of the filled ground placed within the upper 3 feet on Lot 227, and offsite beyond the subdivision boundary of La Costa Valley Unit No. 4 included soil types 2 and 4 and could therefore have an allowable bearing value of at least 1050 pounds per square foot. Expansive natural clay soils were also observed in portions of these areas and Lot 228. It is understood that Lot 227 is to be regraded in the future, therefore the final classification of the soils existing within the finished building pads, together with the recommended allow- able bearing values for those areas will be presented at that time. Respectfully submitted, BENTON ENGINEERING, INC. M. V. Pothier, Civil Engineer Distr: (4) Addressee (2) Rick Engineering Co. Attention: Mr. Bill Rick (3) San Diego County Operations Center Attention: Mr. Don Klitch BENTON ENGINEERING, INC. 7-- .e-- Project No. 66-3-31 D La Costa Valley Unit No. 4 Test ,No ‘1 2 i, ,‘3 4 5 6, 7 8 9 ,iO, Tl, 12 13 14 15 16 17 18 19 ;,; 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 Approx- Depth imate of Fill Location at Test Lot No. in Feet* 156 159 158 157 162 164 160 156 159 161 158 157 163 164 162 Offsite N, of 159 160 159 161 163 157 158 164 162 160 155-156 159 163 161 151 156 158 164 162 157 1.59 149 0.5 9.2 113.6 121 .6 93.5 Natural Ground 0.5 7.1 100.2 107.9 93.0 Natural Ground 2 I 16.6 107.2 114.8 93.5 2 12.7 101.2 107.9 93.9 1 15.0 103.2 114.8 90.0 1 14.6 107.8 114.8 93.8 I 16.0 104.6 114.9 91 .l 3 16.2 106.5 117.5 90.6 3 14.9 108.8 120.2 90.6 3 19.0 96.5 105.2 91.8 4 15.6 108.5 116.2 93.4 5 18.0 104.4 112.2 93.1 3 16.1 106.7 116.2 91.8 5 16.3 105.3 112.2 93.9 5 14.3 109.6 120.2 91 .o 2 15.7 107.0 116.2 92 .O 5 15.5 104.5 116.2 90.0 5 16.1 103.2 1 12.2 92.1 7 15.1 107.6 116.2 92.6 7 19.0 102.6 109.1 94.0 6 12.9 106.8 115.1 92.8 6 12.4 104.3 112.4 92.8 9 12.4 109.6 120.2 91.2 9 12.3 115.8 123.3 93.9 9 13.3 109.2 119.2 91.6 5 16.7 111.5 123.3 90.4 7 15.3 107.7 119.2 90.3 11 15.1 108.6 116.2 93.6 11 15.4 107.3 116.2 92.4 0.5 16.2 111.2 123.3 90.2 Natural Ground 7 11.1 112.2 120.2 93.4 8 14.6 108.6 119.2 91.0 13 14.0 108.8 119.2 91.2 13 16.3 114.6 123.3 93.0 8 14.8 112.8 123.3 91.3 9 15.3 109.1 119.5 91.4 2 14.8 108.3 117.1 92.5 -4- TABLE OF TEST RESULTS Fie Id Moisture % dry wt Dry Maximum Dry Density Density Percent Ib/‘cu ft Ib,‘cu ft Compaltion Remarks December 16, 1966 * Indicates elevation gain in feet from toe of lowest adjacent filled ground slope throughout entire “Table of Test Results .‘I BENTON ENGINEERING. INC. Project No.&-3-31D La Costa Valley Unit No. 4 -5- December 16, 1966 TABLE OF TEST RESULTS (CONT.) Test No. Approx- imate Location Lot No. Depth of Fill at Test in Feet Field Moisture % dry wt BY Density Ib,'cu ft Maximum DY Density Ib/'cu ft Percent Compacticn Remarks 38 158 10 12.6 115.5 123.3 93.6 39 149 4 17.7 106.3 117.1 90.9 40 149 6 11.9 108.7 119.5 91.0 41 160 13 16.5 107.5 114.6 93.9 42 156-155 9 16.5 112.1 120.2 93.3 43 158 11 12.7 113.3 123.3 92.0 44 157 11 17.7 109.4 120.2 91.0 45 159 13 17.4 104.9 114.6 91.5 46 163 15 13.5 106.6 117.6 90.7 47 161 15 16.6 109.5 116.5 94.0 48 151 2 12.8 107.5 116.6 92.1 49 158 13 14.8 108.1 120.2 90.1 50 166 2 11.3 106.8 115.1 92.8 51 165 4 10.6 106.7 115.1 92.5 52 160 17 11.6 108.4 115.1 94.2 53 167 4 13.8 108.1 119.5 90.5 54 164 17 12.2 113.4 123.3 92.0 55 162 17 12.3 105.5 123.3 85.5 Reworked 56 156-155 13 11.4 107.8 114.6 94.1 57 158 15 15.6 109.1 119.5 91.3 58 162 17 11.9 109.5 119.5 91.7 Check on #55 59 159 17 17.1 108.0 114.3 94.4 60 157 15 14.0 102.5 109.1 93.8 61 166 6 12.5 116.1 123.3 94.2 62 164 19 13.6 111.3 123.3 90.4 63 162 19 10.9 112.0 123.3 90.8 64 160 19 14.0 109.7 120.2 91.3 65 156-155 17 14.2 111.8 120.2 93.0 66 158 19 12.6 116.1 123.3 94.3 67 157, 19 14.1 104.3 114.6 91.1 68 159 21 17.0 102.7 107.1 95.8 69 149 8 10.7 103.8 115.1 90.2 70 161 21 16.0 103.0 114.6 90.0 71 163 21 12.4 110.0 119.1 92.4 72 167 8 10.6 111.2 123.3 90.2 73 166 10 10.3 110.3 119.2 92.6 74 165 8 14.3 109.7 120.2 91.2 75 164 23 14.0 111.7 120.2 92.8 sENTON ENOINEERINO. INC, Project No. 66-3-31D La Costa Valley Unit No. 4 -6- Test No. 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 l.05 106 107 108 109 110 111 112 Approx- Depth imate of Fill Location at Test Lot No. in Feet 162 160 167 166 165 163 164 161 162 160 158 168 158 168 167 165 163 161 158 166 168-169 158 158 167 162 Off site N. of 159 Off site N. of 159 165 168-169 166 164 163 160 157 162 164 159 23 15.3 110.0 119.2 92.4 23 10.3 106.2 115.1 92.4 12 12.7 110.7 120.2 92.0 14 12.5 103.9 115.1 90.2 12 12.0 105.6 115.1 91.8 25 10.2 108.6 119.2 91.0 27 9.6 110.9 119.2 93.0 25 15.9 105.7 114.6 92.3 27 16.0 107.8 114.6 94.0 27 17.8 101.2 111.5 90.8 21 15.3 107.2 119.2 90.0 6 11.9 103.8 114.8 90.3 23 11.0 110.1 119.2 92.4 10 13.5 105.8 114.8 92.3 16 15.2 107.1 117.6 91.1 16 15.7 106.1 115.1 92.2 29 16.3 107.0 115.1 93.0 29 15.2 105.3 114.3 92.2 25 17.8 105.5 117.1 