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HomeMy WebLinkAboutCT 72-20; La Costa Vale Unit 1; Soils Report; 1974-02-28BENTON ENGINEERING. INC. APPLIED BOIL MECHANIC* - i=OUNDATlDNS e,,, CONYOI COURT - - - - - -- - .- - - PHlLlP HLNKING BENTON ,“l.Inw.U7 . ClYlL I*.zIw.r.” La Costa Land Company Costa Del Mar Road Carlsbad, California 92088 Subject: Project No. 72-8-18D Grading Permit No. L6392 TLLLPIIONI ,714, S6S-ISSS TA. 3036 Final Re rt on ,+ er=i2-ao MAtI 6- 1976 omoacted Ftlled Groung! tini-t ~1 LO Costo Vole Unit No. 1 CITY OF CARLSBAD Carlsbad, California Buildlng Department Gentlemen: This is to report the results of tests and observations made in order to inspect the compaction of filled around olaced on certain areas of La Cost0 Vale Unit No. 1 in Carlsbad. California. This report covers Loh 11 to 107 inclusive, 210 to 218 inclusive, 226 to 231, inclusive,= and 248._ Filled groumed on Lots mclusive, on February IO 1970 and the major aradina of the subdivision commenced on September 21, 1972. The results if field density test &r. 1’ to 1109, inclusive, were presented in our previous reports dated March 1, 1973 and April 2, 1973. The final group of tests taken to the completion of the major grading on June~7, 1973 are presented in this report. A final test was taken on Lot 211 on February 6, 1974. The approximote oreas and depths of filled ground placed under our inspection in occordonce with the approved specifications ore shown on the attached Drawing No. 1, entitled “Location of Compacted Filled Ground.” The grading plan used for the placement of filled ground was prepared by Rick Engineering Company and approved August 23, 1972. Test Nos. 1 to 1109, inclusive, were pmsented in our previous reports doted March 1, 1973 and April 2, 1973. The results of the flnol group of tests taken on the project, Nos. 1110 to 1256, inclusive, are presented on pages T-31 to T-35, inclusive, under the “Table of Test Results.” The laboratory deteninations of the maximum dry densities and optimum moisture contents of the malor fill materials are presented on page L-l, under the “Laboratory Test Resulis.” Some of the maximum dry densities shown in the “Table of Test Results” were combinations of these. The tests were token during the weekly periods indicated below: Test Number Week Ending 1110 to 1113, inclusive March 31, 1973 1114 to 1124, inclusive April 7, 1973 1125 to 1141, Inclusive April 14, 1973 - _- Proiect No. 72-8-18D -2- February 28, 1974 - - Lo Cost0 Vale Unit No. 1 Test Number Week Ending 1142 to 1178, inclusive April 21, 1973 1179 to 1210, inclusive April 28, 1973 1211 to 1251, inclusive Moy 5, 1973 1252 Moy 19, 1973 1253 to 1255, Inclusive June 9, 1973 1256 February 6, 1974 Compacted filled ground was placed on an oreo west of Lot 1 outside the boundary of La Costa Vale Unit No. 1 and is designated on Drawing No. 1 as Area ~“A”. The final results of tests and observations indicate that the compacted filled ground has been placed at 90 percent of the maximum dry density or greater. It he been determined that the fill materials, compacted to 90 percent of the maximum dry density, hove a safe bearing value of 1650 pounds per square foot for