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Home My WebLink About; El Camino Real Station 82+00 through 122+00; Final Report of Testing and Observation; 1998-10-01M I I I I I I I I M I I I TTTT GEOCON INCORPOKATED GEOTECHNIGAL CONSULTANTS FINAL REPORT OF TESTING AND OBSERVATION SERVICES DURING SITE GRADING ARROYO LA COSTA EL CAMiNO REAL STATIONS 82+00 THROUGH 122+00 CARLSBAD, CALIFORNIA PREPARED FOR VILLAGES OF LA COSTA SOUTHWEST, L. L. C. CARLSBAD, CALIFORNIA OCTOBER 1998 GEOCON INCORPORATED GEOTECHNICAL CONSULTANTS ProjectNo. 05871-12-01 October 6, 1998 ViUages of La Costa Southwest, L. L. C. Post Office Box 9000-685 Carlsbad, CaUfomia 92018-9000 Attention: Mr. Tim O'Grady Subject: ARROYO LA COSTA EL CAMINO REAL STATIONS 82+00 THROUGH 122+00 CARLSBAD, CALIFORNIA FINAL REPORT OF TESTING AND OBSERVATION SERVICES DURING SITE GRADING Gentlemen: In accordance with your request and our proposal dated December 10, 1996, Geocon Incorporated presents this final report of compaction testing and observation services performed during the mass grading of El Camino Real as an off-site improvement to the subject development. These services were performed during the period of February 10, 1997, through June 30, 1997. The "As Graded" Geologic Maps, Figures 1 through 5 show the locations of the compaction tests. The scope of services included the following: • Observing the grading operation, including the removal of brush and other deleterious material, and removal and/or processing of loose topsoil, undocumented fiU soils, aUuvium, slopewash and landslide debris material. • Performing in-place density tests in fill placed and compacted at the site. • Performing laboratory tests to aid in evaluating the compaction of various soil conditions encountered and/or used for fill. • Preparing an "As-Graded" Geologic Map. • Preparing this final report of grading. GENERAL El Camino Real is a prime arterial roadway located in Carlsbad, Califomia, and bounds the west side of the Arroyo La Costa development. The grading contractor for the project was Signs & Pinnick Incorporated. Grading plans for the project were prepared by Project Design Consultants and are 6960 FlancJers Drive • San Diego, California 92121-2974 • Telephone (619) 558-6900 • Fax (619) 558-6159 entitled Grading Plans For Arroyo La Costa , Unit No. 1, Carlsbad Tract No. 88-03-1, Sheet Nos. 5, 7, 9, 11, and 13, with City of Carlsbad approval date November 20, 1996. The grading plans were used as the base map for the "As-Graded" Geologic Map (Figures 1 through 5, map pocket). The project soils report is entitled Preliminary Soil and Geologic Investigation for La Costa Ranch Southwest Area, Carlsbad, California, prepared by Geocon Incorporated, dated November 11, 1988 (Project No. 04229-HOl). The following reports were also prepared for the project: 1. Supplemental Soil and Geologic Investigation for La Costa Ranch Southwest Areas I and II, Carlsbad, Califomia, prepared by Geocon Incorporated, dated November 28, 1989 (Project No. 04229-HO2). 2. Addendum to Supplemental Soil and Geologic Investigation Report dated November 28, 1989 for Arroyo La Costa Southwest, Unit 2, prepared by Geocon Incorporated, dated March 13, 1992 (Project No. 04229-34-08). 3. Geotechnical Investigation for Proposed El Camino Real Widening, Arroyos-La Costa Southwest, Carlsbad, California, prepared by Geocon, Incorporated, dated Febmary 21, 1992, (ProjectNo. 04229-14-09). 4. Limited Geotechnical Investigation, El Camino Real Widening, Station 119+00; Slope Stability, Carlsbad, California, prepared by Geocon Incorporated, dated Febraary 6, 1997 (ProjectNo. 05871-12-01). 5. Limited Geotechnical Investigation, El Camino Real Widening, Station 82+00 through 99+00, Slope Stability, Carlsbad, California, prepared by Geocon, Incorporated, dated April 11, 1997 (ProjectNo. 05871-12-03). References to elevations and locations herein were based on surveyor's or grade checker's stakes in the field and/or interpolation fi'om the referenced Grading Plans. Geocon Incorporated did not provide surveying services and, therefore, has no opinion regarding the accuracy of the as-graded elevations or surface geometry with respect to the approved grading plans or proper surface drainaqe. ALLUVIAL SOIL REMEDIATION El Camino Real Stations 102+00 through 107+80 was identified as an area imderlain by very soft, compressible alluvium that could not totally be remediated by conventional mass grading operations due to shallow groundwater. The Umits of the area where alluvium was left in place is shown on the As-Graded Geologic Maps, Figures 1 through 5. The estimated maximum thickness of alluvium left in place at the site varies fi^om approximately 10 to 48 feet. In consideration of the Umited space, minimal surcharge tolerance of adjacent gas and ftiel pipelines, and development schedule for this area, a reinforced soil mat was constmcted to provide primary mitigation of the potential settlement ProjectNo. 