90.0 18 14.3 114.9 120.2 95 .5 14 10.8 105.4 115.1 91.6 27 17.6 105.2 111.0 94.9 27 15.2 108.1 120.2 90.0 20 10.0 110.0 120.2 91.5 31 10.3 112.5 120.2 93.6 4 17.4 111.0 114.3 97.1 6 17.1 104.2 114.3 91.3 20 14.0 107.1 116.1 92.3 18 12.3 108.8 120.2 90.5 22 8.2 113.8 120.2 94.5 31 16.4 98.8 107.9 91.7 33 16.3 107.3 119.5 90.0 31 14.5 111.2 119.5 93.0 23 15.1 110.5 119.5 92.5 35 12.3 110.9 120.2 92.2 35 12.0 103.2 114.8 90.0 25 13.1 105.0 116.2 90.2 TABLE OFTEST RESULTS(CONT.) Field Dry Moisture Density % dry wt Ib/'cu ft Maximum Dry Density Percent Ib/cu ft Compaction Remarks December 16, 1966 BENTON ENGINEERINO. INC. Proiect No. 66-3-31D La Costa Valley Unit No. 4 -7- Approx- imate Location Lot No. Depth of Fill at Test in Feet Field Moisture % dry wt Dry Test No. Density lb/cu ft Maximum Dry Density lb/cu ft Percent Compaction Remarks 113 160 35 12.7 106.1 114.5 92.7 114 163 37 18.1 104.4 116.0 90.0 115 165 24 18.6 104.5 116.0 90.0 116 167 24 14.7 105.9 116.2 91.0 117 168-169 22 15.1 106.5 116.2 91.5 118 207 2 16.6 113.3 120.2 94.4 119 149 10 15.4 107.6 117.1 91.8 120 150 2 17.6 103.5 115.1 90.0 121 169 24 16.4 109.3 120.2 91.0 122 168 26 18.1 106.2 115.8 91.7 123 166 26 14.3 109.5 119.5 91.7 124 211 2 16.6 108.7 120.2 90.4 125 211 4 11.4 110.7 114.3 96.7 126 164 39 13.9 111.5 119.5 93.4 127 150 4 15.4 109.7 119.5 91.8 128 159 29 15.0 112.2 119.5 94.0 129 208 4 13.5 112.5 120.2 93.5 130 207 6 12.9 114.3 120.2 95.2 131 162 39 13.9 112.1 120.2 93.2 132 208 8 17.1 106.7 117.3 90.8 133 207 10 17.1 107.1 117.3 91.4 134 164 39 17.7 110.2 119.1 92.6 135 161 37 15.5 113.0 119.5 94.6 136 211 6 16.8 104.2 115.1 90.6 137 211 8 16.8 107.7 115.1 93.3 138 208 12 15.3 107.5 115.1 93.4 139 207 14 15.4 109.3 115.1 95.1 140 169 28 16.0 102.2 110.7 92.5 141 167 28 15.1 110.5 120.2 92.0 142 165 28 14.4 109.1 119.5 91.4 143 153 2 14.1 108.3 117.1 92.6 144 163 41 17.8 111.7 120.2 92.9 145 161 41 13.6 109.3 120.2 91.0 146 150 6 14.0 112.0 117.1 95.6 147 149 12 16.4 111.3 117.1 95.1 148 211 10 10.7 111.2 120.2 92.5 149 150 8 12.5 109.6 120.2 91.0 150 157 27 15.2 111.1 120.2 92.4 TABLE OF TEST RESULTS (CONT.) December 16, 1966 sENTON ENGINEERING. INC Project No.66-3-31D La Costa Volley Unit No. 4 -8- Approx- imate Test Location No. Lot No. Depth of Fill at Test in Feet 151 166 30 152 208 16 153 207 18 154 168 30 155 165 32 156 153 4 157 160 39 158 208 20 159 153 6 160 210 12 161 211 14 162 150 10 163 149 14 164 162 43 165 164 43 166 157 31 167 159 33 168 160 43 169 161 45 170 163 45 171 160 47 172 162 47 173 cu/vert* 6 174 GJb?rt* 8 175 164 47 176 157 35 177 156 19 178 154 2 179 154 4 180 210 16 181 211 18 182 209 2 183 209 4 184 209 6 185 Headwall"" 2 186 Headwall"" 4 187 166 34 188 165 36 TABLE OF TESTRESULTS(CONT.) Field Moisture % dry wt bY Density Ib,'cu ft Maximum Dry Density Ib,'cu ft Percent Compaction Remarks 12.6 97.0 107.9 90.0 11.1 105.8 114.0 92.9 11.3 108.7 114.0 95.3 14.8 105.1 115.4 91.1 15.0 107.8 115.4 93.3 14.0 106.9 116.2 91.9 11.4 114.5 123.3 92.9 7.5 112.3 123.3 91.0 8.4 112.7 123.3 91.4 8.6 109.3 120.2 91.0 9.1 109.4 120.2 91.0 10.1 110.8 120.2 92.0 12.8 115.5 123.3 93.7 13.3 102.5 111.9 91.6 10.7 109.2 120.2 90.8 10.6 108.6 111.9 97.0 7.6 107.5 115.4 93.2 15.5 110.6 120.2 92.0 9.5 112.1 120.2 93.2 12.4 111.7 123.3 90.5 17.5 106.8 117.6 90.9 12.6 103.6 115.1 90.0 13.0 101.1 112.4 90.0 13.2 102.6 112.4 91.2 15.5 107.7 117.6 91.6 10.9 111.5 123.3 90.3 14.4 112.1 123.3 90.8 15.5 103.9 111.9 92.8 13.7 105.4 115.1 91.7 12.8 112.3 123.3 91.1 13.8 100.4 109.9 91.5 14.1 100.3 111.5 90.0 14.6 109.2 120.2 90.8 14.6 108.4 120.2 90.3 14.3 98.8 108.8 90.7 13.3 99.7 108.8 91.7 16.2 105.9 117.6 90.1 13.9 108.2 117.6 92.1 December 16, 1966 * Sta. 15+41, Alga Road ** NE side of Alga Road Opp. Lot 154 BENTON ENGINEERING. INC. Project No. 66-3-31D La Costa Valley Unit No. 4 -9- Approx- Depth imate of Fill Test Location at Test No. Lot No. in Feei 189 162 190 161 191 159 192 207 193 159 194 211 195 159 196 167 197 164 198 163 199 192 200 191 201 210 202 161 203 159 204 162 205 211 206 190 207 192 208 191 209 187 210 190 211 190 212 192 213 CC 214 208 215 DD 216 160 217 160 218 210 219 166 220 165 221 163 222 162 223 160 224 160 225 187 226 189 227 193 51 49 37 22 41 22 43 32 47 49 2 24 53 45 53 26 4 6 2 4 8 8 2 28 4 51 55 28 38 40 53 55 55 59 4 2 1 TABLE OF TEST RESULTS (CONT.) Field Moisture % dry wt Dry Density Ib,'cu ft Maximum Dry Density Ib/cu ft Percent Compactien Remarks 14.4 110.5 117.6 94.0 16.8 103.2 114.1 90.4 12.6 103.2 114.7 90.0 13.7 116.2 123.3 94.4 13.6 104.2 115.1 90.6 14.3 107.6 119.5 90.1 13.5 110.5 120.2 92.0 11.4 106.5 114.8 92.9 15.7 106.3 117.6 90.4 13.0 114.3 123.3 92.7 11.8 112.2 121.9 92.2 17.8 99.4 109.6 90.7 15.3 102.0 112.8 90.4 13.3 103.9 114.8 90.5 16.3 105.0 114.8 91.5 13.0 106.2 114.8 92.6 20.4 101.2 112.2 90.2 16.8 101.3 110.5 91.6 15.9 100.7 118.0 92.0 13.4 106.0 114.0 92.8 15.2 110.7 121.9 