one foot wide continuous footings founded at a depth of one foofbelow the lowest adjacent compacted ground surface. This value moy be increased to 1950 pounds per square foot for 16 inch wide footings placed 1.5 feet below’the lowest adjacent czm- pacted ground surface. If footings ore placed closer to the exposed slopes than 5 feet inside the top of compacted 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 filled ground slopes. Tests indicate that the compacted filled ground is odequate to sotisfoctorily support the proposed one and two story wood franc dwellings without detrimental settlements. Only nonexpansive soils were placed in the upper three feet below finished grode on the following lots: 219 to 225, inclusive All exponsive soils existing in the upper three feet shallow fill were removed on the above lots and were replaced with properly compacted non- expansive fill soils. Therefore, special design for expansive soil conditions will not be required on these lots. LB l , the subdivision were determined to hove finished grade. Therefore, in order caused by these potentially expansive soils, the follow recommended. 1. Avoid the use of Isolated interior piers where possible. Use continuous footings throughout, and place these at a minimum depth of two feet below the lowest odlacent exterior final grou;ld surface. - - BENTON ENOINCERWO. INC. ,- Project No. 72-8-18D Lo Costa Vole Unit No. 1 -3- February 28, 1974 - 2. Reinforce and interconnect continuously with steel bars oil interior and exterior footings with one #5 bar ot 3 inches above the bottom of 011 footings with one 115 bar placed 1 l/2 inches below the top of the stems of the footings. 3. Roired wooden floors that spon between continuous footings ore preferoble. Concrete slobs on grade should be reinforced with at least 6 x 6 - lO/lO welded wire fabric. Provide o minimum of 4 inches of crushed rock 3/4 to 1 inch in size beneath all concrete slobs. A moisture bonier should also be provided over the crushed rock and then 2 inches of sond should be placed over the moisture barrier and below the bottom of the slob. - 4. Seporote goroge slobs from perimeter footings by l/2 inch thickness of construction felt or equivalent, to allow independent movement of garage slobs relative to perimeter footings. &sure complete separation by extending the construction felt over the full depth of the front thickened edge of the garage slob. Cut off garage door stops at least l/2 inch obove the goroge slob. 5. Provide positive droinoge away from oil perimeter footings with o vertical foil of at least 6 inches in a horizontal distance of 5 feet, to o distance of at least 5 feet outside the house walls. 6. Exercise every effort to ossure that the soil under the concrete slobs hos a uniform moisture content at least 1 to 3 percent greater than optimum throughout the top 1.5 feet below finished grade at the time of placing the foundations and slobs. Respectfully submitted, - BENTON ENGINEERING, INC. -- BY-&?/-& R. C . . Remer -. &I& Reviewed b 7 PhTl’i@ H. B&ton, Civil Engineer RCR/PHB/pk Distr: (4) Addressee - ..- .