05871-12-01 ~- October6, 1998 due to the load of the planned roadway embankment fill. The approximate limits of the reinforced soil mat are shown on the "As-Graded" Geologic Map, Figures 1 through 5. Prior to constmcfion of the reinforced soil mat, partial removal of the alluvium was performed to near the groundwater level. The depth of the removal was approximately 5 to 6 feet below existing grade. During constmction of the reinforced soil mat, the first of three layers of Mirafi 600X geotextile fabric was placed at the bottom of the excavation and covered by 2 feet of y4 -inch to 1-inch cmshed rock. Subsequently, the second layer of Mirafi 600X was placed and covered by 18 to 24 inches of compacted fill. The third layer of Mirafi 600X was then placed and was covered by compacted fill to achieve the planned elevations for the roadway embankment. In addition to the area mentioned above, partial removal of alluvium was performed at approximately Stations 86+20 through 86+80; 90+25 through 91+30; 96+50 through 96+60; 99+50 through 102+00 and 116+00 through 117+00. The partial removal of alluviimi was performed to a depth of approximately 4 feet below proposed subgrade elevations. The estimated maximum thickness of alluvium left in place at these locations varies fi'om approximately 5 to 15 feet. The alluvium exposed within the bottom of the removals in these areas was generally observed to be moderately dense and moist. No groundwater was observed in these removal areas. GRADING Grading for El Cammo Real occurred between the intersections of Levante Road and Olivenhain Road for a distance of approximately 4000 feet. Grading began with the removal of bmsh and vegetation fi-om the area to be graded. Trash and debris were also removed. Except where previously mentioned, topsoil, undocumented fill soils, and slopewash material were removed to firm natural ground consisting of the formational soils of the Delmar Formation or Torrey Sandstone. Partial removal of landslide debris was performed during construction of the buttress fill east of Stations 96+50 through 99+00. Loose unconsolidated alluvial material was removed to dense older alluvium approximately 4 feet below original ground surface.. Prior to placing fill, the exposed ground surface was scarified, moisture conditioned, and compacted. Fill soils derived from on-site excavations were then placed, and moisture conditioned as necessary to near optimum moisture content, and then compacted in layers until the design elevations were attained. During the grading operation, compaction procedures were observed and in-place density tests were performed to evaluate the relative compaction of the fill material. The in-place density tests were performed in general conformance with American Society for Testing and Materiais Test Method (ASTM) D-2922-81 (nuclear) or D1556-82 (sand cone). The results ofthe in-place dry density and moisture content tests are summarized on Table I. Grading for El Camino Real was performed concurrently with the entire Arroyo La Costa development. The results presented on Table I are for ProjectNo. 05871-12-01 ^3^ October 6, 1998 El Camino Real only. As such, the test nimibers are not in consecutive order. In general, the in- place density test results indicate that the fill soil was placed with a relative compaction ofat least 90 percent at the locations tested. The approximate locations of the in-place density tests are shown on the "As Graded" Geologic Maps, Figures 1 through 5. Laboratory tests were performed on samples of material used for fill to evaluate moisture-density relafionships, optimum moisture content and maximum dry density (ASTM D-1557-91). The results of the laboratory tests are summarized in Table II. STABILITY AND BUTTRESS FILLS Drained stability fills were constmcted to mitigate potential surficial slope instability on the west facing slopes adjacent to Stations 82+00 through 89+00, 92+00 through 96+00, and 117+00 through 120+50. In addition, a drained buttress fill was constmcted to mitigate potential gross and surficial slope instability on the west facing slope adjacent to Stafions 96+50 through 99+00, where a landslide was previously identified. During the partial landslide