90.8 15.7 110.5 121.9 90.7 21.0 105.2 114.8 91.7 11.8 107.7 118.4 90.8 11.5 111.2 118.4 93.9 13.4 111.2 120.2 92.5 9.2 115.2 123.3 93.3 13.4 109.6 120.2 91.0 12.0 103.2 120.2 85.9 17.0 109.6 120.2 91.2 12.4 103.7 115.1 90.1 16.2 109.2 119.1 91.7 13.4 109.1 119.1 91.6 14.7 111.6 120.2 92.8 11.8 112.7 119.1 94.5 12.9 114.8 119.1 96.3 13.4 112.2 117.1 96.0 15.5 108.8 117.6 92.5 10.1 104.4 115.1 90.7 December 16, 1966 Natural Ground Natural Ground Reworked Check on #217 BENTON ENGINEERING. INC. Project No. 66-3-31 D La Costa Valley Unit No. 4 -lO- Test No. 228 BB 4 20.6 95.5 105.2 90.2 229 189 4 14.7 102.3 108.2 94.4 230 187 6 18.5 100.6 108.2 92.9 231 212 2 19.2 100.3 109.1 92.1 232 cc 6 11.5 114.3 125 .O 91.5 233 AA 1 16.9 105.3 115.1 91.5 234 169 32 16.3 105.7 115.1 91.8 235 168 34 12.5 106.2 115.1 92.2 236 167 36 11.4 111.3 120.2 92.7 237 168 38 10.9 111.0 120.2 92.4 238 164 51 13.4 105.8 115.1 92.0 239 209 10 18.8 102.2 109.1 93.6 240 207 30 13.8 106.3 109.1 97.4 241 208 32 14.1 106.9 111.5 95.8 242 167 40 14.3 111.3 120.2 92.6 243 212 4 17.6 100.5 109.1 92 .I 244 165 44 15.3 108.3 117.6 92.1 245 211 30 14.2 108.8 120.2 90.5 246 210 32 23.5 101.3 109.1 92.7 247 JJ 2 15.9 103.8 115.1 90.1 248 BB 8 15.6 103.7 115.1 90.0 249 cc 10 12.3 105.9 115.4 91 .6 250 FF 2 14.3 103.2 109.1 94.7 251 AA 5 13.3 106.0 115.1 92.0 252 216 2 21 .8 101 .o 109.1 92.6 253 211 34 22 .a 99.1 109.1 90.9 254 209 14 16.8 101.9 109.1 93.4 255 207 34 18.6 108.8 114.5 95.1 256 215 4 16.2 102.4 109.8 93.2 257 168 42 12.8 105.5 115.1 91.5 258 216 6 13.9 104.2 115.1 90.6 259 167 44 12.9 114.2 123.3 92.6 260 166 45 11.4 107.2 115.8 92.7 261 169 36 12.9 105.8 114.6 92.4 262 BB 12 15.2 103.8 109.8 94.5 263 JJ 4 14.5 101.6 109.6 92.7 264 cc 14 20.2 98.4 108.0 91 .o 265 GG 4 16.1 102.5 112.4 91.2 Approx- imate Loco tion Lot No. Depth of Fill at Test in Feet TABLE OF TEST RESULTS (CONT.) Fie Id Meisture % dry wt Dry Density Ib,‘cu ft Maximum &Y Density lb,‘cu ft December 16, 1966 Percent Compaction Remarks BENTON ENGINEERING. INC Project No.66-3-31D La Costa Valley Unit No. 4 -II- Approx- imate Test Location No. Lot No. 266 DD 267 BB 268 AA 269 EE 270 168 271 212 272 210 273 208 274 215 275 216 276 211 277 209 278 CC 279 DD 280 FF, 281 BB 282 210 283 213 284 212 285 209 286 207 287 208 288 206 289 MM 290 215 291 211 292 JJ 293 214 294 FF 295 207 296 209 297 216 298 214 299 215 300 208 301 206 302 212 303 214 304 211 Depth of Fill at Test in Feet Field Moisture % dry wt Dry Density Ib,'cu ft Maximum bY Density Ib/cu ft Percent Compaction Remarks 8 14.6 107.6 114.0 94.3 16 15.2 111.2 121.9 91.3 9 14.6 108.3 120.2 90.0 4 16.5 101.3 109.8 92.3 46 13.4 108.3 117.6 92.2 6 14.6 102.7 113.1 90.8 36 13.5 109.8 120.2 91.4 36 13.8 107.4 114.6 93.8 8 9.2 111.0 120.2 92.4 10 10.2 111.0 120.2 92.4 38 16.9 103.8 114.6 90.7 18 16.7 101.2 109.1 92.8 18 9.4 108.3 120.4 90.0 12 13.9 105.1 114.3 91.9 6 i2.3 107.1 119.1 90.0 20 11.6 110.2 119.1 92.6 40 17.2 107.5 119.5 90.1 10 14.7 105.8 114.3 92.5 12 14.1 106.3 114.3 93.0 22 18.0 108.2 120.2 90.0 38 15.8 101.0 109.8 92.1 40 16.5 102.9 114.3 90.0 4 17.5 105.6 114.6 92.2 2 17.4 103.3 112.4 91.9 12 12.2 100.5 110.9 90.7 42 17.0 103.9 114.3 90.9 6 12.0 100.0 109.6 91.3 2 11.0 108.2 115.1 94.1 8 17.0 95.2 105.2 90.6 42 18.4 103.2 114.6 90.2 26 17.5 107.2 114.3 93.8 14 18.0 101.0 112.1 90.1 6 17.7 102.7 112.1 91.5 16 15.1 106.2 117.1 90.8 44 19.4 102.3 109.1 93.8 8 19.5 99.7 105.2 94.7 14 21.4 98.9 109.1 90.5 6 10.4 94.7 108.4 87.4 Reworked 46 21.2 98.3 109.1 90.1 TABLE OF TEST RESULTS (CONT.) December 16, 1966 BENTON ENcnNEERING. INC. ProjectNo.66-3-31D La Costa Valley Unit No. 4 -12- Approx- imate Test Location No. Lot No. 305 JJ 306 GG 307 EE 308 MM 309 JJ 310 FF 311 AA 312 JJ 313 LL 314 GG 315 cc 316 DD 317 EE 318 KK 319 BB 320 EE 321 FF 322 HH 323 LL 324 JJ 325 214 326 207 327 206 328 208 329 211 330 213 331 216 332 214 333 215 334 216 335 GG 336 FF 337 HH 338 KK 339 EE 340 GG 341 DD 342 190 343 187 Depth of Fill at Test in Feet Field Moisture % dry wt BY Density Ib/cu fi Maximum Dry Density Ib/cu ft Percent Compaction Remarks 8 18.0 105.5 110.2 95.7 6 14.4 104.2 115.1 90.4 8 la.3 104.3 114.0 91.7 4 15.0 105.3 115.1 91.5 10 11.0 109.2 116.2 94.0 10 17.0 103.5 107.9 96.1 13 11.7 105.8 115.1 91.8 12 16.5 96.0 105.2 91.3 2 10.0 108.2 115.1 94.0 8 15.7 99.7 107.9 92.4 22 17.0 105.1 114.0 92.2 14 14.0 106.4 112.4 94.7 12 12.1 107.1 115.1 93.0 4 13.5 106.1 115.1 92.3 24 12.0 102.5 112.4 91.2 16 14.0 105.4 115.1 91.5 14 13.5 103.5 112.4 92.0 4 13.9 105.3 116.2 90.7 6 19.5 102.0 107.9 94.5 16 15.2 106.0 115.1 92.0 6 13.2 100.8 108.4 93.0 Check on #303 46 9.9 109.0 120.2 90.7 12 10.7 1 15 . 