- (1) Addressee, Attention: Mr. Burton L. Kramer Son Diego County Fngineering Deportment (1) Attention: Mr. H. M. Taylor (1) Attention: Mr. Willard Robinson, Room 206 (2) City of Corlsbod Building Deportment (1) Rick Engineering Company, Corlsbod (2) Title lnsuronce and Trust Company Attention: Ruth J , Rodger BENTON ENGINEERING. INC - -. - .~..~ - - - .- - - - - .- - - - Project No. 72-8-1sD Lo Costa Vole Unit No. 1 T-31 June 29, 1973 Revised February 28, 1974 TABLE OF TESTRESULTS(COljJT.) ApprQx- imote locot~on g;;J:jj 1 15 :::L',j 1 l,j 17 ';, 'jl13 17 1114 11 1115 12 - ~,,1116 13 1117 30 (, ' 1118 18 1119 14 1120 20 .~ 1121 21 1122 19~ 1123 54 1124 55 1125 56 '1126 22 1127 RomerioSt. Opp.Lot21 1128 RomerioSt. opp. Lot22 1129 RomerioSt. opp. Lot21 1130 29 1131 30 1132 29 1133 30 1134 28 1135 26 1136 39 1137 40 1138 41 1139 42 1140 39 1141 40 1142 1143 iI Depth of Fill ot Test in Feet Field DV Moisture Density .% dry wt' Ib/cu ft Moximum DV Density Ib/cu ft Percent Compation Remarks 54.0 15.5 111.0 118.8 93.4 48.0 15.9 114.4 118.8 96.3 51.0 16.5 113.7 118.8 95.7 53.0 17.2 108.8 115.2 94.4 59.0. 15.1 105.2 116.3 90.4 56.0 + 21.8 104.9 115.2 91.0 51.5 l 16.5 108.9 116.3 93.5 4.0 l 13.1 113.1 118.8 95.2 41.0 20.2 108.1 118.8 91.0 53.0. 15.2 114.0 118.8 95.9 29.0 15.4 110.1 118.8 92.7 20.0 18.6 113.8 118.8 95.8 32.0 16.6 111.6 118.8 93.8 2.0 17.3 108.0 111.2 97.2 6.0 19.6 100.2 111.2 90.2 ,l.O 12.5 109.0 116.3 93.7 14.0 13.1 110.0 116.3 94.5 3.0 10.3 114.5 118.8 96.5 ~5.0 12.5 110.1 118.8 92.6 7.0 l 14.8 110.6 116.3 95.1 1.0 1.0 3.0 3.0 * 1.0 2.0 4.0 6.0 2.0 2.0 6.0 8.0 13.5 114.5 118.8 96.5 15.6 107.9 116.3 92.7 14.9 111.4 118.8 93.7 13.7 116.1 118.8 97.7 14.0 107.8 116.3 92.6 14.5 111.8 116.3 96.1 18.5 103.8 115.2 90.0 14.6 106.3 116.3 91.6 17.0 103.7 115.2 90.0 10.0 109.5 118.8 92.1 16.5 105.6 116.3 90.7 11.6 111.0 116.3 95.4 12.3 113.9 118.8 95.9 16.7 105.4 116.3 90.7 16.4 113.8 120.8 94.2 1144 LoCosto Ave. 2.0 opp. Lot 31 l Indicates Finished Grade BENTON LNOINEERING. INC. - Project No. 72-8-1PD T-32 June29, 1973 Lo Costa Vale No. 1 Revised Februury 28, 1974 -~ TABLE OF TESTRESULTS (CONT.) - Test No. ,~ 1145 :: - .::~.!I46 Appmx- Depth imote of Fill Locotion ot Test Lot No. in Feet. Field DV Molstum Density % drywt Ib/cu ft Maximum DW Density ib/cu ft .1147 - 1148 LoCostoAw. 2.0, opp. Lat37 '1,. LoCostoAve. 2.0 opp. Lot41 LoCostoAw. 2.0 opp. Lot39 22 16.0 14.2 116.0 118.8 12.7 112.0: 118.8 94.1 11.8 110.8 116.3 12.6 119.0 128.0 - 1149 .1150 1151 1152 1153 1154 -. 1155 58 2.0 59 1.0. 21 22.0 20 31.0 19 34.0 18 41.0 Azohor St. 9.0 8, Rornerio St. Azohor St. 11.0 8 Romerlo St. Codencio St. 13.0 8 Romerio St. CodencioSt. 15.0 8, Romerio St. Gorlmo St. 29.0 & Romerio St. RomerioSt. 25.0 Opp. l&7&8 21 24.0. 20 ~33.0 l 19 36.0 * 18 43.0 l 17 55.0 * 16 56.5. 15 50,o l ;i 3.0 l 3.0 l CodencioSt. 1.0 opp. Lot99 CodencioSt. 1.0 opp. Lot102 17.1 112.7 123.6 91.2 12.6 111.0 116.3 95.4 18.7 108.7 116.3 93.4 16.2 112.7 116.3 96.9 22.0 106.6 116.3 91.6 15.9 114.3 116.3 98.3 15.7 112.4 116.3 96.6 1156 - 1157 13.0 119.3 123.6 96.6 24.1 103.1 113.7 90.7 1158 20.8 106.7 113.7 93.8 1159 14.9 105.3 1160 .