removal, a near verticai backcut was excavated approximately 20 to 30 feet beyond the toe of the buttress fill slope and removals were extended below the slide plane. The buttress and stability fills were constmcted in substantial conformance with the recommendations presented in the project geotechnical reports. In general, the overexcavation for the buttress and stability fill keyways extended to a depth of approximately 4 feet below the toe of the finish grade slope. Heel drams were installed along the buttress and stability fill keyways and was stubbed out with risers for fiiture outlet into the project storm drain systems. The heel drains were "as-built" for location and elevation by the project civil engineer. The heel drains generally consisted of a 4- to 6- inch-diameter PVC perforated pipe placed in cmshed aggregate surrounded by Mirafi MON filter fabric. The drains were typically placed at the heel of the stability fill keyway and constmcted at a gradient of at least 1 percent. In addition, dramage panels (Mira Drain 5000) were placed along the face of the stabiUzation fill backcut 30 feet on center and were connected to the heel drain. SLOPES In general, cut and fill slopes have planed inclinations of 2:1 (horizontal to vertical) or flatter, with maximum heights of approximately 10 and 70 feet, respectively. The fill slopes were either overfilled and cut back or were track-walked with a bulldozer during grading. All slopes should be planted, drained, and maintained to reduce erosion. Slope irrigation should be kept to a minimum to just support the vegetative cover. Surface drainage should not be atiowed to flow over the top of the slope. ProjectNo. 05871-12-01 ~- October 6, 1998 SOIL AND GEOLOGIC CONDITIONS The soil and geologic conditions encountered during grading were generally found to be similar to those described m the project geotechnical report. Except as noted, the surficial deposits and other unsuitable materials were removed during grading to competent material prior to placement of compacted fill. The site is charactenzed by silty sand to silty clay formational soils of the Delmar Formation, silty sand formational soils of the Torrey Sandstone, and alluvium. In addition to previously mentioned locations, partial removal of alluvium was performed at approximately Stations 86+20 through 86+80; 90+25 through 91+30; 96+50 through 96+60; 99+50 through 102+00 and 116+00 through 117+00. The partial removal of alluvium was performed to a depth of approximately 4 feet below existing grade. The estimated maximum thickness of alluvium left in place at the site varies fi-om approximately 5 to 25 feet. The alluvium exposed within the bottom of the removals was generally observed to be moderately dense and moist. No groundwater was observed in the removal areas. The approximate lateral extent of compacted fill (Qcf), and alluvium (Qal) is shown on the As- Graded Geologic Map (Figures 1 through 5). Formafional soils of the Delmar Formation (Td) and Torrey Sandstone (Tt) are depicted on the maps as well. The enclosed As-Graded Geologic Map (Figures 1 through 5) depict the general geologic conditions observed. No soil or geologic conditions were observed during grading which would preclude the continued development of the roadway as planned. CONCLUSIONS AND RECOMMENDATIONS 1.0. General 1.1. Based on observations and test results, it is the opinion of Geocon Incorporated that the grading, which is the subject of this report, has been performed in substantial conformance with the recommendations of the previously referenced project soil reports. Soil and geologic conditions encountered during grading which differ from those anticipated by the project soil report are not uncommon. Where such conditions required a significant modification to the recommendations of the project soil report, they have been described herein. Project No. 05871-12-01 - 5 - October 6, 1998 2.0. Future Grading 2.1. Any additional grading performed at the site should be accomplished in conjunction with our observation and compaction testing services. Grading plans for any future grading should be reviewed by Geocon Incorporated prior to finalizing. All trench backfill in excess of one-foot thick should be compacted to at least 90 percent relative compaction. This office should be notified at least 48 hours prior to commencing additional grading or backfill operations. 