4 123.3 93.5 48 9.0 113.2 123.3 91.8 48 14.7 108.1 120.2 90.0 16 13.0 110.5 120.2 91.9 18 15.5 97.3 105.2 92.3 10 15.7 96.9 105.2 92.0 20 14.1 105.6 114.6 92.2 22 12.9 108.8 112.4 96.7 10 14.5 102.8 112.4 91.5 18 15.2 107.0 115.1 92.8 6 11.0 111.1 121.9 91.3 6 13.0 106.8 116.2 91.8 20 13.0 108.2 116.2 93.1 12 12.1 109.8 121.6 90.3 16 15.0 105.8 115.1 91.8 10 17.5 101.0 107.9 93.7 10 18.5 102.0 107.9 94.5 TABLE OF TESTRESULTS(CONT.) December 16, 1966 BENTON ENCXNEERINO. INC Project No. 66-3-31D La Costa Valley Unit No. 4 -13- Approx- imate Test Location No. Lot No. Depth of Fill at Test in Feet Field Moisture % dry wt Dry Maximum Dry Density Density Ib/cu ft Ib/cu ft 344 cc 26 20.8 96.7 106.6 ‘345 NN 6 20.5 97.8 107.4 346 EE 20 17.8 99.4 107.4 347 JJ 20 17.1 100.4 107.4 348 LL 8 18.2 99.7 107.4 349 DD 18 17.0 99.5 107.4 350 FF 22 19.6 99.2 107.4 351 GG 14 15.0 111.5 121.9 ‘352 EE 21 20.9 97.4 105.2 353 AA 17 17.7 100.7 108.2 354 214 14 17.6 97.4 107.1 355 215 24 18.7 96.7 107.1 356 216 26 18.2 98.2 109.1 357 214 18 22.3 97.1 107.1 358 215 28 15.0 105.8 114.0 359 216 30 15.0 106.2 114.0 360 214 22 21 .6 97.9 107.1 361 215 32 17.6 102.7 111.5 362 216 34 20.2 95.4 109.1 ,363 QQ 2 17.2 102.6 114.0 364 KK 10 17.3 98.3 105.2 365 RR 2 16.8 96.8 105.2 366 PP 4 17.4 99.8 105.2 367 ss 2 17.7 97.7 105.2 368 MM 8 17.6 98.3 105.2 369 QQ 6 13.4 107.7 115.1 370 TT 2 15.5 102.1 111.3 371 uu 2 15.8 100.2 111.3 372 PP 8 12.4 105.0 112.4 373 216 34 19.6 95.9 105.2 374 215 36 17.6 108.6 115.8 375 Off site 2 20.2 101.3 112.4 Opp. 215-16 376 215 40 377 Off site 6 Opp. 215-16 378 214 26 TABLE OF TEST RESULTS (CONT.) 15.8 18.9 18.5 105.7 100.7 103.7 115.8 109.1 112.4 December 16, 1966 Percent Compaction Remarks 90.7 91 .o 92.5 93.5 92.8 92.5 92.2 91.5 92.5 93.0 90.8 90.2 90.0 90.7 92.8 93.1 91 .3 92.1 87.2 Reworked 90.1 93.5 92.0 94.8 92.8 93.4 93.3 91.7 90.0 93.3 91.0 Check on #362 93 .6 90.2 91.4 92.1 92.1 BENTON ENGINEERING. INC. Project No. 66-3-31 D La Costa Valley Unit No. 4 -14- TABLE OF TEST RESULTS (CONT.) Approx- Depth imate of Fill Test Location at Test No. Lot No. in Feet 379 Off site 10 Opo.215-.I6 380 N’ti 10 17.4 98.1 107a.9 91 .o 381 MM 12 18.8 95.1 105.2 90.5 382 NN 14 18.4 95.1 105.2 90.5 383 185 2 13.0 104.7 119.1 87.8 384 185 2 14.2 99.4 109.6 90.8 385 185 4 17.9 106.3 112.4 94.7 386 191 10 19.1 104.3 110.8 94.2 387 189 6 18.1 105.8 110.8 95.5 388 185 6 13.5 113.0 121.9 92.7 389 MM 16 17.5 106.7 110.8 96.2 390 NN 16 11.2 113.3 121.9 92.8 391 QQ 10 12.0 115.3 124.9 92.5 392 SS 4 16.2 96.7 105.2 91.8 393 RR 6 15.0 103.2 114.0 90.7 394 ss 8 16.9 106.2 115.1 92.2 395 00 2 17.3 106.0 114.0 93.0 396 190 12 14.2 111.7 121.8 91.7 397 169 8 15.2 102.7 112.4 91.3 398 189 lo* 16.5 105.8 114.8 92.1 399 JJ 24 11.0 107.9 116.2 92.7 400 KK 14 14.6 98.7 107.9 91.4 401 LL 12 14.4 97.5 107.9 90.3 402 JJ 28 7.7 111.5 120.2 92.8 403 LL 16 12.2 114.7 123.3 92.9 404 BB 23 11.0 104.6 110.8 94.6 405 DD 20 19.5 97.5 107.9 90.3 406 KK 18 5.9 107.3 115.4 93.1 407 179 2 8.5 106.4 110.8 96.2 408 179 4 8.3 106.4 110.8 96.2 409 MM 18 14.5 109.3 120.2 91 .o 410 PP 12 8.7 114.2 122.6 93.3 411 NN 20 11.7 109.8 120.2 91.4 412 CC 30 10.9 108.3 119.1 90.9 413 AA 21 12.9 107.3 114.8 93.5 414 179 6 14.3 104.3 112.4 92.7 415 v/W 2 9.1 112.3 120.2 93.5 416 RR 8 11.5 107.7 114.8 94.0 Field Moisture “A dry wt 20.1 Dry Density Ib/‘cu fi 101.4 Maximum @Y Density Ib/cu ft 111.7 December 16, 1966 Percent Compaction Remarks 90.8 Reworked Check on #38 * Finished Grade BENTON ENGINEERING. INC. Project No. 66-3-31 D La Costa Valley Unit No. 4 -15- December 16, 1966 TABLE OF TEST RESULTS (CONT.) Approx- imate Test Location No. Lot No. 417 WW 418 00 419 RR 420 PP 421 MM 422 QQ 423 PP 424 SS 425 TT 426 VV 427 166 428 185 429 184 430 183 431 QQ 432 NN 433 PP 434 RR 435 ss 436 184 437 182 438 ST 439 ww 440 186 441 186 442 187 443 190 444 QQ 445 TT 446 vv 447 227 448 NN 449 PP 450 QQ 451 ss 452 RR 453 TT 454 ww 455 00 Depth of Fill at Test in Feet Field Moisture % dry wt Dry Maximum Dry Density Ib,‘cu ft Density Ib/‘cu ft Percent Comfxrction Remarks 4 12.0 110.2 118.4 93.1 4 16.5 103.2 111.3 92.7 12 9.8 99.0 107.9 91 .8 14 9.8 113.8 121.9 93.3 24 17.4 104.8 115.5 90.6 14 20.0 98.2 107.9 91.2 16 9.9 104.2 115.1 90.6 12 10.5 100.7 109.8 91.7 8 9.1 100.3 109.8 91.5 2 9.5 98.2 107.9 91.2 2 9.6 119.1 123.2 96.6 8 16.7 104.9 112.4 93.3 2 13.9 103.8 115.1 90.2 4 14.0 100.1 107.9 92.9 18 13.4 105.1 115.8 90.8 24 11.3 108.9 119.1 91.4 20 16.2 104.2 112.2 92.8 16 12.1 112.1 121.6 92.2 16 16.5 103.0 112.4 91.6 4 15.9 108.5 114.0 95.2 2 9.8 110.9 119.1 93.1 12 18.7 107.2 116.2 92.3 8 17.6 110.2 119.8 92.1 4 15.2 108.1 115.1 93.9 6 20.5 101.3 110.8 91.5 12 11.0 111.7 121.9 91.7 14 14.4 104.1 114.0 91.3 22 16.1 104.3 114.0 91.6 16 16.6 110.5 119.1 92.7 6 16.7 111.7 119.1 93.7 2 15.8 101.1 110.6 91.3 26 9.9 111.9 123.3 90.7 24 14.5 107.4 117.6 91.4 26 17.2 106.7 114.8 92.9 20 16.4 105.8 117.6 90.0 20 16.4 104.7 114.8 91.2 20 13.3 107.3 117.6 91.4 12 16.9 105.7 114.8 92.1 6 13.7 116.4 125 .O 93.1 BENTON ENGINEERING. INC Project No. 66-3-31D La Cost0 Volley Unit No. 4 -16- Approx- imate Test Location No. Lot No. 4% xx 457 NN 