- 1161 1162 - 1163 1164 1165 - 1166 1167 1168 ,,- 1169 1170 15.5 117.7 128.0 92.0 11.9 117.6 128.0 91.8 17.4 111.3 116.3 95.7 '16.9 110.1 116.3 94.7 17.2 113.4 123.6 91.7 15.4 104.8 116.3 90.1 18.5 106.3 116.3 91.4 18.0 104.6 115.2 90.6 13.3 117.4 123.6 95.0 9.8 113.8 116.3 97.8 9.1 117.3 118.3 98.7 1171 - - 19.2 104.0 111.2 93.5 110.4 Percent Compation Remarks 97.6 95.2 93.0 Storm-&in Backfill 95.3 BENTON ENGINEERING. INC. - - - - - - - - - - .~ 1 - - Project No. R-8-18D Lo Costa Vole No. 1 T-33 June 29, 1973 Revised February 28, 1974 TABLE OFTESTRESULTS(CONT.) Test Location No. Lot No. 1172 1173 1174 1175 1176 1177 1178 1179 1180 1181 1182 1183 1184 1185 1186 1187 1188 1189 1.190 1191 1192 1193 1194 1195 1196 1197 1198 1199 1200 1201 1202 1203 1204 1205 CodencioSt. opp. Lot105 CodencioSt. opp. Lot100 CodenciaSt. opp. Lot103 CodencioSt. opp. Lot 105 27 26 22 24 25 101 71 102 70 24 230 230 229 229 101 103 105 106 107 76 75 ?i 72 228 228 227 227 226 83 Depth of Fill ot Test in Feet Field DV Mbistum Density % dry wt Ib/cu ft Maximum DV Density Ib/cu ft 1.0 19.6 111-7 112.7 2.5 l 12.0 107.8 116.3 92.7 2.5 + 13.4 104.1 111.2 93.6 2.5 l 17.8 101.4 111.2 91.2 2.0 12.6 117.3 123.6 94.9 4.0 ' 14.6 115.0 123.6 93.1 18.0' 12.2 117.6 123.6 95.1 2.0 12.0 110.7 116.3 95.1 4.0' 13.9 110.4 116.3 95.0 4.0 20.4 104.4 115.2 90.6 19.0. 15.4 112.2 118.8 94.5 18.0 l 18.5 102.0 111.2 91.7 11.5 l 16.2 112.7 118.8 95.0 4.0. 13.7 109.9 116.3 94.5 35.0. 17.9 113.0 118.8 95.0 35.0 l 22.8 105.0 116.3 90.3 40.0 + 20.1 107.4 116.3 92.2 40.0 l 19.7 107.0 118.8 90.0 6.0 l 20.4 104.2 115.2 90.4 19.0' 19.1 109.3 116.3 94.0 12.0 l 21.2 103.8 115.2 90.0 8.0 ' 18.0 107.6 115.2 93.4 7.0 l 22.3 102.2 113.2 90.2 7.5 l 20.2 107.9 118.8 90.7 19.0 l 19.7 106.2 116.3 91.3 21.0' 18.9 104.3 115.2 90.5 21.0 + 14.6 108.7 115.2 94.4 14.0 l 16.4 108.2 116.3 93.0 33.0 l 19.6 107.0 116.3 92.0 33.0. 23.2 105.5 115.2 91.6 31.5 l 23.8 102.6 113.2 90.6 31.5 * 17.5 107.1 118.8 90.2 22.0 l 12.8 104.5 111.2 93.9 21.0 17.2 105.7 115.2 91.7 Percent Compaction 99.0 BENTON LNGINECRING. INC. - Proiect No. R-8-16D T-34 June 29, 1973 La Costa Vale No. 1 Revised February 28, 1974 - - Test No. - 1206 1207 - 1208 1209 1210 - 1211 1212 1213 - 1214 1215 - 1216 1217 1218 - 1219 1220 1221 E 1224 - 1225 1226 1227 - 1228 '1229 1230 - 1231 1232 1233 - 1234 1235 1236 1237 1238 1239 - 1240 1241 1242 - 1243 1244 7245 1246 1247 1248 - 1249 Approx- Depth tmate of Fill Location at Test lot.No. in Feet 83 84 58 31 39 40 55 55 218 217 218 216 218 215 215 216 215 216 211 212 218 217 216 215 214 212 41 32 2 35 36 37 12 54 56 48 47 it 44 43 42 24.0 l 39.0. 3.0 l 4.5' 8.0 l 11.0* 8.0 10.5 l 4.0 4.0 6.0 8.0 8.0 6.0 .8.0 10.0 12.0 12.0 E 1o:o l 6.0 * 14.5 l 14.5 l 6.0 + 11.0 l 10.0 l 2.0 l 2.0' 2.0. 2.0 + .2.0' l ;*; l 16:5 l 4.5 l 3.0. 8.0 l 18.0. 19.0. 16.0 l 11.0 l 5.0. 6.0 l TABLE OFTESTRESULTS (CONT.) Field DV Moisture Denslty % drywt lb/cu ft Mmimum DV Density Ib/cu ft 13.1 114.0 118.8 10.8 115.5 118.8 1301 104.3 115.2 11.8 109.1 116.3 13.7 104.6 116.3 11.4 113.0 118.8 20.4 101.8 111.2 17.8 100.9 111.2 16.3 110.0 116.3 21.0 104.0 115.2 17.7 104.5 115.2 20.4 114.2 118.8 18.7 102.8 113.2 17.8 10806 118.8 18.0 111.4 118.8 19.1 105.8 116.3 20.6 107.8 116.3 16.1 107.6 116.3 21.2 106.7 116.3 20.6 109.2 118.8 12.6 107.1 116.3 14.8 114.1 118.8 13.6 112.7 118.8 14.3 107.0 116.3 23.4 102.8 113.2 18.0 105.0 116.3 12.6 112.0 118.8 10.6 115.5 118.8 11.8 121.6 128.0 12.4 117.8 118.8 11.5 109.0 116.3 10.0 120.0 128.0 9.8 112.0 116.3 12.9 106.6 116.3 19.2 104.0 115.2 10.0 114.5 116.3 11.5 113.0 118.8 15.5 109.0. 