3.0. Drainage 3.1. Adequate drainage provisions are imperative. Under no circumstances should water be allowed to pond or accumulate on, or adjacent to, the roadway. Surface drainage should be directed away from slope tops to controlled drainage devices. Positive surface drainage should be maintained. LIMITATIONS The conclusions and recommendations contained herein apply only to our work with respect to grading, and represent conditions at the date of our final observation June 30, 1997. Any subsequent grading should be done in conjunction with our observation and testing services. As used herein, the term "observation" implies only that we observed the progress of the work with which we agreed to be involved. Our services did not mclude the evaluation or identification of the potential presence of hazardous or corrosive materials. Our conclusions and opinions as to whether the work essentially complies with the job specifications are based on our observations, experience, and test results. Subsurface conditions, and the accuracy of tests used to measure such conditions, can vary greatly at any time. We make no warranty, expressed or implied, except that our services were performed in accordance with engineering principles generally accepted at this time and location. We will accept no responsibility for any subsequent changes made to the site by others, by the uncontrolled action of water, or by the failure of others to properly repair damages caused by the uncontrolled action of water. The findings and recommendations of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. ProjectNo. 05871-12-Oi - 6 - October 6, 1998 If you have any questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience. Very tmly yours, GEOCON RCE 22527 PAT:DFL:dmc (6) Addressee (I) Project Design Consultants Attention: Mr. Paul Kane Patrick A. 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X Oi u o MH X to JJ MH O CU ba cfl p. JJ to to Pv pv pv rv pv rv P-pv pv pv p^ cn tn OV \ ov \ cn •v <n •v 'v OV \ ov v^ cn v^ cn V V cn V cn V cn V cn V. 1^ v^ CM \ CM v. CM \ pv V. \ pv \ pv o \ o \ o <u o •V o V. o o •V CM v^ CM •v CM v. CM CM V CM V CM V ro V ro V ro JJ V. m V. m m \ m V. m m \ m V. VD vo \ VD \ VD \ VD \ VD \ VD o o o o o o o o O o O O O O o VD p^ 00 cn -d-m vo CM ro <t m vO P^ CO pv pv p^ p^ o O o <!• vJ-vt -d-•d-vt <r -d--d--d-pv p-O o o o o o o rH rH rH rH rH rH rH CM CM CM CM CM CM CM H H H H H H H cn cn cn cn cn cn cn rH O r^ CO m o o z JJ o cu o u fe X IH fe fe cn H cn w H C •H c o •H JJ rfi •H JJ •d >H c s o (J CU cu O VJ cfl 3 rH JJ P-tn CU •H Vl O s -d c Cfl •H X) (U o > rH o rH e O cu MH VJ to 3 rH v 0) o JJ JJ to •H CO >vrH C JJ rH CO O Cfl 0) a P. u a cfl g a o 0) 0 u VJ O MH 0) CO O VJ >v fi rH JJ VJ •H U CO O 0) (U \ rH P. JJ T3 rH 0 •H VJ fe Cfl fe Cu u CQ ai JJ (0 (U At H rH CO CU > P. 0) O X) cu 'H arH O •H rH TH rH JJ cn cn cn p X O rH C rH (U -H VJ MH H ^ O >v cfl JJ eq CO Vl cu JJ tfl VJ 01 JJ CO s JJ to cu H 0) VJ 3 4J to •H O a to s c •H bO CO c n •H a CO U JJ O tfl Vl 3 fl) H & N H DQ J cn cn cn p S 3 Pi cn cn cn cn H H a CJ a n a ai cn cn cn cn cn fe fe CQ a H cn fe H Pi X o o fe c v C) •H O VJ (U to cfl JJ hH Q H s -fi to cn cu to bO fe cfl cu X X > •H •H a CU cn u •H •H c VJ VJ CO 3 VJ Vl •H Vl fe < fe u U Q fe IH Q o 1 t 1 1 1 1 CJ X Q U H X < CQ o u Q fe M IH fe W ai fe o z fe p u to <u rH P. S E Vl cfl o to u tfl rH VJ •H o o X tn CO rH rH rH (U -rH X MH JJ X) bO cu C JJ •H y JJ cu C rH 0) >1 VJ JJ bO 3 -H C O CO -H fi VI 0 cu 3 4J -d T3 to -d X) VJ cu fi -d o P- S CO 3 cu B VJ 'H VJ cu C 3 O X o tfl fi B Q) Z O IH H U fe o CJ cj o Di E>v VJ O B ^ 3 tfl 6 VI •H O 4-1 X Cu to O rH X3 -fi O to VI CU >v N JJ •H O to JJ C cu rH X3 to 3 cr VJ CU S •H X cfl O U VJ O O Vl JJ to JZ U JJ O •H Xi S cfl rH to U - to O Cu ^ O JJ a •H to cu C VJ to 01 3 rH to > •d JJ to 3 to fi 3 fi JJ fi CU JJ fi o o 0) Vl 3 (0 •H o s B •H JJ a o -d c Cfl >v JJ •rH to fi (U •d >v VJ H cn fe H fe O fe fe >H H JJ to (U H >^ AJ JJ cn 'H 0) CO H C 0) v CJ (U > •H VJ Q O cn H fe fe Q \ O M H < > fe fe U o o MH O -§ JJ cn Vl tfl CU fi 0) JJ o JJ •d 01 X) § o Vl c 01 01 X 01 > (0 rfi cn rfi 4J P- <u JJ CO 01 H TABLE II SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D1557-91 Sample No. Description Maximuin Dry Density (pcf) Optimum Moisture Content (% dry weight) 3 Dark brown Clayey fine SAND, with trace sih 119.0 10.9 4 Orange-gray-brown, Clayey, fine SAND, with trace sih 116.8 13.5 5 Dark yellowish brown, Silty SAND, with clay 122.9 11.1 9 Light brown, Silty, fine SAND, with trace clay 117.5 13.1 11 Yellow-brown, Silty, fine SAND, with trace clay 120.0 13.2 15 Yellow-brown, Silty fme SAND, with trace clay 117.1 13.8 18 Yellow-brown, fine SAND 115.0 14.5 21 Yellow-brown, Silty fine SAND 113.8 15.4 ProjectNo. 05871-12-01 October 6, 1998