458 227 459 MM 450 PP 461 227 462 178 463 187 464 186 465 184 466 186 467 179 468 179 469 178 470 186 471 183 472 182 473 183 474 183 475 185 476 186 477 186 478 NN 479 vv 480 QQ 481 ss 482 uu 483 XX 484 wvv 485 TT 486 PP 487 QQ 488 RR 489 179 490 178 491 178 492 193 493 179 494 179 DePh of Fill at Test in Feet Field Moisture % dry wt &Y Density lb/w ft Maximum &Y Density lb/w ft Percent Compaction Remarks 2 16.6 105.9 117.6 90.1 28 13.8 110.5 119.5 92.5 4 15.3 99.4 110.0 90.4 26 15.5 108.3 115.1 94.0 28 14.8 105.5 115.1 92.5 6 15.1 100.0 110.8 90.3 2 18.3 102.9 110.8 92.8 14 12.5 116.5 125.0 93.2 6 15.1 99.7 110.8 90.0 6 15.6 110.5 119.1 92.8 8 15.0 108.3 119.1 90.7 8 22.0 101.2 110.8 91.3 10 15.0 107.8 113.8 94.8 6 14.3 108.2 119.1 90.7 10 14.8 107.7 119.1 90.3 6 19.4 103.8 111.5 93.2 4 18.7 105.3 114.8 91.9 6 18.8 104.2 112.2 92.9 8 14.0 102.3 108.2 94.6 12 18.3 99.3 105.2 94.3 14 14.5 104.5 114.8 91.1 16 15.5 110.3 119.0 92.8 30 14.1 113.7 123.3 92.1 10 18.4 106.4 115.8 92.0 30 15.6 110.0 119.5 92.1 24 14.3 113.9 123.3 92.3 6 15.1 111.0 121.4 91.4 6 16.2 110.8 120.2 92.1 16 14.5 106.1 115.8 91.7 24 19.5 100.6 110.0 91.5 32 16.6 110.7 121.8 90.9 34 15.6 107.3 117.7 91.2 24 13.5 98.7 109.5 90.1 12 16.8 102.3 110.8 92.4 10 16.4 101.9 110.8 92.0 12 10.7 112.3 123.3 91.1 2 12.5 112.3 123.3 91.1 14 16.7 103.2 112.2 92.0 16 18.3 106.8 115.1 92.7 TABLE OF TESTRESULTS (CONT.) December 16, 1966 BENTON ENGINEERING. INC. ProjectNo.66-3-31D La Costa Valley Unit No. 4 -17- December 16, 1966 TABLE OF TEST RESULTS (CONT.) Approx- imate Test Location NO. Lot No. Depth of Fill at Test in Feet Field Moisture % dry wt BY Density lb,'cu ft Maximum BY Density Ib/cu ft Percent Compaction Remarks 495 178 14 16.1 108.0 117.1 92.2 496 179 18 12.0 111.3 119.1 93.4 497 227 8 16.2 97.2 105.2 92.4 498 NN 32 12.0 114.1 123.3 92.5 499 RR 28 8.7 112.1 123.3 90.9 500 ss 28 16.6 107.3 117.2 91.5 501 uu 10 17.4 109.0 119.5 91.2 502 TT 28 14.3 106.8 117.2 91.0 503 227 10 15.6 103.5 112.8 91.8 504 227 12 14.2 96.6 107.4 90.0 505 178 16 13.5 108.8 119.5 91.0 506 178 18 13.9 108.8 119.5 91.0 507 AAA 2 13.5 109.6 119.5 91.7 508 227 14 18.8 95.1 105.2 90.2 509 179 20 14.8 106.8 114.0 93.7 510 178 22 13.8 110.9 121.6 91.4 511 179 22 12.0 111.4 119.1 93.4 512 227 16 14.0 113.4 123.3 92.0 513 227 18 13.2 107.2 119.1 90.1 514 AAA 4 13.9 113.6 123.3 92.1 515 AAA 6 13.9 108.5 120.2 90.3 516 186 18 14.4 109.2 120.2 90.9 517 185 14 15.6 104.3 115.1 90.6 518 PP 36 10.8 114.5 123.3 92.9 519 TT 32 11.6 111.4 122.0 91.3 520 UU 14 11.3 106.1 115.9 91.5 521 XX 10 12.2 109.2 119.5 91.4 522 VV 14 14.5 106.4 115.9 91.9 523 TT 36 16.2 103.1 112.2 91.8 524 RR 32 15.5 105.3 115.8 91.1 525 SS 32 14.5 106.9 117.8 90.8 526 UU 18 16.4 111.9 121.5 92.1 527 RR 36 19.4 107.9 119.5 90.3 528 RR 40 13.9 108.8 120.2 90.3 529 175 2 11.3 114.2 123.3 92.5 530 ss 36 11.0 109.3 120.2 91.0 531 152 4 13.7 109.1 120.2 90.8 532 151 A 14.1 109.3 120.2 91.0 Reject No. 66-3-31D La Costa Valley Unit No. 4 -18- December 16, 1966 TABLE OF TEST RESULTS(CONT.) Approx- imate Test Location No. Lot No. Depth of Fill at Test in Feet Field Moisture % dry wt Dry Maximum Dry Density Ib/cu ft Density lb/w ft Percent Compaction Remarks 533 AAA 8 14.6 98.6 109.3 90.2 534 149 16 10.9 112.6 123.3 91.2 535 150 12 10.4 110.7 120.2 92.0 536 215 42 16.1 101.4 109.1 93.0 537 159 47 10.8 110.9 120.2 92.1 538 NN 34 13.5 112.2 120.2 93.4 539 QQ 38 15.0 110.2 120.2 91.7 540 RR 36 16.4 109.7 120.2 91.0 541 uu 22 14.7 110.0 120.2 91.3 542 TT 40 15.0 110.2 120.2 91.7 543 ww 20 14.7 107.0 117.8 90.9 544 vv 18 15.4 107.4 114.3 94.0 545 xx 14 14.2 109.6 114.3 95.9 546 ww 24 15.7 104.6 114.6 91.4 547 vv 22 14.3 110.8 120.2 92.1 548 171 2 15.1 103.2 114.0 90.6 549 171 4 11.2 106.7 110.8 96.3 550 175 4 13.1 111.9 121.6 92.0 551 174 2 12.6 112.0 120.2 93.2 552 171 6 10.9 118.0 123.3 95.8 553 AAA 10 15.0 106.7 115.4 92.3 554 171 8 12.8 108.7 120.2 90.3 555 AAA 12 10.5 114.2 123.3 92.5 556 175 6 12.2 117.8 125.0 94.3 557 174 4 15.2 107.2 117.1 91.6 558 WW 28 12.2 111.0 123.3 90.0 559 224 1 11.6 106.0 115.4 91.9 560 XX 18 14.0 106.1 115.4 92.0 561 ZZ 4 10.3 115.1 123.3 93.4 562 YY 2 15.0 109.7 120.2 91.2 563 224 5 15.2 100.5 109.1 92.0 564 YY 4 16.9 98.6 109.1 90.4 565 XX 22 18.1 102.2 109.1 93.6 566 22 6 13.5 109.1 116.2 93.9 567 171 10 9.1 124.5 125.0 99.5 568 AAA 14 17.8 102.1 110.0 92.8 569 171 12 15.8 101.3 110.0 92.0 570 vv 26 12.4 112.3 123.3 91.0 BENTON ENGINEERING. INC. Project No. 66-3-31D Lti Costo Volley Unit No. 4 -19- ,~~. ~_ December 16, 1966 TABLE OF TEST RESULTS (CONT.) Approx- imate Test Location No. Lot No. 571 WW 572 224 573 xx 574 BBB 575 BBB 576 BBB 577 YY 578 171 579 171 580 171 581 XX 582 224 583 171 584 171 585 ZZ 586 YY 587 171 588 171 589 171 590 zz 591 zz 592 ZZ 593 224 594 xx 595 152 596 153 597 154 598, 154 599~ 156 600 157 601 YY 602 XX 603 ZZ 604 ZZ 605 224 606 YY 607 ZZ 608 223 609 ZZ 610 171 Depth