118.8 19.0 107.5 116.3 19.8 107.2 118.8 12.6 115.4 118.8 11.6 113.7 118.8 9.5 112.5 118.8 12.7 120.0 128.0 Percent Compaction Remarks 96.0 97.2 90.5 93.8 90.0 95.2 91.6 90.6 94.7 90.3 90.7 96.1 90.7 91.4 93.8 90.9 25' 91.7 92.0 92.1 96.0 94.8 92.1 90.7 90.2 94.1 97.2 95.0 it: 93.9 96.3 91.7 90.3 98.4 95.1 91.8 92.4 90.2 97.1 96.4 94.6 93.5 eENTON ENGINEERINO. INC. - - - -~ - - - - - - - - - - - - - - - Project NO. 72-8-18D La Costo Vole No. 1 T-35 TABLE OF TEST RESULTS (CONT.) Test No. 1250 1251 1252 1253 1254 1255 1256 Depth of Fill Field Location at Test Moisture Lot No. in Feet % dry wt 27 4.0 l 11.0 57 2.0 * 15.6 211 9.0 * 15.2 Electrical Box 2.0 10.1 Front Lot 222 Electrical Box 4.0 12.4 Front Lot 222 Electrical Box 6.0 * 11.3 Front Lot 222 211 9.0 * 16.0 * Indicates Finished Grade b Density Ib/cu ft Maximum DV Density Ib/cu ft Percent Compaction Remarks 111.9 118.2 94.2 114.0 118.8 96.0 87.0 111.2 78.2 109.0 120.6 90.4 118.1 123.6 95.6 123.6 95.7 123.6 91.7 118.2 113.2 February 28, 1974 Reworked Check on #125: BENTON LNOINEERING. INC. - - - - - - Project No. 72-8-18D L-1 March 1, 1973 La Costa Vale Unit No. 1 Revised - April 2, 1973 Revised February 28, 1974 LABORATORY TEST RESULTS The maximum dry densities and optimum moisture contents of the major fill materials as determined by the A.S.T.M. D 1557-66T method, that uses 25 blows of a 10 pound rammer falling from a height of 18 inches on each of 5 layers in a 4 inch diameter l/30 cubic foot compaction cylinder, are presented as follows: Soil Description Light brown gray clayey silt Olive green silty clay Brown gray silty clay Light yellow brown silty very fine to fine sand with cloy binder and chunks of silty clay Yellow brown and gray very fine sandy silt Yellow brown very fine to fine sondy clay Gray brown fine sandy clay Olive green silty clay. Light brown silty fine sand Light gray yellow clayey fine sand Light gray brown clayey very fine to fine sand Gmy with red brown ond white silty clay Light gray brown clayey fine sand Light gray silty very fine to fine sand with slight 107.2 19.0 107.5 16.4 109.0 17.8 109.2 16.8 110.4 15.4 110.4 15.5 110.9 14.3 111.2 15.0 112.5 10.9 114.1 13.9 114.2 14.4 114.7 15.3 115.2 14.7 115.2 13.7 clay binder Gray black silty clay 116.8 11.8 Brown clayey fine sand with some fine sandy clay 117.8 13.3 Light brown silty fine sand with clay binder 118.3 11.9 Light brown and gray silty clay 118.6 14.0 Light yellow brown fine sandy clay 121.6 11.5 Light yellow silty fine sand 123.6 10.5 Greenish brown fine sandy clay 118.8 12.2 Brown clayey fine to medium sand 128.0 9.2 Grayish brown silty fine sand 117.0 13.1 Light brown silty fine to medium sand 118.5 12.0 Red brown fine to medium sandy clay 111.3 15.0 Light gray clayey silt with streaks of red brown 111.3 16.0 and yellow Light gray silty clay with yellow streaks 110.7 15.1 Light gray silty fine sand 111.8 12.5 - ,- Maximum Dry Density lb/cu ft Optimum Mois- ture Content % dry wt BENTON l?NOINms?INO. INC.