of Fill at Test in Feet Field Moisture % dry wt BY Density Ib/cu ft Maximum " ry Density Ib/cu ft 32 12.3 111.5 123.3 9 16.4 106.0 114.3 26 16.6 103.3 114.3 1 9.9 110.2 119.5 3 10.9 108.7 119.5 5 10.4 110.7 119.5 8 13.6 114.0 123.3 12 14.1 111.2 116.3 14 17.7 106.2 116.3 16 18.2 106.8 114.1 30 17.8 105.6 115.1 13 16.9 105.6 115.1 18 15.8 101.7 109.1 20 16.6 102.8 109.1 8 13.3 107.2 114.3 12 13.7 112.0 120.2 22 15.6 105.7 114.3 22 16.6 103.3 109.1 24 16.8 102.0 109.1 10 13.2 112.9 123.3 12 14.1 113.7 123.3 14 15.0 112.2 123.3 17 12.3 108.2 120.2 34 13.2 110.2 120.2 7 6.8 109.0 120.2 8 12.8 112.3 120.2 6 16.1 106.2 114.3 8* 14.9 112.8 123.3 21* 11.2 122.5 125.0 39* 12.3 108.5 120.2 16 18.8 106.7 114.3 38 11.2 108.2 120.2 16 17.6 106.4 114.3 18 17.5 107.0 114.3 21 14.2 110.2 120.2 20 14.2 108.8 117.0 20 14.3 105.8 117.0 2 15.7 108.2 119.5 24 16.4 107.5 119.5 26 19.7 110.2 119.5 Percent Compaction Remarks 90.3 92.8 90.3 92.3 91.0 92.6 92.5 95.7 91.3 93.6 91.8 91.8 93.1 94.0 93.8 93.2 92.4 94.8 93.4 91.4 92.2 91.0 90.0 91.7 90.8 93.5 93.0 91.4 98.0 90.2 93.2 90.0 93.0 93.5 91.8 93.1 90.4 90.6 90.0 92.4 *Finished Grade BENTON ENGINEERING. INC. Project No.66-3-31D La Costa Valley Unit No. 4 -2o- TABLE OF TESTRESULTS (CONT.) Test No. 611 612 613 614 615 616 617 618 619 620 621 622 623 624 625 626 627 628 629 630 631 632 633 634 635 636 637 638 639 640 641 642 643 644 645 646 647 648 649 Approx- Depth imate of Fill Location at Test Lot No. in Feet 224 23 171 28 224 25 223 6 215 44 Off site 14 Opp. 215-16 215 46 214 29* 215 48* 216 38 212 18 158 29 158 31* 155 16* 159 49* 160 60* 161 56* 162 58* 163 56* 164 55* 165 47* 166 50* 167 48* 168 50* 169 38* 211 50 210 44* 211 52* 209 30* 208 52* 207 50* 206 16* 171 30 171 32 174 6 174 8* 171 34 171 36* 175 8* * Finished Grade Field Moisture % dry wf &Y Density Ib/cu ft Maximum h-Y Density Ib/'cu ft Percent Compaction Remarks 19.9 107.3 114.3 94.0 18.8 102.8 109.1 94.2 14.3 106.5 115.8 92.0 13.9 108.0 115.8 93.3 13.7 102.8 107.2 96.0 16.5 102.6 112.4 91.3 10.9 111.6 123.3 90.6 12.5 108.3 120.2 90.2 11.3 108.8 120.2 90.6 16.6 105.7 115.1 91.8 15.0 106.4 115.1 92.4 9.5 110.5 121.7 90.8 8.9 106.0 120.2 88.2 10.0 110.8 121.7 91.0 11.2 103.5 120.2 86.0 14.0 112.1 123.3 90.9 10.5 114.6 123.3 93.0 9.7 104.8 120.2 87.2 9.9 117.6 123.3 95.4 13.8 116.7 123.3 94.6 12.3 107.7 120.2 89.7 12.4 108.7 120.2 90.4 9.5 106.2 115.1 92.3 11.4 112.2 123.3 91.1 11.9 112.8 123.3 91.3 19.8 99.4 109.1 91.0 17.9 104.6 114.3 91.6 10.9 109.3 120.2 91.0 13.2 115.2 123.3 93.4 8.4 109.2 120.2 90.9 10.1 110.6 120.2 92.0 9.7 110.5 120.2 91.9 14.0 112.7 123.3 91.3 13.6 114.2 123.3 92.7 13.7 111.8 123.3 90.7 14.7 113.7 123.3 92.2 14.0 109.8 120.2 91.3 14.5 108.5 120.2 90.4 13.2 112.3 123.3 91.0 December 16, 1966 Reworked Reworked Reworked Reworked BENTON ENOINEERING. INC Project No. 66-3-31D La Costa Valley Unit No. 4 -21- TABLE OF TEST RESULTS (CONT.) Approx- imate Test Location No. Lot No. 650 178 651 185 652 182 653 183 654 184 655 186 656 187 657 188 658 190 659 191 660 192 661 193 662 AA 663 BB 664 CC 665 DD 666 EE 667 FF 668 GG 669 HH 670 JJ 671 KK 672 LL 673 MM 674 148 675 ‘WA’ 676 NN 677 ss 678 QQ 679 PP 680 RR 681 ss 682 UU 683 VV 684 WW 685 TT 686 zz 687 223 688 zz 689 223 Depth of Fill at Test in Feet Field Moisture % dry wt Dry Density lb,‘cu ft Maximum Dry Density Ib,‘cu ft Percent Compaction Remarks 24* 14.7 113.6 123.3 92.1 15* 9.7 115.1 123.3 93.4 8* 16.4 102.2 110.8 92.4 9* 13.5 107.1 110.8 96.8 8* 12.3 116.0 123.3 94.0 20* 14.9 101.6 110.8 91.7 16* 12.5 105.2 116.2 90.6 2* 9.9 83.6 114.0 73.4 Reworked 16* 12.5 114.8 123.3 93.0 12* 8.8 112.3 123.3 91.0 lo* 15.3 108.2 114.3 94.7 3* 6.9 98.7 109.8 90.0 24* 12.9 102.3 107.9 95.0 32* 12.3 114.7 123.3 93.0 32* 8.8 121.6 123.3 98.5 22* 6.9 111.3 123.3 90.4 23* 10.2 106.0 110.8 95.8 24* 12.3 116.8 123.3 94.8 16* 6.8 121.2 123.3 98.4 9* 10.8 1;2.2 120.2 93.4 29* 8.5 117.0 123.3 95.0 20* 12.5 119.7 123.3 97.0 18* 11.5 114.9 123.3 93.0 27* 14.0 113.8 123.3 92.3 2 15.6 109.1 117.1 93.2 36 12.3 121.4 125.2 97.1 35* 11.7 121.8 125.2 97.2 38 11.0 111.7 121.7 91.9 40* 14.9 112.5 119.8 94.0 40* 14.7 112.2 119.8 93.7 40* 13.0 113.3 123.3 92.0 40* 10.2 117.9 123.3 95.5 25* 15.7 108.3 114.3 94.8 30* 11.1 121.3 125.2 97.0 38* 11.7 116.3 125.2 93.0 42* 13.1 113.8 121.7 93.5 28 9.6 109.8 120.2 91.3 10 11.6 108.6 120.2 90.4 Reworked 32 10.3 110.8 120.2 92.2 10 16.4 107.5 116.3 92.4 Check on#687 December 16, 1966 * Finished Grade BENTON ENGINEERING. INC Project No. 66-3-31D Lo Costa Valley Unit No. 4 -22- Approx- imate Location Lot No. Depth of Fill at Test in Feet Field Moisture % dry wt Dry Test No. Density Ib/‘cu ft Maximum BY Density Ib,‘cu ft Percent Compaction Remarks 690 224 28* 14.0 103.8 114.0 91.1 691 YY 22 14.0 109.7 120.2 91.2 692 222 2 12.5 101.6 110.7 91.9 693 221 1* 9.1 110.0 120.2 91.5 694 219 1.5* 11.3 110.7 120.2 92.1 695 218 1.5* 12.2 114.0 123.3 92.4 696 222 4 14.0 103.2 114.3 90.4 697 216 40* 9.0 104.5 114.8 91.0 698 zz 36* 7.4 107.8 117.5 91.9 699 YY 25* 14.7 111.5 120.2 92.8 700 xx 40* 15.3 112.0 123.3 90.9 701 223 13* 13.7 112.7 120.2 93.8 702 222 6* 13.7 116.0 123.3 94.0 703 213 20 13.4 106.5 114.9 92.8 704 212 22 14.3 99.9 109.1 91.6 705 213 24 14.8 104.0 114.6 90.6 706 212 26 16.6 108.4 120.2 90.2 707 213 28 14.6 105.9 116.3 91.0 708 212 30 13.2 100.6 107.9 93.2 709 213 32* 13.0 116.8 123.3 94.8 710 212 34 15.5 113.9 123.3 92.3 711 212 36* 11.6 117.2 123.3 95.0 712 175 1 15.2 98.1 107.9 91.0 713 175 3” 15.8 97.2 107.9 90.2 714 188 2 7.5 104.2 113.2 92.0 Checkon #657 715 159 49 6.9 114.3 119.2 96.0 Checkon #625 716 158 31 10.6 107.3 117.6 91.4 Check on#623 717 162 58 11.4 111.7 120.2 92.8 Check on #628 718 165 47 14.2 118.0 123.3 95.8 Check on#631 719 179 24* 10.2 108.1 120.2 90.0 720 148 4 13.5 111.7 115.0 97.0 721 148 6 16.0 108.7 115.0 94.6 722 148 8 14.7 108.1 115.0 94.1 723 148 IO 15.0 108.7 116.0 93.8 724 148 12 10.9 109.7 116.0 94.6 725 148 15* 11.7 109.0 120.1 90.8 TABLE OFTEST RESULTS (CONT.) December 16, 1966 * Finished Grade BENTON ENpINEERING. INC Project No. 66-3-31D Lo Costa Volley Unit No. 4 -23- December 16, 1966 Approx- imate Test Location No. Lot No. 726 152 1 14.2 113.0 121.8 92.8 727 152 3 10.8 114.7 121.8 94.3 728 151 1 7.3 107.2 118.9 90.3 729 151 3 10.7 116.9 121 .8 96.1 730 153 1 15.1 113.3 120.2 94.4 731 153 3 14.7 110.3 120.2 91 .8 732 171 1 16.3 104.5 114.7 91.1 733 171 3 17.3 100.2 110.0 91 .2 Finished Grade 734 169 1 14.3 109.4 120.2 91 .o 735 169 3 16.0 101.6 112.1 90.6 Finished Grade 736 223 1 15.7 104.6 113.5 92.4 737 223 3 17.7 107.2 110.7 96.8 738 214 1 18.7 103.6 113.8 91 .I 739 214 3 16.4 105.2 113.5 92.9 TABLE OF TEST RESULTS (CONT.) Depth of Fill at Test in Feet Field DfY Moisture Density Oh dry wt Ib/cu ft Maximum bY Density Ib,‘cu ft Percent Compaction Remarks BENTON ENGINEERING. INC. Project No. 66-3-31 D La Costa Volley Unit No. 4 -24- December 16, 1966 LABORATORY TEST RESULTS The maximum dry densities and optimum moisture contents of the major fill materials as determined by the A.5 .T.M. D-698 method, modified to use 26 blows of a 10 pound hammer falling from (I height of 18 inches on each of 3 layers in CI 4 inch diameter l/30 cubic foot compaction cylinder, crre presented as follows: Soil Type Light yellow-brown very fine to fine sand Groy silty very fine sand Light brown silty fine to medium sand Olive-brown silty fine sand, clay binder Light yellow-brown silty fine to coarse sand Red-brown gravelly clayey fine to medium sand Light brown clayey very fine to fine sand Light yellow-gray silty fine sand, slight clay binder Olive-gray silty cloy Light brown silty fine to medium sand Light brown to medium brown clayey fine to medium sand, scattered gravel Dark gray clayey silt, lime streaks Light grey silty fine sand Light gray silty fine to coarse sand Red-brown si Ity clay Yellow-brown sandy clayey silt Brown silty clay Dark brown silty fine to medium sand, clay binder and scattered grovel Medium brown to red-brown silty fine to medium sand, some gravel, slight clay binder Medium brown to red-brown slightly silty fine to coarse sand, some gravel Light yellow and gray fine sandy silt Brown slightly silty medium to coarse sand Light gray fine sandy cloy Light gray silty fine to coarse sand, 10% gravel Gray-brown silty clay Light brown silty fine sand, clay binder Light brown silty fine to coarse sand Maximum Dry Density lb/c” ft Optimum Mois- ture Content ‘3%~ dry wt 107.9 18.1 112.2 16.0 115.4 13.0 119.5 11.2 123.3 10.5 125.0 9.7 114.8 14.1 120.2 12.2 109.1 18.5 115.1 14.5 119.1 13.0 105.2 19.8 115.8 14.7 TIT.9 11.7 114.0 15.4 117.1 15.0 110.8 17.2 124.9 10.4 121.9 l? .6 121.8 10.2 114.0 15.4 116.0 13.7 108.3 15.2 121.2 12.5 111.3 14.8 116.2 13.2 120.0 11 .o BENTON ENOINEERIND, INC ,.__ .~.~ __ _. PHlLlP HENKlNG BENTON PRESIDENT. ClYlL ENTINLEI BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS - FOUNDATIONS 6741 EL CAJON BOULEVARD SAN DIEGO. CALIFORNIA 82,1S December 20, 1966 Revised August 21, 1967 *AN DIET”: 583.5654 LA MESA: 469.5654 Paradise Homes, Inc. Route 1, Box 2550 Encinitas, California Attention: Mr. Irv Roston Subject: Proiect No. 66-3-31 D Recommendations for Footings for Soil Conditions on Lo Costo Volley Unit No. 4 Son Diego County, California Gentlemen: It is concluded from correlating the laboratory test resulk presented with our “Final Report on Compacted Filled Ground, La Costa Unit No. 4, Son Diego County, Colifornia”doted December 16, 1966, with visual observations made during grading, that the soil conditions within the upper 3 feet on the following lots fall into on expansive classification. Lot Nos. 154 170 171 172 176 177 180 181 Lot Nos. 184 188 189 193 23 197 Lot Nos. 199 to 206, inclusive 21Ljto 221, inclusive i For this expansive condition, it is recommended thot special foundation design and precou- tions be used to minimize the possible differentiol movements in these soils due to moisture charge. It is concluded from our past experience in oreos where soi Is fall into this closs- ificotion thot continuous wall footings should be used throughout and that these should be placed at greater thon minimum depths and reinforced to resist differentiol movements. Also, if concrete slabs ore to be placed on the “expansive ” soils, it is recommended moisture tesk be taken 4 to 5 weeks prior to pouring concrete to verify that 80 percent saturation of the layers exist, to o depth of 3 feet. If less moisture exists, then presaturation would be recom- mended. The reason for this is that concrete slabs are relatively lightly loaded in comparison to continuous wall footings supporting raised wood floors ond they are subject to much greater upward movement if the “expansive” cloys go from a relatively dry field condition to near Project No. 66-3-31D Lo Costo Volley Unit No. 4 -2- December 20, 1966 soturotion than ore the wall footings that ore placed at greater depths below the finished ground surface. Numerous tests and observations mode to dote indicate that the “expansive” soils tend to increase in moisture content with time, once these ore covered and lawn woter- ing, etc. takes place around the perimeter of the foundation. Houses constructed in the spring when the soils have natural presaturotion hove been subjected to for less differential movement than houses constructed on air dry soils without presoturation in the foil of the yeor. The following recommendations are mode for two types of foundation construction: I. Type of Construction of Raised Wood Floors on Continuous Wall Foundations. 1. 2. 3. 4. 5. Use continuous wall footings throughout and place ot o minimum depth of two feet. Reinforce with one #5 steel bar placed 3 inches above the bottom of footing ond one #5 steel bar placed 1 l/2 inches below the top of stem wall of the footing. It is recommended thot the steel reinforcement of all interior ond exterior continuous wall footings be lapped 48 diameters ond that the reinforcement of the interior footings be cdrried into the exterior walls sufficient distance to develop full strength. Construct crowl hales with continuous reinforcement OS shown on poge 17 of the “Minimum Property Requirements for properties of one or two Living Units, Located in the Southern California District” by the Federal Housing Adminis- tration Revised May 1952 or by some equivalent design. For concrete slobs on ground in the goroges, it is recommended that o 4 inch thickness of sand be placed beneath the concrete slob and that the concrete slabs be separated by 3/E inch thickness of construction joint material from the exterior wall footings. The slobs should also be reinforced with 6” - 6” by #lo - #IO wire mesh. II. Type of Construction of Concrete Slob Floors on Ground Between Continuous Wall Foundations 1. Use continuous wall Footings throughout and place at a minimum depth of two feet. 2. Reinforce with one #5 steel bor placed ot three (3) inches above the bottom of the continuous wall footings and one #5 steel bar placed at one and one-half (1 l/2) inches below the top of stem wall of the footing. 3. It is recommended that the steel reinforcement of 011 interior and exterior continuous wall footings be lopped 48 diameters and that the interior reinforce- ment be carried into the exterior walls sufficient distance to develop full strength. BENTON ENOINEERING. INC. . x. Project No. 66-3-31 D -3- December 20, 1966 Lo Costa Valley Unit No. 4 ,_ ‘~ / 4.; 5. For concrete slobs on ground for this condition, it is recommended thot field moisture checks be mode to three feet below finished grade to verify 80 per- ~.,-?-w<~- cent soturatlon. If 80 percent soturotion is not present, then it is recommended that water be added by ponding , “rain birds” or any suitable method to increase moisture CIS required. After the presoturotion moisture content is achieved with- in the upper three feet, the soil may be permitted to surface dry so that equip- ment may work on it and then a 4 inch sond layer should be deposited within one week. The reinforcing with 6” - 6” by #IO - #lo wire mesh and woterproof- ing moy then be installed to seal the presoturated soils under the concrete slabs. For concrete slobs on ground in the garages, it is recommended that o 4 inch thickness of sand be placed beneath the concrete slob and that the concrete slobs be separated by Z/8 inch thickness of construction joint material from the exterior wall ‘footings. The slabs should also be reinforced with 6” - 6” by ff 10 - #IO wire mesh. If you should hove any questions regarding the above, or if you should desire additional inform&ion, please contact me. Very truly yours, BENTON ENGINEERING, INC. BY (25) Addressee BENTON ENGINEERING. INC.